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HomeMy WebLinkAbout047-430-047_ r • - = w �. mos . 4}3 47' p V7 U 3 , hw 99E a r - it j Y � PP • 900' S . of Kee r Rd 'Cop -s ite Anita Rd h ' 'o' t I, i er'mit ��5858-78P,E(.t' '• i LEC . 'i rGAg)r" r, (�SUPPO TR CTU M $'• COMFY CTION TE McKinney Bros W r� ;.E/S Hwy,99F;,app.900'S:of Keefer Rd,, ;l i "opposite. Anit`a,oRd. ,, Chico I Permit #7385-79P,E uti' '; r I i EiLEC , . � � T GAS.! --- -- ------ __ _ _ _ t ' SUPPORT ST TU Q, r COMPACTION TEST Q, WY( P .J 4 McKi"eo,_ NE/Sapp.400'Sf Per -80B( r storage 4 - ' t repair) I '; t BETTY WHITMORE 64 Quail Covey Ct, Chico 1 Permit#1268-88B,P9E,M(new si gle family) 047-430-047,-'. 01-2694 D, CARP v-, ''5aY� 65' QUA VEY CT; CHICO ` CONT: NV, LD �) l I STEEL GARAGE BLDG , rfi _ * ` ,, NOTES 11 Ugric, irk l e,�5 t)v"a � j RESIDENTIAL 047-430-047_ 01-2694 PERMIT C:"• _.. RUDD;CARY 65 QUAIL COVEY CT, CHICO CONT: NV BLDG SYSTEMS STEEL GARAGE BLDG II SPECIAL CONDITIONS 11 SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER JOB FINALED (Date) I �_ i ' , o Signature 414� CHECKED BY J = OK 0 = Not OK - = Not Applicable = Not Ready RESIDENTIAL (: Date _ /Underfloor (Plans) OK except #'s %Z ;V i zoning -Setbacks -Easements -Flood -Slope Cling. Joist-Rftr. Ties-Purlin-Roff Brac.-Truss-Shting.-Rfng. 2. F ., Main; Soils-Elec. Grnd.-/ /" Ftg. Depth t ` tg., Garage; Soils-Steel-Elec. Grnd.-/ /" Ftg. Depth Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 4. Ftg., Porches & Decks; Soils -Steel-/ /" Ftg. Depth Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 5. Stemwalls, Main; Steel-Blockouts-Wrapped Garage Fire Protection Framing 6. Stemwalls, Garage; Steel-Blockouts-Wrapped Property Line Firewall & Openings 6a. Hold Downs and Special Anchors Ext. Doors -One T -Check Garage 3rd Story, 2 Exits 7. Slab, Steel -Wrapped Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 8. Piers -Fireplace Ftg.-Steel Plywood on Roof Overhang -Attic Vents -Ratter Outriggers 9. D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test Siding -Nailing Veneer 10. UF, Gas Pipe; Size Anchors - Yard Gas Piping; Size Test Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 11. Water Pipe; Test -Anchors -Regulator -Service Test Glazing Area -Glass Protection -Skylights -Plastic 12. Electric Underground Shear Walls; Nailing -Bolts 13. Plenums & Ducts; Clearance -Material -Support -Ins. Brace Interior/Exterior Wall Panels 14. Girders -Sills -Anchor Bolts-Joists-Vents-Crippies Insulation -Walls -Ceilings 15. Access & Ventilation Infiltration -Walls -Windows 16. Insulation Date Date Date Card B-1 Date Card B-1 Date Date Card B-1 Date Card 8-1 Date PLUMBING (Permit) OK except #'s Ext. Steps -Door & Sidelight Protection -Landings 17. Water Htr.; Vent -Access -Combustion Air Baffle Smoke Detector 18. Water Pipe; Test & Anchor -Nail Protection Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor -Ducts -Mach. Protection 19. D.W.V.; Test Fittings & Anchor -Nail Protection Bedroom Exiting 20. Shower Pan; Test, First Floor -Tub Access G.F.I. & Bath Fixtures & Tub Access -Spa 21. Test Tub & Shower, Second Floor -Tub Access Elec. Trim & Subpanel, Breaker Sizes & Labels 22. Gas Pipe; Sixe & Anchors Stairs & Rails 70. Date Card B-1 Date Card B-1 Date 72. Card B-1 Date Card B-1 Date 73. ELECTRICAL (Permit) OK except #'s 23. Fixture & Transformer Clearance -Ins. Protection 24. Elec. Receptacles Spacing -Lights & Switches at Doors 25. Size Boxes & No. of Conductors Stapled 26. Romex Installed Close to Edge of Studs & C.J. 27. Equip. Ground made up w/Mech Fasteners -Bond Gas & Water 28. 2 Appliance Circuits in Kitchen & Conductor Size GFI 29. Subfeed Wire Size / / ga. Cu or AI-A.C. Wire Size / / ga Cu or AI 30. Range Circle / / ga Cu or AI -Oven Circ. / / ga Cu or At Insulated Neutral Q Yes O No 31. Service -Riser Conductors & Ground Main Disconnect 32. Equip. Clearances Panels-Motors-Mech. Equip. 33. Clothes Closet Light -Shower Light -Spa Light 34. Smoke Detector 85. Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings Date 86. Card B-1 Date Card B-1 Date 87. Card B-1 Date Card B-1 Date 88. MECHANICAL (Permit) OK except #'s 35. A.C. Ducts Insulation & Support 36. Vent Fan, Exhaust above insulation 37. Condensate Drain & Overflow, Size & Grade 38. Furnace -Vent Access -Comb. Air -Return Air Vent 115 outlet 39. Attic Access & Platform if Furnace in Attic 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 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 >ingle & Duplex) Date FRAMING (Continued) 46. Hangers -Post Caps -Anchors -Connectors 47. Cling. Joist-Rftr. Ties-Purlin-Roff 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 T -Check Garage 3rd Story, 2 Exits 54. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 55. Plywood on Roof Overhang -Attic Vents -Ratter 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 -Mach. 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 Insild./Drive J Yes Q No/Walks ] Yes 0 No/Planters O 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: V= OK 0 = Not OK = Not Applicable MOBILE HOMES = Not Ready Date MOBILE HOME UTILITIES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support Sketch 3. Sewer; Location -Test -Fall -C/O -Concrete 4. Water; Location -Test -Easement Needed (Sketch) 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete MISCELLANEOUS Date DECKS, COVERS, CARPORTS GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts- Bea ms- Rftrs.-Connectors Shthg.-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Gas; Location -Test -Wrap;-/ /" L'ft. / P Nat. or/ /"L"ft./ PLPG 7. Well Clearance & Disconnect 8. Utility Clearance 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing Date 11. Card B-1 Date Card B-1 Date 12. Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning.Requirements-Setbacks-Easements Card B-1 Date Card B-1 2. Footings; Size -Spacing -Marriage Line Card B-1 Date Card B-1 3. Gas; MH Test -Demand -Valve -Connector FINAL (Plans) OK except #'s 4. Electricity; MH Test -Crossovers -Breakers -Clearances Setbacks -Easements 5. Drain; MH Test -Fall -Flex Connector Soils; Compaction -Structure Stability 6. Water; MH Test -Regulator -Connector Pool Structure; Steel -Connections -Thickness Dead Men -Lining 7. Water and Sewer Connected -C/O to Grade -HD Approval Elec.; Receptacles and Lighting, Distance-GFI 8. Gas and Electricity Tagged Elec.; Pool Lighting; 15 Volts-GFI 9. Tie Downs -Type -Installation Cert. Elec.; Enclosures; Conduit Entries -Terminals -Listed 10. Exits; Insp.-Sketch Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 11. Cert. of Occupancy Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosures- Panelboards-Ins. to Main in Conduit 12. Permanent Foundation Only; License Decal Health Department Approval 10. Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 MISCELLANEOUS Date DECKS, COVERS, CARPORTS GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts- Bea ms- Rftrs.-Connectors Shthg.-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosures- Panelboards-Ins. to Main in Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 ..................... `.COUNTY OF BUTfi " BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CK'- (530)'538-7541 CORRECTION NOTICE s OWNER NCf A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. 3 e, r 3� Date • 2-O • Inspector. REV 10/92 . ;a W:. 6724 Lockheed Drive, Suite 4 C Curry Redding, CA 96002 Group 530-223-1277 Inc. 530-223-1442 FAX . www.C;�in.yGrnup,com December 6, 2001 CG 1: 01-1005.85 North Valley Building Systems Mr. Andy Wood No. I I Three Sevens Lane Chico, California 95973 RE: High -Strength Bolting Special Inspection 65 Quail Covey Court Chico, California Dear Mr. Wood: On December 5, 2001, a CurryGroup representative observed tensioning of 5/8 -inch ASTM A325 high- strength bolts at the project site: Bolts and nuts were Identified per the AISC Manual of Steel Construction. Tensioning was by the calibrated wrench method. .Our representative calibrated the erectors tensioning procedures using three -bolt assemblages for each bolt length and diameter in our Skidmore Wilhelm Tension calibrator. Following calibration, our representative verified that tensioning was completed at each tension connection. Based on the calibration tests and our observations, to the best of our knowledge, the work was completed in accordance with the approved plans and specifications. Tensioning at the observed connections meet the minimum tension requirements of the Uniform Building Code. We have employed generally accepted inspection and testing procedures. However, we do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to produce a completed project conforming to the project plans and specifications. No warranty is expressed or implied. If you have any questions regarding this information, please contact Cliff Curry or myself at (530) 223- 1277 at your convenience. Regards, CURRYGROUP, INC. Eric L. Sisneros Project Manager CGi: Copyright 2001 CG011-378 (Rev. 12/96) COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BU DING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone 0)538-7841 0 APPLICATION AND PERMIT 1-2694 PERMIT N0. ASSESSOR PARCEL NUMBER 047-430-047 ZONING SRI BUILDING PERMIT OWNER TELEPHONE SO. FT. OCC. BUILDING VALUATION U 21,500 .OWNERS MAILING ADDRESS 65 QTTATL COVEN CT, CHICID 95971 CONTRACTOR'S NAME TELEPHONE 345-7296 CONTRACTOR'S MAILING ADDRESS 1 1 THREE SEVENS IN, CHIC0 9997-1 CONSTRUCTION LENDER LENDER'S MAILING ADDRESS Fireplace Total Valuation $ 21 6 00 ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ 225.00 ARCHITECT OR ENGINEERS MAILING ADDRESS Pian CheckingFee $ 146.25 BUILDING ADDRESS Energy Plan Checking Fee $ $ PERMIT FEE $ 371.25 LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE SF � Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each as water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Ulilides ❑ Installation ❑ Other EX Describe Work: GARAGE STEEL BLDG Gas piping stem 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home I S I G I W Q20.00 PERMIT FEE $ ELECTRICAL PERMIT I Filing Feel 20.00 600 Main Service 22000A oa LLEEss 23.00 LICENSED CONTRACTOR'S DECLARATION hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license IS In fU force and effect. A^^ �A/Jn,,7(dll License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is Issued. ❑ 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier STATE- coryl P Policy Number 30cl-®a LAA -Li -1 -4 dV00131 (The above sections need not be completed 9 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 forthwith comply with those provisions. X _ e ZZ ® Signatur f Applicant - 012 -wilier ❑ Contractor X Agent An OSHAVrmit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. Main Service 200AWEE TO 1000A 46.00 NEW CONST. DwELUNoOccup. 3.5Q. OR S. ACC. I F° ADEW Co MULTI -OUTLET NON-RESID. BRANCH CIRCUITS 97.50 POWER A OUTLET CI 8 SINGLE OUTLET CIR. 20 @' 00 Ex. Occup. ourLEr OR FIXTURES BAL. o .w Ex. Occup. ouTLEErs M O.OEA 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 $ Mobile Home Installation Fee $ Energy Inspection Fee $ occ U CONST. TYPE VN TOTAL FEE $ 371. 2 5 HAZ. _ D FEES IMP FLOOD X COF " PARCEL PO HD X ISSUE X This permit is hereby issued under the applicable provisions, of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. // O By Date (% PERMIT EXPIRES ON 6 ate Receipt No. WHITE-D.D.S.-B.D. CANARY -ASSESSOR PI INSPECTOR GO DENROD-AP ANT 1 I COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION' r ? County Center Drive : Oroville, California 95965 • Telephone (530) � ` 538-75 1 E71T NO. (Rev.12/96) APPLICATION AND PERMIT — � ASSESSORPARCEL NUMBER©,7_ !/ O _ O/ / J- O "" i T UU 20NIN� BUILDING PERMIT,,,, OWNER /� e � p /`/�Ll`-i`/SO. TELEPHONE BU-I/yLDINM VALU ON yFT. �OCC. OC -0—V cG \[J V '^ OWNERS MAILING ADDRE S I t_ �tto CA. �iT73 C NTRACTOR'S NAME V�r�2r► VAI,I RO PL�t�uta�1�1C� S��7EwLS TELEPHONE 3(4S-'7 Ci l4 ------ 'CONTRACTORS MAILING DROSS 5-1-s U- CA . a59 -13 CQNS TRUCTION LENDER — NDEA'S MAILING ADDRESS Fireplace Total Valuation $ ARCHITECT OR ENGINEER LZ fifvEE2\ LICENSE NO. q3 Filing Fee $ 20.00 ARCHITECT OR OINEERS MAILING ADDRESS //__ �y 4958 6 or-- _os A L OAc4_I r l t D 191 iv E S C A. 9'5 3 q.S BUILDING ADDRESS /� &`5UA-I L C_UV,9L 6%. Permit Fee $ Plan Checking Fee $ Energy Plan Checking Fee $ $ PERMIT FEE $ IATN SUBDIVISIONS NAME PARCOL AP- q �L// PLUMBING PERMIT Fling Fee 20.00 — USEOFSTRUCTURE nn, SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY Ea Trap 7.00 Solar or imp water heater 23.00 Water piping 15.00 A Each as water heater or ve 15.00 TYPE OF WORK New * Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: p 4U – 5x Gas piping system t - 5 outlets 15.00 Building.sewer 00 Mobile Home _ S G W @20.00 PERMIT FEE $ - ELECTRICAL PERMIT Filing Fee 20.00 Wain Service OOOv OR LESS zooA OR LESS '23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of ChapterOR 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 Rerjury that I am exempt from the Contractors License Law for the following reason: i � 'Temporary ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure Is not Intended or offered for sale. ❑ I, as owner of the property; am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Mainice 200A TO IODOA 46.00NEW CONST- WELLING OCCUP. ADDNS. gig, L so 3.50FT: NON-RES�DD. %TI•ol @7.50 I POWER APPARATUS 8 SINGLE OUTLET CIA. Ex. Occu OUTLET OnFDRURES� Loo aAL 50 FlXED APPLNS. OR Ex. Occup. ouTLErs RESID. E. 5.00 Service 23.00 — Mobile Home Facilities 20.00 Misc. Wiring 23.00 — PERMIT FEE $ WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit Is Issued. ❑ 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit Is Issued. My workers' compensation insurance carrier and policy number are: Carrier MECHANICAL PERMIT Filing Fee 20.00 sting Coolin — Hood 6.50 Ventilation PERMIT FEI= $ 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' California,, compensation laws of Gand agree that N I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. X Date Signature of Applicant - ❑ Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspectio Fee $ oc c NsT TY TOTAL FEE $ - a H� p FEES IMP � �•- FLOOD DF pp SSUE This permit is hereby Issued under the applicable of the Butte County Code and/or Resolutions Indicated above for which fees have been by Date PERMIT EXPIRES ON _ provisions to do work paid. are Receipt No. WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 PE"IT"PLICA TION DATA SHEET OWNER: ASSESSOR PARCEL NUMBER: W C� o4) Proposed Building -use: - Building Inspecto I Date: At time of permit application, I :as advised the following datamust be submitted prior to permit processing d/or issuance: Date Received By ❑ 1. All items have been submitted -------------------------------------------------------------------------------------- E32. Plot plans, 3/4 sets, signed by the preparer of plans. ---------------------------------------- ------------------- ❑3. 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! ------------------ 06. Energy Design Compliance and supporting documentation. ---------------------------------------------------- 117. --------------------------------------------------- ❑7. Statement of Intent for Non -Heated and A/C Buildings. --------------------------------------------------------- ❑ 8. Hazardous Material Form.------------------------------------------------------------------------------------------ Manufactured Home da'taa and installation instructions including Tie Down Specifications .------------------ g Feesof $ „ . U v----------------------------------------------------------------------------------- I 11. •pact fees as shown on the attached schedule. -- -------------------------------------------------- California Department of Forestry plan approv fees -= -- ------------------------------------------------- 1 . Flood elevation certificate. ------------------------------ -----a--------------------------------------------------------- anitation and plot plan approval n Health Department. ------------------------------------------- 1 of Chico plumbing permit.----------------------------------------------------------------------------------- ❑ 16. Plot plan and business license approval from the City of Biggs ❑ 17. Planning approval for (A) Use: (B) Parking: ❑ 18. Contact Land Development about ❑ Improvements, ❑ Drainage, ❑ Legal Parcel. ----------------------- ❑ 19. Encroachment Permit for driveway (construction approval prior to occupancy). ---------------------------- 0 20. Pre -inspection for required Request to Building Inspector on (Date) ❑21. Contractor's license information. (Number, Name Style, Classification). ----------------- ------------------ ❑22. Workers' Compensation carrier and policy number. ----------------------------------------------------------- ❑23. Owner -Builder Verification (Given to owner ❑, Mailed to owner 0) - -------------------------------- ❑24. Letter of signature authorization. ----------- ` 1 .1y --------------------------------------------------------------------- ❑25. Recorded copy of Agricultural Acknowledgment Statement. ------------------------------------ ---------- E126. --- ❑26. Letter of intent on building use.-------------------------------------------------------------------------------- " - ❑27. Manufactured Home utility clearance.--------------------------------------------------------------------------- 28. Existing violations and/or expired permits. ---------------------------------------------------------------------- +-en 433 A, ❑Gr t Deed, ❑ M.H. Title, ❑ Check to H.C.D $ - ________ _____ then: ` -- (LJ P lIVis5 us' - I-ewrm ] u issue the permit, process as follows ❑ Mail to owner, ❑Mail to contractor. 2(� �) ATelephone 14 W-1 and hold for pickup at office. ❑ Deliver with inspector. Applicant Date: ID ZZ IC) 1 Copy of Haz-Mat form sent ❑ Health Department, ❑ Fire Dep t, ❑ Air llution Date: By: Copy of plans sent ❑ Health Department, ❑ Fire Dep e , 0 Date: By: 1. Index permit application for the above items numbered: ❑ Plan Check List 2. Additional items required: , Contractor, designer, owner, was advised of the above by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required to 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, ❑ Build-Divanter, by D te. Plans reviewed by: Date: Plans approved by: Date- l !1 Sets of.plans on hold in o Plan Cabinet, 0 A.P. folder. Note transfer by: Date: E.H. USE ONLY Plat Plan Attached Roar Plan Attached + Sant to B.D.. -^ TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance RL. -id Cos (�2uatil " C L7-436-GZ17 Owner Location AP# Plan Approved for: Sewage Disposal. Water Supply: Public Private Well Clearance for -dweffin-q: Other '3D 4 9/ Q c;, // Hold final for: Final clearance O.K. for: ' NOTE: r" fS d&,f,, I d 7L Environmental Health Specialist 8/96 Date • Y H LINE A V H. V DL' 0.27 1.46 ` H LINE A V H. V DL' 0.27 1.46 ` CL - MAXIMUM 1.72' LL 1.45: 8.25 WLL -3.28 -7.02 WLR 0.62/. 4.65 / 1p; MAXIMUM 1'.11 Is. 0.00 < . 0.00` " - EQ -0:31 -0.25 r° SLL 0.61 6:86 SLR 0.83 1.39 - EWP 0.84 -5.42 EWS 0.84 -5.42 BUTTE CO®N rT DEPTH INCREASE: • 0% PD 0.00 -0,39 100% STRESS LEVEL MAXIMUM 1.72' .9.71 _ 0:00 0.00 MINIMUM 0.27, 1.07 0.00 0.00 133% STRESS LEVEL t MAXIMUM 1'.11 1.21 0.00 < . 0.00` " - MINIMUM -3.01 -5.56 0.00 ' '"`, r 0:00. MATERIALS AND ALLOWABLE STRESSES:` SOIL: BASE BEARING CAP:, 1.0 KSF ` WIDTH INCREASE: 0% PER FOOT IN EXCESS OF 1: BUTTE CO®N rT DEPTH INCREASE: • 0% PER FOOT IN EXCESS OF 1' • 80ILDING DEPARTME?v CONCRETE: F'c = • 2 5' KSI @28DAYS . .. WT = .0.15 ,+ � KCF APPROVED • REINFORCING: Fs = 20 KSI -/ DESIGN CONSTANTS: N = 10 /�/O/ '// y- J= 0.9 (ASSUMED FOR APPROXIMATE MR CALCULATIONS) ; F BENDING STRESSES IN CONCRETE AND REINFORCING: CANTILEVER FOOTING LENGTH = L/2 = POSITIVE MOMENT = SP x W x L"2/2 = P = 0.19% K = Is = 6.5 KSI fc = 127 PSI 2.50 FT 6.07 K -FT @ 100% 0.1952 J= 0.9349 / FS = 20 O ✓ Pc = 1125 OK NEGATIVE MOMENT DUE TO PERMITER FTG = 3.58 K -FT MOMENT DUE TO FOOTING WT = 1.64 K -FT TOTAL NEG. MOMENT = 5.22 K -FT P = 0.19% K = 0.1952 J = 0.9349 Is = 5.6 KSI FS = 20 Oc // fc = 109 PSI Pc = 1125 OK HAIRPIN ANGLE AT TO SIDEWALL = 45 DEG TENSION TO SLAB: SIDE 1 100% 133% 1GOVERNS LEFT 1 1.72 1 1.11 1.72 RIGHT 1 0 1 0 0.00 REQ'D As = 0.12 SQ IN TOTAL = 0.06 " SQ IN/LEG STEEL: #4 TOTAL OF 1 —> As = 0.20 OK, REQ'D SPREAD FOR SLAB TO TIE FRAMES = 3.1 FEET TOTAL REQUIRED HAIRPIN LENGTH = 4.34 FEET /* RF3 ANCHOR BOLT-STRENGTH DESIGN CALCULATION PER UBC 2624 Fc = 2500 ` PSI' ; LAMBDA= .1.0 (NORMAL WT.CONCRETE) ' PHI = :.0.65 Fs = 60 KSI (A-307 BOLTS) APPROXIMATE LOAD FACTORS DEAD LOAD + LIVE LOAD , FACTOR —1.7 X 2.= .: 3.4 ` DEAD LOAD + WIND LOAD `- `FACTOR <_.75X1.4X2_ 2.1` QIAME?TER'- 0 5 CH S ` FIJREA = 0442 SQ IN ,(USED OR,�C�ONCR m S IRENGTH� ' - ROOT RFA 0.302 +FOR STEEL.STRENGTH) • �n • 1 , ' STEEL: Ps= 16.3 K / BOLT = 32.6 'KIPS TOTAL Vs= 13.6" K/BOLT= 27.2,, r. CONCRETE: ' As = . 394.2:-, For edge distance >= Embedment `_ At : PITCH x GAGE = 0.0 SQ IN PHI x PP.= 35.9 KIPS PHI x Vc= '11.5 KIPS/BOLT = 23.0 KIPS TOTAL :. LOADING COMBINATIONS: LEFT SIDE MAXIMUM AT 100% MAX TENSION = 0.00 " . KIPS X LF = 0.00 MAX SHEAR / . ` = 1.72' KIPS X LF = 5.85 OK - ,V ' COMBINED CONCRETE _ .. 0.10 O' COMBINEDSTEEL= 0.05 LEFT SIDE MAXIMUM AT 133%' MAX TENSION = 5.56 KIPS = s X LF 1.1.68 MAX SHEAR 3.01 KIPS X LF = ; 6.32 OK - COMBINED CONCRETE = 0.28 " O, ✓ _ ' . COMBINED STEEL= 0.18 BRACE BAY AT133'/0' r MAX TENSION = 0.00: KIPS X LF = 0.00 OK MAX S = 0.00 PS 'LF.= 0 O COMBINE ON E = .00 - COMBI STEEL = 00 L Q •. , • ,• 16-Oct-2001 ~ 'Y,,"07:55 AM - .� ' RF4 MANUFACTURER:. Butler Manufacturing BUILDING NO: 069526. BUILDING LINES: LINE 2 B (NO OH) 41 r }CLIENT: NVBS' LOCATION: BUTTE COUNTY REACTIONS: 100% STRESS LEVEL . H LINE B V •H ;, V DL: 0:27 7 1.11 - CL MINIMUM 0.27 LL 1.45. •5.75 WLL 462 • -3:48 WLR' -3.28., -5.23 IP - _ IS= 0.00 0.00 . EQ 0.32 ' 0.25 SLC • • 0.61 :.1.14 SLR 0.83 4.61 a EWP PER FOOT IN- EXCESS OF. V ' . EWS -1.06 -5.08 CR1 PD 0.00 0.39 100% STRESS LEVEL . .. .. • ;;' MAXIMUM 1:72 6.864. 0.00, 0.00 MINIMUM 0.27 1.11 0.00 0.00 133% STRESS LEVEL MAXIMUM 0.89 1.36 0.00 0:00 - MINIMUM -3.01 -4.12 0.00 0.00 . MATERIALS AND ALLOWABLE STRESSES: t; , SOIL: BASE BEARING CAP: 1.0 KSF WIDTH INCREASE: 0% PER FOOT IN- EXCESS OF. V ' . - DEPTH INCREASE: 0% PER FOOT24 EXCESS:OF 1' 77 CONCRETE: F'c, = 2.5 KSI @ 28 DAYS, T - WT= 0.15 KCF REINFORCING: Fs = 20 • KSI DESIGN CONSTANTS: N.= 10°- J = .' 0.9 (ASSUMED FOR APPROXIMATE MR CALCULATIONS) ' RF1 • E SLAB: SLAB THICKNESS: T- 4 ' INCHES `t �tb SLAB REINFORCING: WWM ,. @ 6 "IN. O.C..4" "' , "'As= 0.028 ' SQ.`I . / FT. WEIGHT OF SLAB.TO_ RESIST UPLIFT: ' SLAB Mr 133% x Fs x As xT/2 x J/12 _ ,w 0.112 I K- Fr. r SLAB WT = 0.050 KSF. '• EFFECTIVE SLAB WIDTH = SORT( 2 x Mr / WT 2.12, FT EFFECTIVE SLAB WEIGHT = -WIDTH x' Wt = , 0.106 'X /L•F ' ' ;EI F= RCJNGr - TOP: #407�AL OF 1� TQP As - 0 2 S(,� i ,80TT0 c � OTFAL OF 1 BOT = n 0� SQ IN COMBINED WEIGHT OF PERMITER AND SLAB TO RESIST UPLIFT:: . FOOTING WT = Wf — `: ' 0.150 KLF ,'. SLAB WT Ws = '0106 KLF TOTAL WT = Wf + Ws. 0.256 PERIMETER Mr =133% x Fs x TOP As x (d 2') x j / 12 ` 4.00 K -FT EFFECTIVE PERIMETER L.= SORT ( 2 x Mr / WT) = A ;5.59 FT FOR 2 -SIDES - TOTAL WT = 2x L X TOTAL WT = " 2_ .86 K r L. ; Y m - b - B.QT�TOM• ,OTAL O 4 .. BOA' As = 0.80 - ' -SQ N , • WEIGHT: FOOTING 1.58, K ` SLAB AT FOOTING = 0.32 OVERBURDEN @ 120 PCF = 0.00 f u PERIMETER FOOTING AND SLAB = . 2.86,; a TOTAL DEAD WEIGHT = 475 . K UPLIFT: SIDE I 100°h 133% • GOVERN LEFT 0 X1.121 4.12 O - K, € r RIGHTI 0 0 0 BEARING: AREA —7.00 SQ. FT. i. 3. ,r h INCREASE.IN BEARING FOR WIDTH = r 0%,.- s INCREASE IN BEARING FOR DEPTH =, , ' 4>.a• " 0% " : ,' ;ALLOWABLE SOIL PRESSURE 1.00 KSF @100% _ M 1.33 KSF @.133% • ' < .LOADS: i ~SIDE 100% F 133% SP'i. 100%• •'SPti, 133% +` LEFT 1 .6.861 1.36 0.98 KSF 0.19 KSF O RIGHT 0 ' r. 0 0.00 KSF, > 0.00 KSF I a• w4 'RF2, 1(a BENDING STRESSES IN CONCRETE AND REINFORCING: CANTILEVER FOOTING LENGTH = L/2 = 1.50 FT POSITIVE MOMENT = SP x W x L"2/2 = 2.57 K -FT @ 100% P = 0.19% K = 0.1952 J= 0.9349 Is = 2.8 KSI FS = fc = 54 PSI96, 20 / fc = 1125 F:p NEGATIVE MOMENT DUE TO PERMITER FTG = 2.15 K -FT MOMENT DUE TO FOOTING WT = 0.59 K -FT TOTAL NEG. MOMENT = 2.74 K -FT P = 0.19% K= 0.1952 J= 0.9349 Is = 2.9 KSI FS = fc = 57 PSI fc = 20 OK 1125 OK HAIRPIN ANGLE AT TO SIDEWALL = 45 DEG TENSION TO SLAB: 133% GOVERNS SI�To LE0.89 1.72 RIG0 0.00 REQ'D As = 0.12 SQ IN TOTAL = 0.06 SQ IN/LEG STEEL: #4 TOTAL OF 1 —> As = 0.20 OK REQ'D SPREAD FOR SLAB TO TIE FRAMES = 3.1 FEET TOTAL REQUIRED HAIRPIN LENGTH = 4.34 FEET ��Y RF3 ANCHOR BOLT STRENGTH DESIGN CALCULATION PERUBC 2624 Fc = 2500 PSI- SI.LAMBDA= LAMBDA=1:0 (NORMAL WT CONCRETE) PHI = 0.65 x t 60 • KSI (A-307 BOLTS) APPROXIMATE LOAD FACTORS �- ' - DEAD LOAD LIVE LOAD FACTOR <= 1.7 X 2 = 3.4 ' DEAD LOAD + WIND LOAD FACTOR —.75 X 1.4 X 2 = ®QST - 002 + F®RSTEEL�TRENGTH) -2.1 y • AREA E, BE . E _ 0 EMG DIST-' 1U.. INC ES w _ C�GEt= NCHES TC 0 tJ- STEEL: Ps := • 16.3 K / BOLT = +•32.6 KIPS.TOTAL Vs = .13:6 K / BOLT = . -,.27.'2L •• h CONCRETE: As = 394.2 For edge distance_ >= Embedment OK At = PITCH x GAGE = 0.0: SQ'IN . 7 PHI x'Pc =- .35.9 KIPS PHI x Vc = " ' 11.5 KIPS/BOLT = 23.0 KIPS TOTAL, LOADING COMBINATIONS: ' LEFT SIDE MAXIMUM AT 100% ; MAX TENSION =. 0.00 , KIPS X LF = 0.00. 1:72 g KIPS X LF F13KE50MAXSHEAR 5a5 ' COMBINED CONCRETE = 0.10 OK. COMBINED STEEL = 0.05 LEFT SIDE MAXIMUM AT 133% MAX TENSION = 4.12 KIPS X LF = 8.65 O // MAX SHEAR = 3.01 KIPSX LF = 6.32' COMBINED CONCRETE _ 0:21. O COMBINED STEEL BRACE BAY AT 133% MAX TENSION = 2.00 KIPS X LF = r / ` 4.20' MAX SHEAR = 100 KIPS "X LF = 6.30. COMBINED CONCRETE= 0.14OK " COMBINED STEEL =' 0.07 OKE a: 3 - • 16 -Oct -2001 € 07:59 AM ' RF44 s ` Crandall Engineering P.O. BOX 124 MIDPINES, CA 95345 STEEL BUILDING FOUNDATION DESIGN - POST & BEAM ENDWAL MANUFACTURER: BUTLER MANUFACTURING CO. BUILDING NO: BUILDING GRID: Q L CLIENT: d �L 6y �L'K'1-10 LOCATION: i DCA('T1A1dC CDAM RIM flIW(_ UANI ICAPTI loco SHEET: Of 1 JOB NO: O $IGYo L - 100% STRESS LEVEL CORNER MAX: 0.75 4.15 -0.15 2.97 MIN: 0.15 0.76 -0.75 0.62 INTERIOR MAX: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MIN: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 133% STRESS LEVEL CORNER _ MAX: 1.03 0.76 1.22 0.75 MIN: -1.19 -2.13 -1.35 -1.92 INTERIOR MAX: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MIN: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MATERIALS AND ALLOWABLE STRESSES: SOIL: BASE BEARING CAP: 1.0 KSF WIDTH INSCREASE: '0% PER FOOT IN EXCESS OF 1' DEPTH INCREASE:. 0% PER FOOT IN EXCESS OF 1' CONCRETE: PC= 2.5 KSI @ 28 DAYS WT = 0.15 KCF REINFORCING: Fs = 20 KSI DESIGN CONSTAI N = 10 J = 0.9 (ASSUMED FOR APPROXIMATE MR CALCULATIONS) EW1 umm Sim � 1.. 100% STRESS LEVEL CORNER MAX: 0.75 4.15 -0.15 2.97 MIN: 0.15 0.76 -0.75 0.62 INTERIOR MAX: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MIN: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 133% STRESS LEVEL CORNER _ MAX: 1.03 0.76 1.22 0.75 MIN: -1.19 -2.13 -1.35 -1.92 INTERIOR MAX: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MIN: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MATERIALS AND ALLOWABLE STRESSES: SOIL: BASE BEARING CAP: 1.0 KSF WIDTH INSCREASE: '0% PER FOOT IN EXCESS OF 1' DEPTH INCREASE:. 0% PER FOOT IN EXCESS OF 1' CONCRETE: PC= 2.5 KSI @ 28 DAYS WT = 0.15 KCF REINFORCING: Fs = 20 KSI DESIGN CONSTAI N = 10 J = 0.9 (ASSUMED FOR APPROXIMATE MR CALCULATIONS) EW1 SLAB: SLAB THICKNESS:- T = 4 INCHES + SLAB REINFORCING: WWM ' SPACING 6 IN. O.C. As = 0.028 SQ. IN. WEIGHT OF SLAB TO RESIST UPLIFT: SLAB Mr 133% x Fs)c As x T2 x J/12 = 0.112 K- FT SLAB Wl 0.050 KSF EFFECTIVE SLAB WIDTH = SQRT(2 x Mr / WT) _ 2.12 FT EFFECTIVE SLAB WEIGHT WIDTH x Wt = 0.106 K /LF 'END . L FOOTL .G • � - • = ;8 SIN..• � d = 12 IN. . '. , , ` � y ' • REINFORCING_ ,: ^ OP < #4 - ,TONAL OF �70�P As:= 0.20 :, •SQ IN " BOTTQM• #4 7®- 7 1: ®F. � 1 �`�BOT is ` 0 20 SQ IN -' • UPLIFT: COMBINED WEIGHT OF PERMITER AND SLAB TO RESIST UPLIFT: /L FOOTING WT = Wf 0.225 KLF SLAB WT = Ws 0.106 KLF TOTAL WT = Wf + Ws 0.331 ' Z� ENDWALL Mr =133% x Fs x TOP As x ( d - 2') x 1 ii = 4.00 K -FT EFFECTIVE ENDWALL L = SORT (2 x Mr / WT) - 4.92 FT FOR 2 -SIDES - TOTAL WT = 2 x L x TOTAL WT 3.25 K , 100% 1 133%' GOVERNS CORNER 0.00 -2. 3 2. 3 INTERIOR -0.001 0.00 0.00: fl BEARING: SOIL PRESSURE INCREASE FOR WIDTH = 0%' INCREASE FOR DEPTH = 0% ALLOWABLE _. 1.QQ KSF @100% OR 1.33 KSF @ 133% •' , EFFECTIVE LENGTH OF FOOTING FROM POST BASE 100% STRESS LEVEL MrsBOTTOM As x Fs x j x (D-3')/12 ._ 2.70 K -FT . W = SP x B/12 1.50 KLF - L =. SORT (2.x Mr / W) _ 1.90 FT EACH SIDE MAX VERTICAL LOAD = 2 x L x W= 5.69 K 133% STRESS LEVEL aMr = 1.33 x BOTTOM As x Fs x'j x'(D-3')/12 = 3.60 K -FT W=1.3333 x SP x B/12 = 2.00 KLF L = SQRT (2 x Mr / W) 1.90 FT EACH SIDE • MAX VERTICAL LOAD = 2 x L x W = . 7.59 K . 100% 1 133% " GOVERNS CORNER 4.15 2.67 INTERIOR 0.00 0 0.00: OKE TIES TO SLAB - { 100% 1. 133% 1 GOVERNS �•, H @ CORNERS ' 0.751 1.351 T35 @133°0 FOR 90' CORNER BAR REQUIRED As = 0.051 SQ. IN. ' -FOR #4 TOTAL OF 1 • —> As = 0.20 OK 100% 133% 1 GOVERNS ' -Z INTERIOR 0.001 0.001 0.00 133°0 FOR°HAIRPIN REED As 0.000 SQ , FOR #4 OTAL OF 1 —> As = . 0 OK REQ'D SPREAD FOR SLAB, STEEL= 0.0 FEET 'TOTAL REQUIRED HAIRPIN LENGTH = .0.00 FEET EW 2 cl ANCHOR BOLT STRENGTH DESIGN CALCULATION PER UBC 1925 Fc 2500 PSI X = 1.0 (NORMAL WT CONCRETE) � = 0.65 j Fs 66 KSI (A-307 BOLTS) APPROXIMATE LOAD FACTORS .� DEAD LOAD +,LIVE LOAD a FACTOR — 1.7 X 2 = 3.4 DEAD LOAD + WIND LOAD FACTOR <= .75 X 1.4 X 2.1 , CORNER COLUMNS .. DIAMETER,>INCHES ULL�AREAqSQ. IN (USEDFO CONCRETE STRENGTH) ROOT EA = 0 302' ; SQ. IN. (USE© OEELSTRENGI r O. BQl�TS 1 OVU ®F ;=2 B©LTS � TOO,TAL _ s EMBED ENT 6 INCHES . ' GE _ "' 4 INCHES - • STEEL: Pss = 16.3 K / BOLT-= 32.6 KIPS TOTAL' Vis = 13.6 K / BOLT = 27.2 CONCRETE: As = 159.9 SO. IN. At = 0.0 Pc = 14.6 KIPS VC=. 11.5 KIPS/BOLT = 23.0 KIPS TOTAL ' LOADING COMBINATIONS: 100% STRESS LEVEL MAX TENSION = 0.00 KIPS.X LF = 0 MAX SHEAR = 0.75 KIPS X LF = 2.55 OK r r COMBINED CONCRETE = 0.019 OK ' }V ' ' COMBINED STEEL = 0.009' 133% STRESS LEVEL MAX TENSION = 2.67 KIPS.X LF =. 5.607. 0 . MAX SHEAR = 1.35, KIPS X LF = 4.59 0 ti COMBINED CONCRETE = 0.290. O ; COMBINED STEEL = 0.058 0— BRACE BRACE BAY AT 133% MAX TENSION= 2.00 KIPS X LF 4.2 O ° MAX SHEAR- = 3.00 KIPS X LF = 6.30 OK COMBINED CONCRETE = 0.244 Y, .. z COMBINED STEEL = 0.070 K- EW3 ' Butler Mangfacturing Compaa►1, 7440 Doe Avenue /3U7LLR P. O. Box 1590 ® Visalia, CA 93279-1590 (559) 651-5369 January 5, 2001 Jessica Hopper 30x4Ox 12 LRF 1:12 NorthValley Ready Mix John Starr Chico, CA . Oroville, CA BMC No. 04-09526-1 Builder No. 01-01 To Whom It May Concern: Please accept this letter as our certification that the Butler Mfg. Co. (an AISC Class MB Certified Fabricator) components of the subject building, when ordered in accordance with Butler standards, will be designed in accordance with the 1989 Edition of the AISC Specification for the Design, Fabrication and Erection of Structural Steel and the 1986 Edition of the AISI Specification for the Design of Cold -Formed Steel Structural Members. The basic loads of the subject building meet or exceed the County Climatic Data as published in the 1986 Edition of the MBMA Low Rise Building Systems Manual. Loads applied to the subject building will be in accordance with the 1997 edition of the Uniform Building Code. The subject building will be designed to carry a basic roof live load of 20 pounds per square foot, with an Importance Factor of 1.0, and a collateral load of 0.0 pounds per square foot, in addition to the dead load of the structure. Components are designed for reduced roof live loads in accordance with Section 1607.5 andl607.6 of the Uniform Building Code. Roof live load for each component is based on the following schedule: Tributary Loaded Area (Sq. Ft.) Design Live Load (p.s.f.) 0 to 200 20 psf 200 to 600 16 psf Greater than 600 12 psf The building will be designed for a basic wind speed of 80 M.P.H., exposure factor "B", with an Importance Factor of 1.0. Applied in accordance with Chapter 16 -Division III of the Uniform Building Code. The building will be designed as "PARTIALLY ENCLOSED" for wind design. The building will be designed for Seismic Zone 3 in accordance with Chapter 16 -Division IV of the Uniform Building Code with an Importance Factor of 1.0. The soil profile type is So. Load combinations will be in accordance with Section 1612.3.2 of the Uniform Building Code. The Butler Components, when properly erected on an adequate foundation in accordance with the erection drawings as supplied and using the components as furnished, will meet the above loading requirements without exceeding the allowable working stress. The design of this building for wind loads assumes that doors not supplied by Butler are designed to sustain the same wind pressures and suctions as the walls in which they are installed. This certification does not cover field modifications or design of materials not furnished by Butler Manufacturing Company. Components for the building will be produced in one or more of Butler Manufacturing Company's facilities located in Annville, PA, Birmingham, AL, Galesburg, IL, Laurinburg, NC, San Marcos, TX, and Visalia, CA. All listed facilities are Category MB certified by the American Institute of Steel Construction. or ally yours, 1B®T E COMM Donald O. Go, P. E. Project Engineer BUILDING DEPARTMENT: A PP ROV F_ &1/3 A 3 3C I CUSTOMER: JOHN STARK LOCATION: CHICO, CA BUILDER: NORTH VALLEY READY MIX BUILDING SIZE UNIT 1: 30X40X12 LRF 1:12 BMC ORDER NO.: 047069526-1 BUILDER ORDER N0: 01-001 DESIGNER: DONALD O. GO, P. E. DATE: 1/5/01 TABLE OF CONTENTS UNIT 1 DESIGN CRITERIA: D1 SPECIFICATIONS: 1 ROOF SECONDARIES: 5 WALL SECONDARIES: 19 ENDWALL STRUCTURALS: 21 LONGITUDINAL BRACING: 25 WALL PANEL: 27 ROOF PANEL: 28 FRAME DESIGN:. F1 FRAME CONNECTIONS: S1 BUILDING DEPARTMEM ppROVE. DATE: 01/05/01 D E S I G N C R I T E R I A R E P O R T PD1200DDC TIME: 11:19 AM PAGE %>1 ------------------------------------------------------ ORDER # 069526 BUILDER - NORTH -------------------------------------------=---------------------------------- VALLEY READY MIX BLDR ORDER # 01-01 BLDR.ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR, ENGR GRP. - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 30' 0" 40' 0" 12' 4" 20 PSF 80 MPH UBC 97 1.000:12 (COLUMN SHAPE) (COLUMN KNEE).. (COLUMN OFFSET) (GIRT DEPTH) LSW: TAPERED RSW: TAPERED LSW: ----------------------------------------------------------------=------------------------------------------------------------------- HORIZONTAL RSW: HORIZONTAL LSW: 8" RSW: 8" LSW: 8" RSW: 8" --------------------------------------------------------------------- 1. DESIGN SPECIFICATIONS 1.1 All structural mill sections or welded -up plate sections are designed in accordance with the 1989 edition of the AISC SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS. 1.2 All cold -formed structural members are designed in accordance with the 1986 edition of the AISI SPECIFICATION FOR THE DESIGN.OF COLD -FORMED STEEL STRUCTURAL MEMBERS. 1.3 All welding shall be done in accordance with the AMERICAN WELDING SOCIETY CODE FOR BUILDING CONSTRUCTION. 2. MATERIAL SPECIFICATIONS (Minimum Fy and Fu in ksi) Built-up Sections matl <=1" thick and <=12" wide .. Fy = 55. Built-up Sections matl >1" thick or >12" wide .. Fy = 50. Wide flange Sections (unless noted) ............... Fy = 36. Cold -formed Members up to .120 thickness Fy = 60. over .120 thickness .......... Fy = 55.. Galvanized Material .......... Fy = 42. Brace Rods up to 3/4" diameter ................... Fu = 80. over 3/4" diameter Fu = 70. Roof Cover BRII 28 Gage ..................... Fy = 80. Wall Cover BRII 26 Gage Fy = 50. Wall Cover OPEN --------------------------------------------------------------------- --------------------------------------------------------- 3. SPECIFIED DESIGN LOADS AND BUILDING CODE 3.1 BUILDING CODE: The 1997 edition of the "Uniform Building Code" by the International Conference of Building Officials (ICBG). 3.2 DESIGN LOADS . Terrain Cat/Wind Exp B Dead Load 2.2.+ Frame Weight Roof Live Load 20 psf Exposure of Roof Partial Exposed Rf Thermal Condition Normal Collateral Load 0, psf Wind Speed ' 80 mph Seismic Zone 3 Snow Importance Factor 1.000 Wind Importance Factor .1.000 Seismic Importance Factor 1.000 Min County Ground Snow 0 psf Building Use Category 4 (GENERAL USE) DATE: 01/05/01 D E S I G N C R I T E R I A R E P O R T PD120ODDC TIME: 11:19 AM ----------------------------------------------7---7--------------------------------------------------------------------------------- PAGES 2 ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) •(LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # I BLDG DESCRIPTION LRF 30' 0" 40' 0" 12' 4" 20 PSF 80 MPH UBC 97 1.000:12 (COLUMN SHAPE) (COLUMN KNEE) (COLUMN OFFSET) .(GIRT DEPTH) LSW: TAPERED RSW: TAPERED LSW: ------------------------------------------------------------------------------------------ HORIZONTAL RSW: HORIZONTAL LSW: 8" RSW: 8"LSW: ------------------------------------------ 8" RSW: 8" ---------------------------------------------------------------------------------------------------------------------------------- ACTUAL DESIGN LOADS LIVE LOAD INTERMEDIATE FRAME ENDWALL STRUCTURALS ROOF STRUCTURALS 25.0 psf FRAMES: 1 20.0 psf FEW 20.0 psf BAYS:. 1, 2 20.0 psf REW COLLATERAL LOAD INTERMEDIATE FRAME none WIND SPEED INTERMEDIATE FRAME 80.00 mph FRAMES: 1 ENDWALL STRUCTURALS ROOF STRUCTURALS none none ENDWALL SIDEWALL STRUCTURALS STRUCTURALS BRACING ROOF STRUCTURALS 80.00 mph FEW 80.00 mph RSW 80 mph 80.00 mph BAYS: 1, 2 80.00 mph REW 80.00 mph LSW WIND COEFFICIENT (* INDICATES OVERRIDE) PRESSURE SUCTION UPLIFT All girts 0.900 -1.300 B&P EW Roof Beams. -1.600 "C" EW Posts 0.800 -1.300 Roof Structurals -1.400 Bracing 0.800 -0.500 ---------------------------------------------------------------------------------------------------------------------------------- DATE: 01/05/01 D E S I G N D A T A R E P O R T PD1200DSN TIME: 11:19 AM 0-00-01 GLOBAL DATA LRF DESIGN SPECIFICATIONS PAGE 1 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT ------------ # 1 BLDG DESCRIPTION LRF -------------------------------------------------------------------------------------------------------------------------- 30' 0" 40' 0" 12' 4" 20 PSF 80 MPH UBC 97 1.000:12 1 DESCRIPTION 1.1 GENERAL The primary structural system consists of, rigid frames designed as clear span or with interior columns as a modular rigid frame. The end frames consist of "C" Section simple beams and posts or an H -Section modular rigid frame. Purlins and eave struts spanning between the frames support the roof panels. The wall panels span from the base to the eave and may be supported at the intermediate points by girts spanning between the frames. 1.2 RIGID FRAMES The rigid frames consist of tapered or straight welded -up plate section exterior columns and roof beams with bolted splices. For modular frames, interior columns are straight sections. The minimum yield of the steel used for flanges and webs is 55 ksi. 1.3 END FRAMES Endwall framing has two options: (1) Light gage "C" section members composed of endwall posts. and endwall roof beams. The members are fabricated from 60 ksi minimum yield material except that material greater than 0.120" thick is 55 ksi minimum yield. (2) H -Section roof beams and posts designed as a modular rigid frame. The minimum yield of the steel used for flanges and webs is 55 ksi. 1.4 SECONDARY FRAMING The secondary framing consists of purlins, girts, and eave struts cold -formed from 60 ksi minimum yield material. Purlins and girts are Z-shaped members and eave struts are C-shaped. 2 DESIGN SPECIFICATIONS All structural mill sections or welded -up plate sections are designed.in accordance with the AISC SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS. All cold -formed structural members are designed in accordance with the AISI SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS. DATE: 01/05/01 D E S I G N D A T A R E P O R T PD1206DSN TIME: 11:19 AM 0-00-01 GLOBAL DATA LRF DESIGN SPECIFICATIONS PAGE 2 ----- ORDER --------------------------------------------------------------------- # 069526 BUILDER— NORTH VALLEY READY MIX -------------------------------=----------------------=--- BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR E14GR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT ------------------------------------------------------------------------------------------------------------------------------------ # 1 BLDG DESCRIPTION LRF 30' 0" 40' 0" 12' 4" 20 PSF 80 MPH UBC 97 1.000:12 3 METHOD OF ANALYSIS 3.1 RIGID FRAMES The rigid frame is designed using the stiffness analysis method. The frame is designed with pinned connections at the column bases. Modular frames with interior columns are designed with pinned connections at the column top. The indeterminate reaction analysis for this frame uses the energy method considering bending only. To account for the changing sections of the frame, summations are obtained by dividing the frame into a number of individual sections and adding the frame coefficients of these sections. 3.2 ENDWALL FRAMING Endwall framing has two options: Option 1 consists of light gage "C" section endwall roof beams designed as simple span, simple span with cantilever, or, two span continuous supported by endwall posts designed as pinned end members. Option 2 consists of H -Section roof beams and posts designed as. modular rigid frames with or without endwall bracing. 3.2.1 Light Gage "C" Section Option 3.2.1.1 Endwall Posts Endwall posts will be designed as pinned end members (simple span) to resist the moment and shear caused by'wind load from the tributary wall area; the axial load caused by the vertical forces (dead load, live load, uplift) from the tributary roof area; and the bending moment caused by the eccentricity of the vertical forces (roof beam attached to the endwall post flange). All roof and wall loads will be considered uniformly distributed. Except for the addition of the moment caused by the roof beam eccentricity, endwall posts will be assumed to be loaded through the shear center. The posts will be considered adequately braced against torsional -flexuraly buckling by the panels and girts. Girt locations will -be considered inner and outer flange brace points. Moments and forces. will be determined in accordance with the above specifications and procedures. 3.2.1.2 Endwall Roof Beams Endwall roof beams will be designed as simple span, simple span with cantilever, or two -span continuous members. All connections will be considered to provide pinned end support. The roof beams will be designed to resist the shear and moment caused by the dead load, live load, and wind uplift applied to the tributary roof area. The endwall panel weight (1.1 psf x eave height) will be deducted from the applied uplift load. The purlin clips will brace the. top and bottom flange of all roof beams. Allowable moment capacity will be computed in accordance with the AISI Specification. Moments and forces will be determined in accordance with the above specifications and procedures. 3.2.2 H -Section Option The rigid frame endwall consists of straight welded -up plate section corner columns, endwall posts, and roof be with bolted splices. The minimum yield of the steel used for flanges and webs is 55 ksi. Endwall posts are designed as pinned end members (simple span) to resist the moment and shear caused by the wind load on the endwall and axial load caused by the vertical forces from the roof. Some frames will also be designed with rod bracing attached at the base and top of the endwall post to act in conjunction with the rigid frame action of the frame to resist the force caused by the wind load on the sidewalls. DATE: 01/05/01 D E.S I G N D A T A R E P O R T PD120ODSN TIME: 11:19 AM 0-00-01 GLOBAL DATA LRF DESIGN SPECIFICATIONS PAGE 3 ---------------------------------------------------------- ORDER ------------------------------------------------------=------------------ # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR. ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT ------------------------------------------------------------------------------------------------------------------------------------ # 1 BLDG DESCRIPTION LRF 30' 0" 40' 0" 12' 4" 20 PSF 80 MPH' UBC 97 1.000:12 3.3 SECONDARY FRAMING 3.3.1 Purlins, Eave Struts, And Girts Purlins and girts may be designed as simple span or continuous beams. Eave struts are designed as simple span beams. All members are designed using the stiffness analysis method. The purlins and eave struts are designed for the shear and moment caused by live load or•uplift on the tributary .roof area and the axial load caused by wind on the tributary endwal1 area. The girts are designed for the shear and moment caused by wind pressure or suction applied to the tributary wall area. All loads are assumed uniformly distributed, but tapered and concentrated loads can be input and. considered in the design. The section is optimized for either allowable forces, moments, or live load deflection in accordance with the above listed specifications and procedures. 3.3.2 Roof Panels Panels will be designed as continuous span members. All live or snow loads and wind pressure or suction are 'assumed uniformly distributed. 3.3.3 Wall Panels Panels will be designed as simple span (no girts) or continuous span (with girts) members. The panels will be designed assuming a uniformly distributed wind pressure or suction. Maximum panel spans will be developed in accordance with the above specifications and procedures. 3.4 WIND BRACING The standard wind bracing is provided by using brace rods. Alternate wall bracing can be 'provided by using portal frames, wind posts, or panel diaphragms. Brace rods will be designed as. tension members in accordance with the applicable provisions of AISC. Rods 0.75 inch in diameter and less will have a minimum 80 ksi ultimate tensile strength. Rods larger than 0.15 inch in'diameter will have a minimum 70 ksi ultimate tensile strength. Bracing design based on panel diaphragm action will require a lineal footage of full height panels determined by eave height and wind loading. DATE: 01/05/01 1 D E S I G N D A T A R E P O R T PD1200DSN TIME: 11:19 AM 0-00-01 GLOBAL DATA LRF DESIGN SPECIFICATIONS PAGE 4 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP •- Visalia COMPLEX - NO. (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF ----------------=-------=-------------------------------------------------------------=--------------------------------------------- 30' 0" 40' 0" 12' 4" 20 PSF 80 MPH UBC 97 1.000:12 3.4.1 Roof And Sidewall'Bracing The standard wind bracing to be provided in all buildings is a parallel chord Pratt truss in the roof and "X" diagonal rod members in the wall. The rod loads are computed by summing .the windward and leeward endwall post reactions which act between the ridge of the building and the, strut whose load the brace rod 'is transferring down the roof. If more than one braced bay.exists, it is assumed that the accumulated wind load is distributed equally to each braced bay. Hence the sum computed above is divided by the number of braced bays. The rod load is determined by dividing the strut load by the cosine of the angle between the strut and the brace rod. The braced bay sidewall reactions are the horizontal and vertical resolution of the load in. the sidewall rods. 3.4.2. Endwall Bracing The endwall bracing for the "C" Section endwall will be designed to resist a concentrated load at the top of the corner. post equal to the wind load times the tributary sidewall area. The endwall bracing for the H -Section endwall will be designed to act in conjunction with the rigid frame action of the frame to resist the forces caused by the wind load on the sidewalls. DATE: 01/05/01 D E S I G N D A T A R E P O R T PD120ODSN TIME: 11:19 AM 1-02-01 ROOF STRUCTURALS LEFT SIDEWALL EAVE STRUTS PAGE 5 ------------------------------------------------------------------------------------------------------------------------=----------- ORDER # 069526 BUILDER - NORTH VALLEY -READY -MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1' BLDG DESCRIPTION LRF 30' 0" 40' 0" 12' 4" .20 PSF 80 MPH UBC 97 1.000:12: - --------------------------------------------=------------=------------------------------------------------------------------------- SPANS AND UNIFORM LOADS( FT.& PSF) +----------------------------------------------------------+ BAY SPAN LOAD UNIFORM LOADS NUMBER WIDTH DL CLL LL WPRESS WSUCT +------------------------------------------=---------------+ 1 19.50 1.99 1.2 0.0 20.0 0.0 15.0 2 19.50 1.99 1.2 0.0 20.0 0.0 15.0 NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. EAVE STRUT BRACE LOCATIONS +---------------------------------------------------------------------------------------------------------------+ BAY LOCATION/ NUMBER POSITION +------------------------=-------"----------------------------------------------------------- 1 10.50. TOP 2 9.00 TOP NOTES: EAVE STRUT BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS END FORCES +---------------------------.---+-----------------------------------------+ FRONT EW REAR EW SHEAR MOMENT SHEAR MOMENT NO DESCRIPTION (K) (IN -K) (K) (IN-K)• +------------------------------+-----------------------------------------+ 1 DL + LL -0.02 0.06 -0.02 -0.06 2 DL + WL (S) 0.01 -0.04 0.01 0.04 SECTION PROPERTIES (ACTUAL FURNISHED PART) +------------------------------------------------------------------------------------------------------ --- --------+ BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IY NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) +----------------------------------------------------------------------------------------------------------------+ 1 0540505 239-4 8.00 0.096 0.060 60.00 3.50 0.31 1.38 1.61 15.98 2.94 2 0540505 239-4 8.00 0.096 0.060 60.00 3.50 0.31 1.38 1.61 15.98 2.94 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DATE: 01/05/01 D E S I G N D A T A R E P O R T PD120ODSN TIME: 11:19 AM 1-02-01 ROOF STRUCTURALS LEFT SIDEWALL EAVE STRUTS PAGE 6 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR,ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 30' 0" 40' 0" 12' 4" 20 PSF 80 MPH UBC 97 1.000:12 ------------------------------------------------------------------------------------------------------------------------------------ DESIGN DATA SUMMARY -------------------------------------------- ------------------------ .-----------------.----------------------------------------------+ BAY *********** SHEAR *********** *********** COMBINED AXIAL & BENDING ********** * COMBINED SHEAR & BENDING ** STRUT LOAD NUM XV ACTV ALLV , CSRV LD XM ACTM ALLM ACTA ALLA CSRB LD XC ACTVC ACTMC CSRC LD ACT ALLOW ------------------------------------------ -------------------------------------------------------------------- ----------------------+ 1 0.0 0.4 1.6 0.282 1 9:7 -13.8 70.7 0.70 39.00 0.214 2 9.7 0.1 25.9 0.038 1 0.7 13.0 2 19.5 -0.4 1.6 0.282 1 9.7 -13.8 70.7 0.70 39.00 0.214 2 9.7 -0.1 25.9 0.038 1 0.7 13.0 NOTES: XV ACTV ALLV CSRV XM ACTM ALLM ACTA ALLA CSRB XC ACTVC ACTMC CSRC LD ACT ALLOW = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR = CRITICAL SHEAR (KIPS) = ALLOWABLE SHEAR (KIPS) = COMBINED STRESS RATIO AT CRITICAL SHEAR = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT = CRITICAL MOMENT (IN -KIPS) = ALLOWABLE MOMENT (IN -KIPS) = ACTUAL AXIAL FORCE (KIPS) = ALLOWABLE AXIAL FORCE (KIPS) IN.THE ABSENCE OF MOMENT = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND -BENDING = SHEAR (KIPS) AT COMBINED LOCATION = MOMENT (IN -KIPS) AT COMBINED LOCATION = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DATE: 01/05/01 D E S I G N DA T A R E P O R T PD120ODSN TIME: 11:19 AM 1-02-01 ROOF STRUCTURALS RIGHT SIDEWALL EAVE STRUTS PAGE 7 ----------------------------7------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 30' 0" 40' 0" -------------------------------------------------- w 12' 4" 20 PSF 80 MPH UBC 97 1.000:12 AND UNIFORM LOADS( FT & PSF) SHEAR MOMENT +----------------------------------------------------------+ NO DESCRIPTION (K) BAY SPAN LOAD UNIFORM LOADS (K) (IN -K)' NUMBER WIDTH DL CLL LL WPRESS WSUCT ----------------- =-------------+-----------------------------------------+ +----------------------------------------------------------+ 1 19.50 1.99 1.2 0.0 20.0 0.0 0.0 -0.02 0.06 -0.02 -0.06 2 19.50 1.99 1.2 0.0 20.0 0.0 0.0 NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. EAVE STRUT BRACE LOCATIONS ------------------------------------------------------ -------- ---------------------- =----------------------------+ BAY LOCATION/ NUMBER POSITION +------------------------------------------------------------------------------------------------------------=-+ 1 10.50 TOP 2 9.00 TOP NOTES: EAVE STRUT BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS END FORCES +------------------------------+-=-------------------_=-------------------+ FRONT EW REAR EW SHEAR MOMENT SHEAR MOMENT NO DESCRIPTION (K) (IN -K) (K) (IN -K)' ----------------- =-------------+-----------------------------------------+ 1 DL + LL -0.02 0.06 -0.02 -0.06 2 DL + WL (S) 0.00 0.00 0.00 0.00 SECTION PROPERTIES (ACTUAL FURNISHED PART) +-------------------------------,-------------------------------------------------------------------=-------------+ BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA. IX IY NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) +----------------------------------------------------------------------------------------------------------------+ 1 0540505 239-4 8.00 0.096 0.060 60.00 3.50 0.31 1.38 - 1.61 15.98 2.94 2 0540505 239-4 8.00 0.096 0.060 60.00 3.50 0.31 1.38 1.61 15.98 2.94 DATE: 01/05/01 D E S I G N D A T A R E P O R T PD120ODSN TIME: 11:1.9 AM- 1-02-01 ROOF STRUCTURALS RIGHT SIDEWALL EAVE STRUTS PAGE 8 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER #. 01-01 BLDR ACCOUNT #. 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG.DESCRIPTION LRF 30' 0" 40' 0" 12' 4" 20 PSF 80 MPH UBC 97 1.000:12 ----------------------------------------------------------'-=------------------------------------------------=----------------------- DESIGN DATA SUMMARY +--------------------------------------------------------------=-------------------------------------------------------------------+ BAY *********** SHEAR *********** *********** COMBINED AXIAL & BENDING ********** * COMBINED SHEAR & BENDING ** STRUT LOAD NUM XV ACTV ALLV CSRV LD XM ACTM ALLM ACTA ALLA CSRB LD XC ACTVC ACTMC CSRC .LD ACT ALLOW +-------------------------------------=---------------------------------------------------------=-------------------------------- -+ 1 0.0 0.4 10.3 0.043 1 9.7 25.9 132.6 0.00 35.60 0.195 1 9.7 .0.1 25.9 0.038 1 2.0 33.2 2 19.5 -0.4 10.3 0.043 1 9.7 25.9 132.6 0.00 35.60 0.195 1 9.7 -0.1 25.9 0.038 1 0.7 '33.2 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL'MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) ACTA = ACTUAL AXIAL FORCE (KIPS) ALLA = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT CSRB = COMBINED STRESS RATIO AT.CRITICAL MOMENT (* indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR (KIPS) AT COMBINED LOCATION ACTMC = MOMENT (IN -KIPS) AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL, COMBINED SHEAR AND BENDING (* indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACT = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD ALLOW = ALLOWABLE AXIAL'FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DATE: 01/05/01. D E S I G N D A TA R E P O R T PD120ODSN TIME: 11:19 AM 1-02-01 ROOF STRUCTURALS LEFT SLOPE PURLINS ---------------------------=--------------- PAGE 9 ---------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP •= Visalia COMPLEX - NO (TYPE), (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION ------------------------------------------------------------------------------------------------------------------------------------ LRF 30' 0" 40' 0" 12' 4" 20 PSF 80 MPH UBC 97 1.000:12 SPANS AND UNIFORM LOADS (FT &'PSF) +-------------------------------------------------------------------------------------+ BAY SPAN LOAD UNIFORM LOADS LAP PURLIN NUMBER WIDTH DL CLL LL WPRESS WSUCT LEFT RIGHT TYPE ----------------------------------- *----------------------- ----------------------------+ 1 19.50 5.00 1.2 0.0 20.0 0.0 14.0 2.00 CONTINUOUS 2 19.50 5.00 1.2 0.0 20.0 0.0 14.0 2.00 CONTINUOUS NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. PERIMETER LOADS (FT & PSF) +------------------------------------------------------------+ BAY SPAN LOAD PERIMETER LOADS NUMBER WIDTH DL CLL LL WPRESS' WSUCT +------------------------=-----------------------------------+ 1 .19.50 0.00 0.0 0.0 0.0 0.0 0.0 2 19.50 0.00 0.0 0.0 0.0 0.0 0•.0 PURLIN BRACE LOCATIONS +---------------------------------------------------------------------------------------------------------- - - - --+ BAY LOCATION/ NUMBER POSITION +---------------------------------------------------------------------------------------------------------------+ 1 10.50 TOP 2 9.00 TOP NOTES: PURLIN BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS END FORCES +------------------------------+------------------------------------,-----+ FRONT EW . REAR EW SHEAR MOMENT SHEAR MOMENT .NO DESCRIPTION (K) '(IN -K) (K) (IN -K) ------------------------ ------=+------------=----------------------------+ 1 DL + LL -0.05 0.15 -0.05 -0.15 2 DL + WL (S) 0.03 -0.09 0.03 0.09 DATE: 01/05/01 D E S I G N D A T A R E P O R T PD120ODSN TIME: 11:19 AM 1-02-01 ROOF STRUCTURALS LEFT SLOPE PURLINS PAGE 10 ------------------------------------------------------------------------------=------------------------------------------------------ ORDER # 069526 BUILDER - NORTH .VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20704-007-90 BLDR CONTACT -,JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF ---- ---------------------------------------------------------------------------------------------------------------------------------- .30' 0" 40' 0" 12' 41' 20 PSF 80 MPH UBC 97' 1:000:12 SECTION PROPERTIES (ACTUAL FURNISHED PART) +------------------------------------------------------------------=---------------- --- --------------------------+ BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IY NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) +----------------------------------- ------------------------------------------------------ 1 0530635 '263-4 8.00 0.060 0.060 60.00 2.63 0.25 0.75 0.86 8.35 1.40 2 0530635 263-4 8.00 0.060 0.060 60.00 2.63 0.25 0.75 0.86 8.35 1.40 . NOTES: MINTHK = MINIMUM DESIGN THICKNESS DESIGN.DATA SUMMARY +---------------------------------------------"----------------------.--------------------------------------------=---=--------------+ BAY *********** SHEAR *********** *********** COMBINED AXIAL & BENDING ********** ** COMBINED SHEAR & BENDING ** STRUT LOAD NUM XV ACTV ALLV CSRV LD XM ACTM ALLM ALTA. ALLA CSRB. LD XC ACTVC ACTMC CSRC LD ACT ALLOW ------------- =---------------------------------------------------------------------------------------------------------------------+ 1 17.5 -1.1 2.4 0.452 1 7.3 35.1 59.2 0.00 12.10 0.593 1 17.5 -1.1 -32.2 0.500 1 8.8- 2 .2.0 1.1 2.4 0.452 1 12.2 35.1 59.2 0.00 12.10 0.593 1. 2.0 1.1 -32.2 0.500 1 8.8 NOTES: XV ACTV ALLV CSRV XM ACTM ALLM ACTA ALLA CSRB XC ACTVC ACTMC CSRC LD ACT ALLOW = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR CRITICAL SHEAR (KIPS) = ALLOWABLE SHEAR (KIPS) = COMBINED STRESS RATIO AT CRITICAL SHEAR = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT = CRITICAL MOMENT (IN -KIPS) = ALLOWABLE MOMENT (IN -KIPS) = ACTUAL AXIAL FORCE (KIPS) = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING = SHEAR (KIPS) AT COMBINED LOCATION = MOMENT (IN -KIPS) AT COMBINED LOCATION = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND.LOAD = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DATE: 01/05/01 D E S I G N D A T A R E P O R T PD1200DSN TIME: ------------------------------------------------------------------------------------------------------------------------------------ 11:19 AM 1-02-01 ROOF STRUCTURALS LEFT SLOPE PURLINS PAGE 11 ORDER # 069526 BUILDER - NORTH•VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT -=---------------------------------------------------------------------------------------------------------------------------------- # 1 BLDG DESCRIPTION LRF 30' 0" 40' 0" 12' 4" 20 PSF 80 MPH UBC 97 1.000':12 DESIGN DATA SUMMARY - WEB CRIPPLING +------------------------------------------------------------------------------------+ BAY START ***.* WEB CRIPPLING **** ***** COMBINED CRIPPLING & BENDING***** NUM END ACTP ALLP CSRC LD ACTM ALLM ACIP ALLP CSRBC LD +------------------- 1 S 0.8 CLIP. 1 -0.1 59.2 0.80 CLIP 1 1 E 2.6 3.9 .0.681 1 -61.3 118.4 2.60 3.90 0.890 1 . 2 S 2.6 3.9 0.681 1 -61.3 118.4 2.60, 3.90 0.890 1 ` 2 E -0.8 CLIP 1 -0.1 59.2 -0.80 CLIP 1 NOTES: ACTP = ACTUAL WEB CRIPPLING LOAD (KIPS)• ALLP = ALLOWABLE WEB CRIPPLING LOAD (KIPS) CSRC = COMBINED STRESS RATIO - WEB CRIPPLING (* INDICATES OVERSTRESS.CONDITION) CSRBC = COMBINED STRESS RATIO - BENDING AND WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) DATE: 01/05/01 LOAD D E S I G N D A T A R E P O R T PD120ODSN TIME: 11:19 AM 1-02-01 ROOF STRUCTURALS WSUCT LEFT RIGHT RIGHT SLOPE PURLINS PAGE 12 -------------------------7------------------------------------------7-------------------------------------------=------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROD NAME - JOHN STARR ENGR GRP - Visalia COMPLEX - NO. (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF ------------------------------------------------------------------------------------------------------------------------------------ 30' 0" 40' 0" 12' 4" 20 PSF 80 MPH UBC 97 1.000:12 SPANS AND UNIFORM LOADS (FT.& PSF) +------------------------=------=-----------------------------------------------------+ BAY SPAN LOAD UNIFORM LOADS LAP PURLIN NUMBER WIDTH DL CLL LL WPRESS WSUCT LEFT RIGHT TYPE ----------------- ---------------------------------------------------------------------+ 1 19.50 5.00 •1.2- 0.0 20.0 0.0 14.0 2.00 CONTINUOUS 2 19.50 5.00 1.2 0.0 20.0 0.0 14.0 2.00 CONTINUOUS NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. - PERIMETER LOADS (FT & PSF) +------------------------- -----------------------------------+ BAY SPAN LOAD PERIMETER LOADS NUMBER WIDTH DL CLL LL WPRESS WSUCT -------------------------------------------------------------- 1 19:50 4.49 1.2 0:0 20.0 0.0 14.2 2 19.50 4.49 1.2 0.0 20.0 0.0 14.2 PURLIN BRACE LOCATIONS +-----------------------------------------------------------------=-------=-------------------------------------+ BAY LOCATION/ NUMBER POSITION ------------------------- ---------------------------------------------------------- -------------------------------+ 1 10.50 TOP 2 9.00 TOP NOTES: PURLIN BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS END FORCES +------------------------------+-----------------------------------------+ FRONT EW REAR EW SHEAR MOMENT SHEAR MOMENT NO DESCRIPTION (K) (IN -K) (K) (IN -K) ---------- -----------------.=---+-----------------------------------------+ 1' DL + LL -0.05 0.15 -0.05 -0.15 2 DL + WL (S) 0..03 -0.09 0.03 0.09 DATE: 01/05/01 D E S I G N D A T A R E P O R T PD120ODSN TIME: 11:19 AM ---------------------------------- 1-02-01 ROOF STRUCTURALS ' RIGHT SLOPE PURLINS PAGE 13 ------------------------------------------------------------ ORDER # 069526 BUILDER - NORTH VALLEY READY MIX -------------------------------------- BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF ---------------------------------------------------------------------------------------------------------------------=-------------- 301 0" 40' 0" 12' 4" 20 PSF 80 MPH UBC 97 1.000:12 SECTION PROPERTIES (ACTUAL FURNISHED PART) +------------------------------------------------------------------------------------------------'---------------+ BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IY NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) +-------------------------------------------------------------------------------------------------=-------------+ 1 0530635 263-4 8.00 0.060 0.060 60.00 2.63 0.25 0.75 0.86 8.35 1.40 2 0530635 263-4 8.00 0.060 0.060 60.00 2.63 0.25 0.75 0.86 8.35 1.40 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DESIGN DATA SUMMARY -------------------- =--------------------------------------------------------------------------------------------------------------+ BAY *********** SHEAR *********** *********** COMBINED AXIAL & BENDING ********** ** COMBINED SHEAR & BENDING ** STRUT LOAD NUM XV . ACTV ALLV CSRV LD XM ACTM ALLM ACTA ALLA CSRB LD XC ACTVC ACTMC CSRC LD ACT ALLOW +----------------------------------------------------------------------------------------------------------------------------------+ 1 17.5 -1.1 2.4. '0.452 1 7.3 35.1 59.2 0.00 12.10 0.593 1 17.5 -1.1 -32.2 0.500 1 8.8 2 2.0 1.1 2.4 0.452 1 12.2 35.1 59.2 0.00 12.10 0.593 1 2.0 1.1 -32.2 . 0.500 1 8.8 NOTES: XV ACTV ALLV CSRV XM ACTM ALLM ACTA ALLA CSRB XC ACTVC ACTMC CSRC LD ACT ALLOW = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR = CRITICAL SHEAR (KIPS) = ALLOWABLE SHEAR (KIPS) = COMBINED STRESS RATIO AT CRITICAL SHEAR = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT = CRITICAL MOMENT (IN -KIPS) = ALLOWABLE MOMENT (IN -KIPS) = ACTUAL AXIAL FORCE (KIPS) ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING = SHEAR (KIPS) AT COMBINED LOCATION = MOMENT (IN -KIPS) AT COMBINED LOCATION = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DATE: 01/05/01 D E S I G N D A T A R E P O R T PD1200DSN TIME: 11:19 AM 1-02-01 ROOF STRUCTURALS RIGHT SLOPE PURLINS PAGE 14 -----------------------------------------------------------------------------------------------------=--------------=--------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT'- JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR. ENGR GRP - Visalia COMPLEX.- NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF ------------------------------------------------------- 30' 0" 40' 0" --------------------------------------------------------= 12' 411. 20 PSF 80 MPH UBC 97 1.000:12 -------------------- DESIGN DATA SUMMARY - WEB CRIPPLING +--------------=-------------------------=-------------------------------------------- BAY START **** WEB CRIPPLING **** ***** COMBINED CRIPPLING & BENDING ***** NUM END ACTP ALLP CSRC LD ACTM ALLM ACTP . ALLP CSRBC LD' +--------------------------------------------------------------------- -- + 1 S 0.8 CLIP 1 -0.1 59.2 0.80 CLIP 1 1 E 2.6 3.9 0.681 1 -61.3 118.4 2.60 3.90 0.890 1 2 S 2.6 3.9 0.681 1 -61.3 118.4 2.60 3.90 0.890 1 2 E -0.8 CLIP 1 -0.1 59.2 -0'.80 CLIP 1 NOTES: ACTP = ACTUAL WEB CRIPPLING LOAD (KIPS) ALLP = ALLOWABLE WEB CRIPPLING LOAD (KIPS) CSRC = COMBINED STRESS RATIO - WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION) CSRBC = COMBINED STRESS RATIO - BENDING AND WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACTM = CRITICAL'MOMENT (IN -KIPS) ALLM. = ALLOWABLE MOMENT (IN -KIPS) DATE: 01/05/01 D E S I G N D A'T A. R E P O R T PD1200DSN TIME: 11:19 AM 1-02-01 ROOF STRUCTURALS LSW CANOPY EAVE STRUTS PAGE 15 -------------------------------------------------------------=---------------------------------=------------------------------------ ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR'CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 30' 0" 40' 0" 12' 4" 20 PSF 80 MPH UBC 97 1.000:12 ----------------------------------------------------------------------------------------------------------------------------------- SPANS AND UNIFORM LOADS( FT & PSF) +-------------------------------------=--------------------+ BAY SPAN LOAD UNIFORM LOADS NUMBER WIDTH DL CLL LL WPRESS WSUCT +----------------------------------------------------------+ 1 19.50 1.99 . 1.2 0.0 26.0 0.0 28.0 2 19.50 1.99 1.2 0.0 26.0 0.0 28.0 NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. EAVE STRUT BRACE LOCATIONS +------.---------------------------------------------------------------------------------------------------------+ BAY LOCATION/ NUMBER POSITION +------------------------=--------------------------------------------------------------------------------------+ 1 10.50 TOP 2 9.00 TOP NOTES: EAVE STRUT BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS END FORCES DEPTH THICK +------------------------------+-----------------------=-----------------+ FY FLG RAD FRONT EW REAR EW IY NUMBER SHEAR MOMENT SHEAR MOMENT NO DESCRIPTION (K) (IN -K) (K) (IN-K) +------------------------------+-----------------------------------------+ (IN**2) 1 DL + LL -0.02 0.08 -0.02. - -0.08 2 DL + WL (S) 0.02 -0.08 0.02 0.08 SECTION PROPERTIES (ACTUAL FURNISHED PART) +-------------------------=---------------------------------------------------------------------------------'---_--+ BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IY NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) ------------- ----------------------------------------------------------------------------------------------------+ 1 0540505 239-4 8.00. 0.096 0.066 60.00 3.50 0.31 1.38 1.61 15.98 2.94 2 0540505 239-4 8.00 0.096 0.066 60.00 3.50 0.31 1.38 1.61 15.98 2.94 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DATE: 01/05/01 D E S I G N D A T A R E P O R T PD1200DSN TIME: 11:19 AM 1-02-01 ROOF STRUCTURALS LSW CANOPY EAVE STRUTS PAGE 16 ------------------------------------------------------------------=----=---------------------------------=-------------------------- ORDER # 069526. BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN.STARR ENGR GRP Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) ALIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 .BLDG DESCRIPTION LRF 30' 0!' 40' 0" 12'. 4" 20 PSF 80* MPH UBC 97 1.000:12 ----------------7-------------------------------------------------------------------------------------------------------------------- DESIGN DATA SUMMARY +------=--------------------------------------------------------------------- -==------------------------------------------------- ----+- BAY *********** SHEAR *********** *********** COMBINED AXIAL & BENDING ********** * COMBINED SHEAR & BENDING ** STRUT LOAD NUM XV ACTV ALLV CSRV LD XM ACTM ALLM ACTA ALLA CSRB LD XC* ACTVC ACTMC CSRC LD ACT ALLOW +----------------------------------------------------------------------------------------------------------------------------- - - - - -+ 1 _ 0.0 0.6 1.6 0.359 1 9.7 -28.3 70.7 0.00 39.00 0.400 2 9.7 0.1 33.0 0.062 1 0.0 7.7 2 19.5 -0.6 1.6 0.359 1 9.7 -28.3 70.7 0.00 39.00 0.400 2 9.7 -0.1 33.0 0.062 1 0.0 7.7 NOTES: XV ACTV ALLV CSRV XM ACTM ALLM ACTA ALLA CSRB XC ACTVC ACTMC CSRC LD ACT. ALLOW = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR CRITICAL SHEAR (KIPS) ALLOWABLE SHEAR (KIPS) COMBINED STRESS RATIO AT CRITICAL SHEAR. = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT = CRITICAL MOMENT (IN -KIPS) = ALLOWABLE MOMENT (IN -KIPS) = ACTUAL AXIAL FORCE (KIPS) ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING SHEAR (KIPS) AT COMBINED LOCATION = MOMENT (IN -KIPS) AT COMBINED LOCATION = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DATE: 01/05/01 D E S I G N D A T A R E P O R T PD1200DSN TIME: 11:19 AM 1-02-01 ROOF STRUCTURALS LSW CANOPY PURLINS PAGE 17 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR-PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1' BLDG DESCRIPTION ------------------------------------------------------------------------------------------------------------------------------------ LRF 30' 0!' 40' 0" 12' 4" 20 PSF 80 MPH UBC 97 1.000:12 SPANS AND UNIFORM LOADS (FT & PSF) SHEAR MOMENT BAY SPAN LOAD UNIFORM LOADS LAP PURLIN (IN -K) NUMBER WIDTH DL CLL LL WPRESS WSUCT LEFT RIGHT TYPE +------------------------------------------------------------=------------------------+ +------------------------------+-----------------------------------------+ 1 19.50 2.50 1.2 0.0 26.0 0.0 28.0 2.00 CONTINUOUS 2 19.50 2.50 1.2 0.0 26.0 0.0 28.0 2.00 CONTINUOUS -0.03 -0.10 NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. PURLIN BRACE LOCATIONS +---------------------------------------------------------------------------------------------------------------+ BAY LOCATION/ NUMBER POSITION +------------------------=-------=------------------------------------------------------------------------------+ 1 10.50 TOP 2 9.00 TOP NOTES: PURLIN BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS END FORCES +------------------------------+-----------------------------------------+ FRONT EW REAR EW SHEAR, MOMENT SHEAR MOMENT NO DESCRIPTION (K) (IN -K) (K) (IN-K) +------------------------------+-----------------------------------------+ 1 DL + LL -0.03 0.10 -0.03 -0.10 2 DL + WL (S) 0.03 -0.10 0.03 0.10 SECTION PROPERTIES (ACTUAL FURNISHED PART) ------------------------------------------------------------------------------= ---------------------------------+ BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IY NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) +------------------------------------------------------------------------------------------=--------------------+ 1 0530635 263-4 8.00 0.060 0.060 60.00 2.63 0.25 0.75 0.86 8.35 1.40 2 0530635 263-4 8.00 0.060 0.060 60.00 2.63 0.25 0.75 0.86 8.35 1.40 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DATE: 01/05/01 D E S I G N D A T A R E P O R T PD1200DSN TIME: 11:19 AM 1-02-01 ROOF STRUCTURALS LSW CANOPY PURLINS PAGE 18 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-047007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia COMPLEX - NO . (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1' BLDG DESCRIPTION LRF 30' 0" 40' 0" 12' 4" 20PSF 80 MPH UBC 97 1.000:12 -------------------------------------------------------------------------------=---------------------------------------------------- DESIGN DATA SUMMARY ------------------------------------- =------------------------------------- --------------------------------------------------------+ BAY *********** SHEAR *********** *********** COMBINED AXIAL & BENDING ********* ** COMBINED SHEAR & BENDING ** STRUT LOAD NUM XV ACTV ALLV CSRV LD XM ACTM ALLM . ACTA ALLA CSRB LD XC ACTVC ACTMC CSRC LD ACT ALLOW +----------------------------------------------------------------------------------------------------------.------------------------+ 1 17.5 -0.7 2.4 0.295 1 7.3 -20.7 55.2 0.20 16.10 0.386 2 17.5 -0.7 -20.9 0.212 1• 8.5 2 2.0 0.7 2.4 0.295 1 12.2 -20.7 55.2 0.20 16.10, 0.386 2 2.0 0.7 -20.9 0.212 1 8.5 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) ACTA = ACTUAL AXIAL FORCE (KIPS) ALLA = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT . (* indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR (KIPS) AT COMBINED LOCATION ACTMC = MOMENT (IN -KIPS) AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACT = MAXIMUM AXIAL FORCE.(KIPS) DUE TO WIND LOAD ALLOW = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DFS.I,GN DATA SUMMARY - WEB CRIPPLING +---= -------------- -------------------------------- -----------------------------------+ BAY START **** WEB CRIPPLING **** ***** COMBINED CRIPPLING & BENDING ***** NUM END ACTP ALLP CSRC LD ACTM ALLM ACTP ALLP CSRBC LD +-------.------------------------------------------------------------------------------+ 1 S 0.5 0.7 0.750 1 0.0 59.2 0.50 0.70 0.000 1 1 E 1.7 3.9 0.443 1 -39.9 118.4 1.70 3.90 0.579. 1 2 S 1.7 3.9 0.443 1 -39.9 118.4 1.70 3.90 0.579 1 2 E -0.5 0.7 0.750 1 0.0 59.2 -0.50 0.70 0.000 1 NOTES: ACTP ACTUAL WEB CRIPPLING LOAD (KIPS) ALLP = ALLOWABLE WEB CRIPPLING LOAD (KIPS) CSRC = COMBINED STRESS RATIO - WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION) CSRBC = COMBINED STRESS RATIO - BENDING AND WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) DATE: 01/05/01 D E S I G N D A T A R E P O R T PD120ODSN TIME: 11:19 AM 1-03-01 SIDEWALL STRUCTURALS RIGHT SIDEWALL GIRTS PAGE 19 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT ----------------------------- # 1 BLDG DESCRIPTION LRF 30' 0" 40' 0" ------------------------------------------------------------------------------------------------------- 12' 4" 20 PSF 80 MPH UBC 97 1.000:12 SPAN AND UNIFORM LOADS (FT & PSF) (WIND PRESURE = 9.0 PSF / WIND SUCTION = 13.0 PSF) ------------------------------------ GIRT ELEVATION --------------------------------------------------------------- SECTION 1 SECTION 2 LENGTH(FT) 20.00 20.00 -------------------------- -------------------------=-------------------- LOAD WIDTH / LEFT LAP / RIGHT LAP --------------------------- --------------------------------------------------------------------7----------------- 7.50 5.67/0.0/0.0 5.67%0.0/0.0 --- ------ ------- GIRT LOCATIONS (TYPE/ PART NUMBER - LENGTH(IN) ) ------------------------------------------------------------------ GIRT ELEVATION SECTION 1 SECTION 2 LENGTH(FT) 20.00 20:00 ------------------------------------------------------------------ 7.50 Z80/0530873 239-4 Z80/0530635 239-4 INNER GIRT BRACE LOCATIONS (DISTANCE FROM LEFT SIDE OF SECTION (FT)) ---------------------------------------------------------------=--------------------------------- GIRT ELEVATION SECTION 1 SECTION 2 LENGTH(FT) 20.00 20.00 --------------------------------------------------------------------------------------------------- NO BRACES FOR THIS WALL NOTES: GIRT BRACE LOCATIONS ARE MEASURED STARTING FROM FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS -------------------------------- NO DESCRIPTION +-------------- - ---------------+ 1 WIND PRESSURE 2 WIND SUCTION DATE: 01/05/01 D E S I G N D A T A R -E P O R T PD1200DSN TIME: 11:19 AM =-- 1-03-01 SIDEWALL STRUCTURALS RIGHT SIDEWALL GIRTS PAGE 20 ----- ORDER --------------------------------------------- # 069526 BUILDER - NORTH VALLEY READY MIX -------------- --------------- BLDR ORDER ----------------- # 01-01 --------------------------------- BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT ---------------------------------=-------------------------------------------------------------------------------------------------- # 1 BLDG DESCRIPTION LRF 30' 0" 40' 0" 12' 4" 20 PSF 80 MPH UBC 97 1.000:12 SECTION PROPERTIES (ACTUAL FURNISHED PART) PART SHAPE DEPTH THICKNESS FY FLANGE RADIUS LIP AREA IX IY NUMBER (IN) (IN) (KSI) (IN)' (IN) (IN) (IN**2) (IN**4) (IN**4) 8.35 1.40 0530635 Z 8.00 0.060 60.00 2.63 0.25 0.75 0.86 _ 0530873 Z 8.00 0.067 60.00 2.63 0.25 1.06 1.00 9.76'• 1.98 DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) SIMPLE Z GIRTS +----------------------------------------------------=------------------------------------------------------------------------+ BAY/SECTION ************ SHEAR ************ *********** BENDING ************** ** COMBINED SHEAR & BENDING ***** . NUMBER XV ACTV ALLV CSRV LD GOND XM ACTM ALLM CSRB LD COND XC ACTVC ACTMC CSRC LD GOND -------------------------------------------------------------------------+ 1 0.0 -0.7 4.5 0.158 2 9.7 -42.0 51.4 0.817 2 9.7 -0.1 .-42.0 0.167 2 2 0.0 -0.2' 3.3 0.057 2 2.5 -2.8 39.5 0.070 2 0.0 -0.2 0.0 0.003 2 DATE: 01/05/01 SHAPE DEPTH (IN) THICKNESS (IN) D E S I G N D A T A R E P O R T PD1200DSN TIME: 11:19 AM 1-04-01 ENDWALL STRUCTURALS FRONT ENDWALL GIRTS PAGE 21 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 069526 BUILDER'- NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH).(LENGTH). (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF ------------------------------------------------------------------ 30' 0" 40' 0" ------------------------=------------------- 12' 4" 20 PSF 80 MPH UBC 97 1.000:12 ---------------------- SPAN AND UNIFORM LOADS (FT & PSF) (WIND PRESURE = 9.0 PSF / WIND SUCTION = 13.0 PSF) ------------------------------------ GIRT ELEVATION -------------------------------------------------------------- SECTION 1 LENGTH(FT) 30.00 -=----------------------------------------------------------------------------------------=-------- LOAD WIDTH / LEFT LAP / RIGHT LAP ---------------------------------- 7.50 6.29/0.0/0.0 ------------------------------------------------------------- GIRT LOCATIONS (TYPE/ PART NUMBER - LENGTH(IN) ) --------------------------------------------- GIRT ELEVATION SECTION 1 LENGTH(FT) 30.00 --------------------------------------------- 7.50 Z95/0550304 313-2 INNER GIRT BRACE LOCATIONS (DISTANCE FROM LEFT SIDE•OF SECTION (FT)). ------------------------------------------- ------------------------------------------------------- GIRT ELEVATION SECTION 1 LENGTH(FT) 30.00 --------------------------=------------------------------------------------------------------------ ALL 7.50 ELEVATIONS 15.00 22.50 LOAD COMBINATIONS -------------------------------- NO DESCRIPTION +-------------------=----------+ 1 WIND PRESSURE 2 WIND SUCTION SECTION PROPERTIES (ACTUAL FURNISHED PART) PART NUMBER SHAPE DEPTH (IN) THICKNESS (IN) FY (KSI) FLANGE (IN) RADIUS (IN) LIP (IN) AREA (IN**2) IX (IN**4) IY (IN**4) 0550304 Z 9.50 0.067 60.00 2.75 0.25 1.06 1.12 15.00 2.20 DATE: 01/05/01 D E S I G N D A T A R E P O R T PD120ODSN TIME: 11:19 AM 1-04-01 ENDWALL STRUCTURALS FRONT ENDWALL GIRTS PAGE 22 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR 'ENGR GRP '- Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF -------=---------------------------------------------------------------------------------------------------------------------------- 30' 0" 40' 0" 12' 4" 20 PSF 80 MPH UBC 97 • 1.000:12 DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) SIMPLE Z GIRTS +--------------------- ------=--- ------------------------------------------------------------------------------------------------+ BAY/SECTION ************ SHEAR ************ *********** BENDING ************** ** COMBINED SHEAR & BENDING ***** NUMBER XV ACTV ALLV CSRV LD COND XM ACTM ALLM CSRB LD GOND XC ACTVC ACTMC CSRC LD COND +-----------------------------------------------------------------------------------------------------------------------------+ 1 30.0 1.2. 3.8 0.325 2 15.0 -110.4 125.3 0.881 2 15.0 0.1 -110:4 0.777 2 DATE: 01/05/01 D E S I G N D A T A R E P 0 R.T PD120ODSN TIME: 11:19 AM 1-04-01 ENDWALL STRUCTURALS REAR ENDWALL GIRTS PAGE 23 ---------------------------------------- ORDER # 069526 BUILDER - NORTH ---------------- VALLEY READY ---------------------------------------------------------------------------- MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH). (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1' BLDG DESCRIPTION LRF ------------------------------------------------------------------------------------------------------------------------------------ 30' 0" 40' 0" 12' 4" 20 PSF 80 MPH UBC 97 1.000:12 SPAN AND UNIFORM LOADS (FT & PSF) (WIND PRESURE = 9.0 PSF / WIND SUCTION = 13.0 PSF) ----'----------------------------------------------------------------=------------------=----------- GIRT ELEVATION SECTION 1 LENGTH(FT) 30.00 --------------------------------- ------------------------------------------------------------------ LOAD WIDTH / LEFT LAP / RIGHT _LAP ---------- ------------------------------------------------------------------------------------------ 7.50 6.29/0.0/0.0 GIRT LOCATIONS (TYPE/ PART NUMBER - LENGTH(IN) ) ---------------- - ---------------------------- GIRT ELEVATION SECTION. 1 LENGTH(FT) 30.00 ----------------------------------=---------- 7.50 Z95/0550304 313-2 INNER GIRT BRACE LOCATIONS (DISTANCE FROM LEFT SIDE OF SECTION (FT)) --------------------------------------------------------------------------------------------------- GIRT ELEVATION SECTION 1 LENGTH(FT) 30.00 --------------------------------------------------------------------------------------------------- ALL 7.50 ELEVATIONS 15.00 22.50 LOAD COMBINATIONS +------------------------------+ NO DESCRIPTION +------------------------------+ 1 WIND PRESSURE 2 WIND SUCTION SECTION PROPERTIES (ACTUAL FURNISHED PART) PART SHAPE DEPTH THICKNESS FY FLANGE RADIUS LIP AREA IX IY NUMBER (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) '..(IN**4) 0550304 Z 9.50 0.067 60.00 2.75 0.25 1.06 1.12 15.00 2.20 . DATE: 01/05/01 D E S I G N D A T A R E P O R T PD1200DSN TIME: 11:19 AM 1-04-01 ENDWALL STRUCTURALS REAR ENDWALL GIRTS PAGE 24 ------------------------------ ORDER ----------------------------- # 069526 BUILDER - NORTH VALLEY READY ---------------- MIX =------------------------------------------------ BLDR ORDER # 01-01 -------- BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR). (SLOPE) UNIT ------------------------------------------------------------------------------------------------------------------------------------ # 1 BLDG DESCRIPTION LRF 30' 0" 40' 0" 12' 4" 20 PSF 80 MPH UBC 97 1.000:12 DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) SIMPLE Z GIRTS +-------------------=---------------------------------------------------------------------------------------------------------+ BAY/SECTION ************ SHEAR ************ *********** BENDING ************** ** COMBINED SHEAR & BENDING ***** NUMBER XV ACTV ALLV CSRV LD COND XM ACTM ALLM CSRB LD GOND XC ACTVC ACTMC CSRC LD COND +-----------------------------------------------------------------------------------------------------------------------------+ 1 30.0 1.2 3.8 0.325 2 15.0 -110.4 125.3 0.881 2 15.0 0.1 -110.4 0.777 2 DATE: 01/05/01 RODBAY D E S I G N -D A T A R E P O R T PD1200DSN TIME: 11:19 AM 1-05-01 LONGITUDINAL BRACING ROOF BRACING PAGE 25 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia - COMPLEX - NO (TYPE) .(WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF ------------------------------------------------------------------------------------------------------------------------------------ 30' 0" 40' 0" 12' 4" 20 PSF 80 MPH UBC 97 1.000:12 ROOF BRACE RODS FOR LONGITUDINAL BRACING THE FOLLOWING TABLE CONTAINS INFORMATION ON THE BRACING SECTIONS STARTING WITH THE LEFT SIDEWALL STRUCTURE LINE AND THE FIRST BRACED BAY FROM THE FRONT ENDWALL. ANY DIRECTIONS INDICATED ASSUME YOU -ARE LOOKING AT A PLAN VIEW OF THE ROOF BRACING WITH THE FRONT ENDWALL AT.THE BOTTOM OF THE DRAWING. +------+-----+--------+-------+-------+--------+----------+--------.----+ RODBAY DIST BAY ROD ROD CONNECTION PART DIR- NUM. FROM LEN LOAD DIA DET NUMBER . ECTION FROM EAVE FEW (FT) (FT) (KIPS) (IN) LEFT�RIGHT +------+-----+--------+-------+-------+--------+----+-----+------------+ ! / ! 1 ! 0.00 ! 20.00•! 1.53 ! 0.5000 !B001!B001 ! 544047 ! ! \ ! 1 ! 0.00 ! 20.00 1 1.53 ! 0.5000 !B001!B001 ! 544047 ! ! / ! 1 ! 15.00 ! 20.00 ! 1.53 ! 0.5000 !B001!B001 ! 544047 1 ! \ ! 1 ! 15.00 1 20.00 ! 1.53 ! 0.5000 !B001!B001 ! 544047 ! +------+-----+--------+-------+-------+--------+----+-----+------------+ DATE: 01/05/01' D E S I G N D A T A R E P O R T PD1200DSN TIME: 11:19 AM 1-05-01 LONGITUDINAL BRACING WALL BRACING 'PAGE 26 ---------------------------7----------------------------7--------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1' BLDG DESCRIPTION LRF ------------------------------------------------------------------------------------------------------------------------------------ 30' 0" 40' 0" 12' 4" 20 PSF 80 MPH UBC 97 1.000:12 RIGHT SIDEWALL BRACE RODS FOR LONGITUDINAL BRACING THE FOLLOWING TABLE CONTAINS• INFORMATION ON THE SIDEWALL BRACE RODS STARTING WITH THE FIRST BRACED BAY FROM THE FRONT ENDWALL. THE ROD DIR. INDICATES THE ROD DIRECTION AS VIEWED FROM THE OUTSIDE. THE ROD DIR HAS 3'VALUES WHICH MAY BE X , \ OR / . +------+-----+-------+-------+-------+--------+----------------+------------+-------------+-------------+ ROD BAY BAY BR NOM ROD ROD CONNECTION PART REACTIONS REACTIONS DIR- NUM SIZE EAVE' LOAD DIA DET NUMBER HORIZI VERT HORIZI VERT ECTION FROM HT ANCH (WIND) (SEISMIC) FEW (FT) (FT) (KIPS) (IN) BASE TOP BOLT !(KIPS)I(KIPS) (KIPS)I(KIPS) ! / ! 1 ! 20.00 ! 12.33 ! 3.58 ! 0.5000 !B001! B001! N/R ! 0544047 ! 2.441 1.29! 1.44! 0.76! ! \ ! 1 ! 20.00 ! 12:33 !' 3.58 !.0.5000 !B0011 B001! NIR ! 0544047 ! 2.44! 1.291 1.44! 0.76! +------+-----+-------+-------+-------+--------+----+-----+-----+------------+------+------+------+------+ fag e 2 7 Butlerib.)11 Roof System - Panels PANEL DESIGN DATA Caluiated sem io;,al properties for Butlerib011 roof system panel materials using 1986 edition of A!SI desi::n mama' with 1989 Addendum and representative- center section. 1 - 36' 12' 1 12' 1 12- 4 1/2' i 3" 4 1/2" 14 1/2" 1 3" 1 4 1/2" 14 112"_ 3" , 4 1/2'. • ` I 1 I I I Outside Face 17/27 I I 4 , I Section Throuah Panel Section Prooe:lies for One Foot of Width Panel I resignFy I E Material , i nick (in)I (ksi) (Psi) I Weighti ompression on Outsidel (n -/FL) I Sx (in3) I (in4) I ompression on Inside Sx (in3) I (in4) 128 Ga. Steell 0.0140. I BO 1295001 0.86 1 0.03288 0.04070 0.02710 0.02270 26 �S=. Steell -.v" 170 1 BD 1295001 1.14 1 0.04190 10.05153 1 0.03501 0.02870 24 Ga. Steel] 0.0225 1 80' 1295001 1.45 I 0.05981 0.07267 0.05135 0.04060 24 3a. Steell 0.0225 150" 1295DDI 1.45 I 0.06415 1 0.07716 I . 0.05686 0.04340 22 G_. Steel; 0.0285 1 50 1295001 1.40. 1 0.09770 1 0.11370 I 0.07400 0.06170 0.C22 Alum_; %. 320 121.5110DOO1 0.55 1 0.09710 1 0.1130 1 0.08740 0.06630 I Allowable Uniform Load (psf) Panel y Material 1 (.Psi ( Span = 2.5' 1 Span= 3.0' I Span= 4.0' I Span= 5.0' I Span= 527' P. I S I P I S I P I S I P I S P I S 1 28 2a. Stee:1 81) 1 104 11161 77 .1 67 1 67 1 53 1 42 1 36 I 38 1 32 1 26 ::a. Stee.'• 1 BO I 1B5 12851 135 12101 86 .1140 1 55 1 90 1 49 1 81 24 0=. Steel. i BY 1 306 13591 218 12591 127 12001 81 11281 72 1 116 124 GE. Steal 1 50" 1 220 12781 165 1 199;1 87 '1 134.1 55 1 86 1 50 1 78 1 22 tea. Steel 1 50 1 319 13901 313 12801.123 1 1.54 118 1 1011 73 1 90 1 D C-22 Alum. 1211.5 1 148 1 179 1 104 11321 45 1 72 1 32 1 �2 1 28 1 47 No=: -P =Pressure on Outside face; Painted Finish Only -S = Suc?ion on Outside face; " ALZN Finish Only The above vai;,.,es are computed for the panel only in accordance with 1986 AISL Suction values shown have been increased 1.33 as allowed by section A4.4 of the 1936 AISI . SpecNflcation wtih 1989 Addendum. All vaiues sha,Arn are for continuous conditions of spans greater than 2. Wei::ht of carrel has been deduced from "P" values and added to "S" values. Pressure vzi;,-es must be limited to 150 psf as this can exceed normal system capacity. The suction vaiues shown in the above allowable load table do not take into account panel deformation and fastener o:.rliout R", e28.. Butlerib® II Wall System - Panel PANEL DESIGN DATA Calculated sectional properties for Butlerib®II wall panel materials using 1986 edition of AISI design manual with 1989 Addendum. - - 36" 12" 12" 12" -4 1/2". 3" 4 1/2" 4 1/2 3" i 4 112" 4112" 3" _1_41/2"- F Outside Face 1 112"� I I I. Section Through Panel Section PrODertieS for One Foot of Width Panel Design I Fy E Weight Compression -Outside Compression -Inside Material Thick (in) I (ks) .(ksi) (#IR.) I Sx (in3) I (in4) Sx (in3) 1(in4) 26 Ga. Steel 0.017 1 50 29500 1.14 1 0.0448 0.0546 0.0382 1.0.0305- 24 Ga. Steell 0.0225 50 1295001 1.06 1 0.0640 1 0.0776 j 0.0475 1 0.0386 Legend: P = Pressure on Outside face S = Suction on Outside face The above values are computed for the panel only in accordance with 1986 AISI. Pressure and suction values shown have been increased 1.33 as allowed by section A4.4 of the 1986 AISI Specification with 1989 Addendum. Allowable Uniform Load (psf) Panel Material ' FY No. of (ksi) Spans Span = 5.0' P S Span= 7.0' P S Span = 7.5' P S 26 Ga. Steel 50 1 48 41 24 21 21 18 50 2 41 48 21 24 18 21 50 3 51 60 26 30 23 26 24 Ga. Steel .50 1 68 50 35 26 30 22 50 2 1 50 68 26 35 22 30 50 3 1 63 79 32 40 28 35 Legend: P = Pressure on Outside face S = Suction on Outside face The above values are computed for the panel only in accordance with 1986 AISI. Pressure and suction values shown have been increased 1.33 as allowed by section A4.4 of the 1986 AISI Specification with 1989 Addendum. F I N A L F R A M E D E S I G N - C O N T E N T S DATE: 01/05/01 CADDS TIME: 11:17 AM ------------------------- --------------------------------------------------------------------------------------------- P2 -- - ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-_90 BLDR CONTACT - -------------- JESSICA HOPPER --------------------- BLDR --------- PHONE # ---------- 530-345-7296 PROJ ---------------------- NAME ---- - -- JOHN STARR ---------------- ENGR GRP - -------------------- Visalia ------------- (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE/YEAR) (SLOPE) (UNIT) (FRAMELINES) PAGE NO. DESIGN FRAME # ------------ 1 EWDS 30'-0" -------- 12'-4" ------ 20 PSF ------ 80 MPH ----------- UBC 97 1.00 -7 ----- ------ TO 12 1 ------------ FEW,REW .... -------- F 1 DESIGN FRAME # 2 LRF 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.00 TO 12 1 01 .... F 22 F R A M E D E S I G N - G E N ER A L I N F O R M A T I O N DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:F 2 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM --------------'--------------------------------------------------------------------------------------------------------------------- FRAME # 1 DESCRIPTION EWDS 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 LEFT SIDE RIGHT SIDE SPAN NO. WIDTH MISCELLANEOUS PROPERTIES EAVE HEIGHT = 12.002 FT.. 12.002 FT. 1 = 30.000 FT MODULUS OF ELASTICITY = 29000 KSI FRAME HEIGHT = 11.333 FT. 11.333 FT. COL. CLEAR HT. = 10.478 FT. 10.478 FT. CMX = 0.850 SLOPE.(P/12.) = 1.000 1.000 CMX(stepped column/no wind) 0:950 SW R -BEAM OFFSET = 0.125 IN. 0.125 IN.' CMY(pinned in minor axis) = 0.600 DIST. TO RIDGE = 15.000 FT. 15.000 FT. CMY(fixed in minor axis) = 0.400 COLUMN OFFSET = 8.000 IN: 8.000 IN. GIRT DEPTH = 8.000 IN. •8.000 IN. ENDWALL PURLIN DEPTH = 8.000 IN. 8.000 IN. FRAME OFFSET - 6.000 IN. (PURLIN UNINSULATED) POST OFFSET = 1.000 IN. --------------------- JOINT DATA --------------------- ---------- --------------- -----'MEMBER DATA ---------------------- --------- JOINT. X-COORD Y-COORD DEGREE -OF -FREEDOM MEMBER MOM. RELEASE K VALUES NUMBER FT FT X Y MZ Z MX NUMBER JOINTS START END IN PLANE OUT OF PLANE 1 1.161 0.000 1 1 0 1 0 1 1- 2 0 0 1.50 1.00 2 1.161 10.934 0 0 0 1 0 2 2- 3 0 0 1.50 1.00 3 15.000 .12.087 0 0 0 0 0 3 4- 3 0 0 1.50 1.00 4 28.839 10.934 0 0 0 1 0 4 5- 4 0 0 1.50 1.00 5 28.839 0.000 1 1 0 1 0 ( 0 = FREE 1 = FIXED ) ( 1 = RELEASE 0 NO RELEASE ) F R A M E D E S I G N - S E C O N D A R Y / B R A C E L O C A T I O N S DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:F 3 -------------------------------- ----------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 12'-4" 20 PSF. 80 MPH UBC 97 1.000 TO 12 -----------------------------------------------------------------------------------------------=----------------------------------- DIST - Distance to secondary from the end of the member in FEET. BRACE - Minor axis secondary bracing code as follows: ACCUM - Distance to purlin from the low sidewall in FEET. No support ID - B Base, G Girt, P Purlin, E Eave strut, O Other, O FL Outside flange only braced L Landmark 2000 truss purlin. 0 -IF Outside and Inside flange braced MAJOR - Major axis brace point indicator. ( YES or NO ) O -SF Outside braced and inside Single flange brace NOTE: BRACE FORCE is the required support force (in kips) perpendicular to the flange COLUMN 1- 2 BRACE COLUMN 5- 4 BRACE ROOFBEAM 2- 3 BRACE ROOFBEAM 4- 3 BRACE DIST ID BRACE MAJOR FORCE DIST ID BRACE MAJOR FORCE DIST ACCUM ID BRACE. FORCE. DIST ACCUM ID BRACE FORCE 0.00 B O -IF YES 0.00 B O -IF YES 0.00 0.00 E O FL 0.00 0.00 E O FL 7.50 G YES 7.50 G O -SF YES 3.98 3.98 P O -SF 3.98 3.98 P O -SF 10.48 O O -IF YES 10.48 O O -IF YES 8.98 8.98 P O FL 8.98 8.98 P O FL 12.00 E O FL NO 12.00 E O FL NO 13.98 13.98 P O -SF 13.98 13.98 P O -SF GENERAL In general, forces and coordinates follow the right hand rule. The X axis is horizontal and posi- V tive to the right. The Y axis is vertical and posi- tive upward. The Z axis is normal to the X and Y axis, and is positive out of this plane. Positive +---H moments about the X, Y, and Z axis are counter- / clockwise as viewed looking toward the origin of the Z axis. APPLIED LOADS For load application, vertical and horizontal distances are measured from an origin point at the left structure line and the base of the left exterior column. UNIF'- Uniformly distributed loads. These loads can be in X ( horizontal ), Y ( vertical ), or Z ( normal, out -of -plane ) direction. The magnitude of the load is -kips/foot . The distances are the location of the start and the end of the load, along the axis of the member. TAPR - Tapered distributed loads. The magnitude in kips/foot of each end of the load is given. Loads can be in the X, Y, or Z direction. Distances are measured along the axis of the member. CONC - Concentrated load. This load can be a force in the X or Y direction or a moment about the Z axis. The location of the load is measured along the member. The load exists at the neutral axis of the member, or at the outer or inner flange of the member. MCONC - Moment producing concentrated load. This load type is similiar to a concentrated load except the location of the load is given in global• coordinates, and can exist off the member. ZCONC - Out -of -plane concentrated load. This load can be a moment about the global X or Y axis, or a force in the Z axis direction. SCRAN - Special load for crane loads. This is similiar to the MCONC load except that the moment is in the minor axis direction of the member and is supported by only one flange.. DISTANCE TO SECONDARY MEMBERS AND ANALYSIS POINTS Columns use the vertical distance measured from the base plate of the column. Roofbeams use the horizontal distance measured from the start of the member. In the.case of exterior• roofbeams, the start of the member is at the exterior structure line. MEMBER FORCES Positive axial force, the member is in compression. Positive shear force, outward force on the end of the member. Positive moment, compression on the outer flange. FRAME REACTIONS Reactions use the global coordinate- system. A positive horizontal (H) force is to the right. A positive vertical (V) force is upwards. A positive in -plane moment (M) is counter- clockwise in the X -Y plane. A positive out -of -plane force.(Z) is out of the. X -Y plane..A positive out -of -plane moment (MX) is counter clockwise about the X axis ( near side rotating down ).' F R A M E D E S I G N - C O N V E N T I O N S DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:F 4 --------------------------------=----------------------------------------------------.-------------------------------7-------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM ----------------------------------------------------------------------------------------------------------------------------------- FRAME # 1 DESCRIPTION EWDS 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 GENERAL In general, forces and coordinates follow the right hand rule. The X axis is horizontal and posi- V tive to the right. The Y axis is vertical and posi- tive upward. The Z axis is normal to the X and Y axis, and is positive out of this plane. Positive +---H moments about the X, Y, and Z axis are counter- / clockwise as viewed looking toward the origin of the Z axis. APPLIED LOADS For load application, vertical and horizontal distances are measured from an origin point at the left structure line and the base of the left exterior column. UNIF'- Uniformly distributed loads. These loads can be in X ( horizontal ), Y ( vertical ), or Z ( normal, out -of -plane ) direction. The magnitude of the load is -kips/foot . The distances are the location of the start and the end of the load, along the axis of the member. TAPR - Tapered distributed loads. The magnitude in kips/foot of each end of the load is given. Loads can be in the X, Y, or Z direction. Distances are measured along the axis of the member. CONC - Concentrated load. This load can be a force in the X or Y direction or a moment about the Z axis. The location of the load is measured along the member. The load exists at the neutral axis of the member, or at the outer or inner flange of the member. MCONC - Moment producing concentrated load. This load type is similiar to a concentrated load except the location of the load is given in global• coordinates, and can exist off the member. ZCONC - Out -of -plane concentrated load. This load can be a moment about the global X or Y axis, or a force in the Z axis direction. SCRAN - Special load for crane loads. This is similiar to the MCONC load except that the moment is in the minor axis direction of the member and is supported by only one flange.. DISTANCE TO SECONDARY MEMBERS AND ANALYSIS POINTS Columns use the vertical distance measured from the base plate of the column. Roofbeams use the horizontal distance measured from the start of the member. In the.case of exterior• roofbeams, the start of the member is at the exterior structure line. MEMBER FORCES Positive axial force, the member is in compression. Positive shear force, outward force on the end of the member. Positive moment, compression on the outer flange. FRAME REACTIONS Reactions use the global coordinate- system. A positive horizontal (H) force is to the right. A positive vertical (V) force is upwards. A positive in -plane moment (M) is counter- clockwise in the X -Y plane. A positive out -of -plane force.(Z) is out of the. X -Y plane..A positive out -of -plane moment (MX) is counter clockwise about the X axis ( near side rotating down ).' BUILDING USE AND LOCATION F R A M E D E S I G N - L 0 A D S U M M A R Y DATE: 01/05/01 COUNTY = BUTTE (INLAND) USE CATEGORY CADDS TIME: 11:17 AM TERRAIN CAT/WIND EXP = B PAGE:F 5 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia = 0.000 PSF (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) COUNTY GROUND SNOW LOAD DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" ----------------------------------------------------------------------------------------------------------------------------------- 12'-4" 20 PSF 80 MPH UBC 97 1:000 TO 12 = Partially Exposed Roof GENERAL BUILDING INFORMATION Thermal Condition = Normal COEFFICIENTS DESIGN BAY = 10.250 FT. TRIBUTARY LOAD LOAD NET ROOF LOAD TOTAL BUILDING LENGTH = 40.000 FT. (PSF) LEFT CANOPY/OVERHANG 80.00% 1.00 16.00 PANELS TYPE DESCRIPTION WEIGHT 16.00 RIGHT ROOF 80.00% 1.00 LEFT SIDEWALL OPEN ROOF BRII 28STL 2.22 PSF (INCLUDING ALLOWANCE FOR SECONDARIES) RIGHT SIDEWALL BRII 26STL 0.87 PSF ENDWALL BRII 26STL 0.87 PSF CANOPY / OVERHANG / WIDTH -EXTENSION LEFT SIDEWALL = 5.000 FT.. CANOPY CONN DETAIL C327 BUILDING USE AND LOCATION STATE = CALIFORNIA COUNTY = BUTTE (INLAND) USE CATEGORY = 4 (GENERAL USE) TERRAIN CAT/WIND EXP = B APPLIED LOADINGS BUILDING CODE = UBC - 1997 DEAD LOAD (DL.) = 2.220 PSF + FRAME DL COLLATERAL LOAD (CLL) = 0.000 PSF ROOF LIVE LOAD (LL.) = 20.000 PSF MIN COUNTY GROUND SNOW LOAD MIN County Rain on Snow Roof Exposure = Partially Exposed Roof Thermal Condition = Normal COEFFICIENTS TRIBUTARY LOAD LOAD NET ROOF LOAD FACTOR COEFF (PSF) LEFT CANOPY/OVERHANG 80.00% 1.00 16.00 LEFT ROOF 80.00% 1.00 16.00 RIGHT ROOF 80.00% 1.00 16.00 0 PSF INCLUDES 1.00 IMPORTANCE FACTOR = 0.0 PSF UNBALANCED SNOW LOADS (SLL), (SLR) ROOF LIVE LOAD (LL ) F R A M E D E S I G N - L 0 A D S U M M A R Y PSF) DATE: 01/05/01 TRIBUTARY LOAD LOAD NET ROOF LOAD FACTOR COEFF CADDS TIME: 11:17 AM 80.00% 2.00 32.00 LEFT,ROOF 80.00% 1.00 PAGE:F 6 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 INTERNAL SUCTION BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM ---------------------------------------------------------- FRAME # 1 DESCRIPTION EWDS 30'-0" 12'-4" ------------------------------------------------------------------------- 20 PSF 80 MPH UBC 97 1.000 TO 12 0.000 UNBALANCED SNOW LOADS (SLL), (SLR) ROOF LIVE LOAD (LL ) = 20.000 PSF MIN COUNTY WIND SPEED = 76 MPH COEFFICIENTS 80.000 MPH ( 10.000 PSF) INCLUDES TRIBUTARY LOAD LOAD NET ROOF LOAD FACTOR COEFF (PSF) LEFT CANOPY/OVERHANG 80.00% 2.00 32.00 LEFT,ROOF 80.00% 1.00 16.00 RIGHT ROOF 80.00% 1.00 16.00 WIND LOADS WIND LOAD LEFT WIND LOAD RIGHT WIND UPLIFT WIND LOAD CASE WIND ENCLOSURE COEFFICIENTS LEFT CANOPY/OVERHANG LEFT SIDEWALL LEFT ROOF RIGHT ROOF RIGHT SIDEWALL = 80.000 MPH ( 10.000 PSF) MIN COUNTY WIND SPEED = 76 MPH 80.000 MPH ( 10.000 PSF) INCLUDES 1.00 IMPORTANCE FACTOR = 80.000 MPH (.10.000 PSF) = 1 = OPEN WIND FROM LEFT WIND FROM RIGHT INTERNAL PRESSURE INTERNAL SUCTION (WLL) (WLR) (IP ) (IS ) -1.200(SUCTION ) -0.700(SUCTION ) 0.800(PRESSURE) -0.500(SUCTION ) 0.000 0.000 -1.200(SUCTION ) -1.200(SU6TION ) 0.000 0.000 -1.200(SUCTION ) -1.200(SUCTION ) 0.000 0.000 -0.500(SUCTION ) 0.800(PRESSURE) 0.000 0.000 . SIDEWALLS ROOF ENDWALL SIDEWALL CANOPY/OVERHANG ENDWALL CANOPY/OVERHANG ENDWALL WIND PRESURE (EWP) -0.700(SUCTION ) -1.200(SUCTION ) 0.800(PRESSURE) -1.200(SUCTION ) -1.200(SUCTION ) ENDWALL WIND SUCTION (EWS) -0.700(SUCTION ) -1.200(SUCTION ) -1.200(SUCTION ) -1.200(SUCTION ) -0.700(SUCTION.) DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:F 7 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" ----------------------------------------------------------------------------------------------------------------------------------- 12'=4" 20 PSF 80 MPH UBC 97 1.000 TO 12' SEISMIC LOADS (EQ ) PERCENT SNOW LOAD = 0.000% Seismic W - LEFT CANOPY/OVERHANG = 4.220 PSF Seismic W - LEFT ROOF = 4.220 PSF Seismic W - RIGHT ROOF = 4.220 PSF SEISMIC ZONE = 3 R FACTOR = 4.500 MIN CTY SEISMIC ZONE = 3 I FACTOR = 1.000 Na LATERAL FACTOR = 1.000 STORY DRIFT LIMIT = 0.025 SOIL PROFILE = D OMEGAO DEFLECT AMPLIF FACTOR = 2.800 Nv FACTOR = 1.000 Ct FACTOR = 0.035 T FACTOR = 0.230 Ca FACTOR = 0.360 Cv FACTOR = 0.540 p FACTOR = 1.000 NET SEISMIC FACTOR = 0.200. F R A M E. D E S I G N - L 0 A D C O M B I N A T I O N S DATE: 01/05/01 CARDS TIME: 11:17 AM PAGE:F 8 --------------------------------------------------------------------------------------------------------7-------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY.MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) .(WIND) (CODE/YEAR) (SLOPE) DESIGN ----------------------------------------------------------------------------------------------------------------------------------- SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 LCN LOAD DESCRIPTION STRESS MEMB P DELTA DESIGN LOADING GRP LOADING GRP LOADING GRP LOADING GRP LOADING GRP INCREASE STR LAT LONG CATEGORY PERCENT PERCENT PERCENT PERCENT PERCENT 1 DL + LL 1.000 N N N Std Des 100.00 DL 100.00 LL 2 DL + WLL 1.333 N N N Std Des 100.60 DL 100.00 WLL 3 DL + WLR 1.333 N N N Std Des 100.00 DL 100.00 WLR 4 DL + EQL/1.4 1.333 N N N Std Des 100.00 DL 72.00 EQ 5 DL + EQR/1.4 1.333 N N N Std Des 100.00 DL -72.00 EQ 6 PDL+0.70PL+2:80EQL 1.700 Y N N Axial C 100.00 DL 70.00 LL 280.00 EQ 7 PDL+0.70PL+2.80EQR 1.700 Y N N Axial C 100.00 DL 70.00 LL -280.00 EQ 8 0.85PDL + 2.80EQL 1.700 Y N N Axial T 85.00 DL 280.00 EQ 9 0.85PDL + 2.80EQR 1.700 Y N N Axial T 85.00 DL -280.00 EQ 10 DL +2.80EQL 1.700 Y N N C6nns 100.00 DL 280.00 EQ 11 DL +2.80EQR 1.700 Y N N Conns 100.0.0 DL -280.00 EQ 12 DL + EWP 1.333 N N N Std Des 100.00 DL 100.00 EWP 13 DL + EWS 1.333 N N N Std Des 100.00 DL 100.00 EWS F R A M E D E S I G N - A P P L I E D L 0 A D S DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:F 9 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 ------------------------------------------------------------------------------------------------------------------------------- DESCRIPTION EWDS 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 ---- LOAD CASE (DL ) DEAD LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION DL 2 2 - 3 UNIF 0.00 15.00 "10.000 K/FT -0.023 K/FT 0.000 K/FT DL 3 4 - 3 UNIF 15.00 30.00 0.000 K/FT -0.023 K/FT 0.000 K/FT CDL 2 2 = 3 MCONC 0.00 11.00 0.000 KIP -0.114 KIP 3.413 IN -K LOAD CASE '(LL ) LIVE LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION LL 2 2 - 3 UNIF 0.00 15.00 0.000 K/FT -0.164 K/FT 0.000 K/FT LL 3 4 - 3 UNIF 15.00 30.00 0.000 K/FT -0.164 K/FT 0.000 K/FT CLL 2 2 - 3 MCONC 0.00 11.00 0.000 KIP -0.820 KIP 24.600 IN -K LOAD CASE (WLL) WIND LOAD LEFT LOAD MEMBER JOINTS LOAD DISTANCES" LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION . WLL 1 1 - 2 UNIF 0.00 12.00 0.082 K/FT 0.000 K/FT 0.000 K/"FT WLL 2 2 - 3 UNIF 0.00 15.00 -0.123 K/FT 0.123 K/FT " 0.000 K/FT WLL 3 4 - 3 UNIF 15.00 30.00 0.123 K/FT 0.123 K/FT 0.000 K/FT WLL 4 5 - 4 UNIF 0.00 12.00 0.051 K/FT 0.000 K/FT 0.000 K/FT CWLL 2 2 - 3 MCONC 0.00 11.00 0.000 KIP 0.615 KIP -18.450 IN -K LOAD CASE (WLR) WIND LOAD RIGHT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION WLR 1 1 - 2 UNIF 0.00 12.00 -0.051 K/FT 0:000 K/FT .0.000 K/FT WLR 2 2 - 3 UNIF 0.00 15.00 -0.123 K/FT 0.123 K/FT 0.000 K/FT WLR 3 4 - 3 UNIF" 15.00 30.00 0.123 K/FT 0.123 K/FT 0.000 K/FT WLR 4 5 - 4 UNIF 0.00 12.00 -0.082 K/FT 0.000 K/FT 0.000 K/FT CWLR 2 2 - 3 MCONC 0.00 11.00 0.000 KIP 0.359 KIP -10.762 IN -K LOAD CASE (EQ ) SEISMIC LOAD LOAD F R A M E D E S I G N - A P P L I E D L 0 A D S DATE: 01/05/01 DIRECTION/ LABEL CADDS TIME: 11:17 AM TYPE FT FT X PAGE:F 10 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 EQ BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia KIP (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 4 - 3' DESIGN SYSTEM --------=-------------------------------------------------------------------------------------------------------------------------- FRAME # 1 DESCRIPTION EWDS 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 KIP LOAD CASE (EQ ) SEISMIC LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION EQ 2 2 - 3 CONC 0.00 0.130 KIP 0.000 KIP 0.000 IN -K Outside flange EQ 3 4 - 3' CONC 30.00 0.130 KIP 0.000 KIP 0.000 IN -K Outside flange EQ 4 5 - 4 UNIF 0.00 12.00 0.002 K/FT 0.000 K/FT 0.000 K/FT CEQ 2 2 - 3 MCONC 0.00 11.00 0.043 KIP 0.000 KIP 0.000 IN -K LOAD CASE (SLL) MIN SNOW LOAD LEFT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION SLL 2 2 - 3 UNIF 0.00 15.00 0.000 K/FT -0.164 K/FT 0.000 K/FT CSLL 2 2 - 3 MCONC 0.00 11.00 0.000 KIP -0.820 KIP 24.600 IN -K LOAD CASE '(SLR) MIN SNOW LOAD RIGHT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION SLR 3 4 - 3 UNIF 15.00 30.00 0.000 K/FT -0.164 K/FT 0.000 K/FT LOAD CASE (EWP) EW WIND PRESSURE LOAD . MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y z LOCATION EWP 1 1 - 2 UNIF 0.00 12.00 -0.072 K/FT 0.000 K/FT 0.000 K/FT EWP 1 1 - 2 UNIF 0.00 12.00 0.000 K/FT 0.000 K/FT -0.120 K/FT EWP 2 2 - 3 UNIF 0.00 15.00 -0.123 K/FT 0.123 K/FT 0.000 K/FT EWP 3 4 - 3 UNIF 15.00 30.00 0.123 K/FT 0.123 K/FT 0.000 K/FT EWP 4 5 - 4 UNIF 0.00 12:00 0.072 K/FT 0.000 K/FT 0:000 K/FT CEWP 2 2 - 3 MCONC 0.00 11.00 0.000 KIP 0.615 KIP -18.450 IN -K RKL 3 4 - 3 CONC 30.00 -1.900 KIP 0.000 KIP 0.000 IN -K Outside flange F R A M E D E S I G N - A P P L I E D L 0 A D S DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:F 11 ------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY ---------------------------- MIX BLDR ORDER ------------------------------------------------ # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME -----------------------------------------------------------------------------------------------------------------------------=----- # 1 DESCRIPTION EWDS 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 LOAD CASE (EWS) EW WIND SUCTION LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/' LABEL NO (START -END) TYPE FT FT X Y Z LOCATION EWS 1 1 - 2 UNIF 0.00 12.00 -0.072 K/FT 0.000 K/FT 0.000 K/FT EWS 1 1 - 2 UNIF 0.00 12.00 0.000 K/FT 0.000 K/FT 0.180 K/FT EWS 2 2 - 3 UNIF 0.00 15.00 -0.123 K/FT 0.123 K/FT 0.000 K/FT EWS 3 4 - 3 UNIF 15.00 30:00 0:123 K/FT 0.123 K/FT 0.000 K/FT EWS, 4 5 - 4 UNIF 0.00 12.00 0.072 K/FT 0.000 K/FT 0.000 K/FT CEWS 2 2 - 3 MCONC 0.00 11.00 0.000 KIP 0.615 KIP -18.450 .IN -K RKL 3 4 - 3 CONC 30.00 -1.900 KIP 0.000 KIP 0.000 IN -K Outside flange MEMBER NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 MEMBER NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 MEMBER NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 MEMBER NO. SECTION NO ANAL SEC PTS. NO. 1 1 2 3 4 1 1 DIST (FT) 0.00 3.75 7.50 10.47 2 1 DIST (FT) 1.57 3.98 8.98 13.98 14.96 3 1 DIST (FT) 1.57 3.98 8.98 13.98 14.96 4 1 DIST (FT) 0.00 3.75 7.50 10.47 JOINTS 1 - 2 OUTER FLANGE DEPTH AREA (IN) (IN2) 11.88 3.26 11.88 3.26 11.88 3.26 11.88 3.26 JOINTS 2 - 3 OUTER FLANGE DEPTH AREA (IN) (IN2) 11.88 3.49 11.88 3.49 11.88 3.49 11.88 3.49 11.88 3.49 JOINTS 4 - 3 OUTER FLANGE DEPTH AREA (IN) (IN2) 11.88 3.49 11.88 3.49 11.88 3.49 11.88 3.49 11.88 3.49 JOINTS 5 - 4 OUTER FLANGE _ DEPTH AREA (IN) (IN2) 11.88 3.26 11.88 3.26 11.88 3.26 11.88 3.26 5.000 F RAM E D E S I G N - S E C T I O N P R O P E R T I E S INNER FLANGE = 5.000 X 0.188 DATE: 01/05/01 IY RTO RTI WRX WRY CADDS TIME: 11:17 AM WDAFO WDAFI H/T (IN4) (IN4) PAGE:F 12 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia 1.29 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 3.92 DESIGN SYSTEM --------=--------- FRAME # 1 DESCRIPTION EWDS ----------------------------------------------------------------------------------------------------- 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 ------------ MEMBER NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 MEMBER NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 MEMBER NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 MEMBER NO. SECTION NO ANAL SEC PTS. NO. 1 1 2 3 4 1 1 DIST (FT) 0.00 3.75 7.50 10.47 2 1 DIST (FT) 1.57 3.98 8.98 13.98 14.96 3 1 DIST (FT) 1.57 3.98 8.98 13.98 14.96 4 1 DIST (FT) 0.00 3.75 7.50 10.47 JOINTS 1 - 2 OUTER FLANGE DEPTH AREA (IN) (IN2) 11.88 3.26 11.88 3.26 11.88 3.26 11.88 3.26 JOINTS 2 - 3 OUTER FLANGE DEPTH AREA (IN) (IN2) 11.88 3.49 11.88 3.49 11.88 3.49 11.88 3.49 11.88 3.49 JOINTS 4 - 3 OUTER FLANGE DEPTH AREA (IN) (IN2) 11.88 3.49 11.88 3.49 11.88 3.49 11.88 3.49 11.88 3.49 JOINTS 5 - 4 OUTER FLANGE _ DEPTH AREA (IN) (IN2) 11.88 3.26 11.88 3.26 11.88 3.26 11.88 3.26 5.000 X 0.188 WEB = 0.120 INNER FLANGE = 5.000 X 0.188 IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO 79.42 3.92 1.29 1.29 4.94 1.10 1.29 1.29 12.63 12.63 95.83 79.42 3.92 1.29 1.29 4.94 1.10 1.29 1.29 12.63 12.63 95.83 79.42 3.92 1.29 1.29 4.94 1.10 1.29 1.29 12.63 12.63 95.83 79.42 3.92 1.29 1.29 4.94 1.10 1.29 1.29 12.63 12.63 95.83 5.000 X 0.188 WEB = 0.140 INNER FLANGE = 5.000 X 0.188 IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI' H/T (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO 81.96 3.92 1.27 1.27 • 4.85 1.06 1.27 1.27 12.63 12.63 82.14 81.96 3.92 1.27 1.27 4.85 1.06 1.27 1.27 12.63 12.63 82.14 81.96 3.92 1.27 1.27 4.85 1.06 1.27 1.27 12.63 12.63 82.14 81.96 3.92 1.27 1.27 4.85 1.06 1.27 1.27 12.63 12.63 82.14 81.96 3.92 1.27 1.27 4.85 1.06 1.27 1.27 12.63 -12.63 82.14 5.000 X 0.188 WEB = 0.140 IX IY RTO RTI WRX (IN4) (IN4) (IN) (IN) (IN) 81.96 3.92 1.27 1.27 4.85 81.96 3.92 1.27 1.27 4.85 81.96 3.92 1.27 1.27 4.85 81.96 3.92 1.27 1.27 4.8.5 81.96 3.92 1.27 1.27 4.85 5.000'X 0.188 WEB = 0.120 IX IY RTO ' RTI WRX (IN4) (IN4) (IN) (IN) (IN) 79.42 3.92 1.29 1.29 4.94 79.42 3.92 1.29 1.29 4.94 79.42 3.92 1.29 1.29 4:94 79.42 3.92 1.29 1.29 4.94 INNER FLANGE = 5.000 X 0.188 WRY WRTO WRTI WDAFO WDAFI H/T (IN) (IN) (IN) (IN) (IN) RATIO 1.06 1.27 1.27 12.63 12.63 82.14 1.06 1.27 1.27 12.63 12.63 82.14 1.06 1.27 1.27 12.63 12.63• 82.14 1.06 1.27 .1.27 12.63 12.63 82.14 1.06 1.27 1.27 12.63 12.63 82.14 INNER FLANGE = 5.000 X 0.188 WRY WRTO WRTI WDAFO WDAFI H/T (IN) (IN) (IN) (IN) (IN) RATIO 1.10 1.29 1.29 12.63 12.63 95.83 1.10 1.29 1.29 12.63 12.63 95.83 1.10 1.29 1.29 12.63 12.63 95.83 1.10 1.29 1.29 12.63 12.63 95.83 LUBO (FT) 10.47 10.47 10.47 10.47 LUBO (FT) 4.00 5.02 5.02 5.02 1.96 LUBO (FT) 4.00 5.02 5.02 5.02 1.96 LUBO (FT) 7.50 7.50 7.50 2.98 LUBI (FT) 10.47 10.47 10.47 10.47 LUBI (FT) 2.42 10.03 10.03 10.03 1.96 LUBI (FT) 2.42 10.03 10.03 10.03 1.96 LUBI (FT) 7.50 7.50 7.50 2.98 F R A M E D E S I G N - C 0 N T R 0 L L'I N G S T R E S S DATE: 01/05/01 CARDS TIME: 11:17 AM PAGE:F 13 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 ----------------------------------------------------------------------------------------------------------------------------------- COLUMN 1 - 2 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT .FA FBO FBI FORCE SHEAR QS QA 'CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS). AXIAL BENDG BENDG RATIO M V 1* 11.88 3.26 13.37 13.37 4:15 0.00 28.40 26.01 33.00 1.19 17.20 0.86 1.00 1.75 0.04 0.00 0.00 0.04 1' 2 2 11.88 3.26 13.37 13.37 -1.05 -34.16 43.99 43.99 34.67 -0.75 12.90 0.86 1.00 1.75 0.01 0.25 0.27 0.27 13 1 3 11.88 3.26 13.37 13.37 -1.09 -68.32 43.99 43.99 34.67 -0.75 12.90 0.86 1.00 1.75 0.01 0.51 0.54. 0.54 13 1 4* 11.88 3.26 13.37 13.37 4.07 -94.53 11.36 33.00 26.01 -0.75 12.90 0.86 1.00 1.75 0.11 0.21 0.23 0.34 1 1 MINOR AXIS FORCES COLUMN 1 - 2 --------TOTAL SECTION---.------ OUTER FLANGE INNER FLANGE PT. SHEAR SY MOMENT FBY SYOF MOMENT SYIF MOMENT NO. (KIPS) (IN3) (IN -KIP) (KSI) (IN3) (IN -KIP) (IN3) (IN -KIP) 1* 0.00 1.57 0.00 43.99 0.78 0.00 0.78 0.00 2 -0.30 1.57 -13.48 43.99 0.78 0.00 0.78 0.00 3 .0.78 1.57 -26.97 43.99 0:78 0.00 0.78 0.00 4* 0.00 1.57 0.00 43.99 0.78 0.00 0.78 0.00 ROOF BEAM 2 - 3 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS. QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 11.88 3.49 13.80 13.80 0.98 -130.44 33.00 33.00 28.90 2.65 20.49 0.88 1.00 1.37 0.01 0.29 0.33 0.34 1 1 2 11.88 3.49 13.57 13.57 0.11 -74.39 43.99 43.99 28.90 2.64 20.49 0.88 1.00 1.18 0.00 0.13 0.19 0.19 12 1 3 11.88 3.49 13.80 13.57 0.10 -75.55 43.99 43.99 28.90 1.78 20.49 0.88 1.00 1.18 0.00 0.14 0.19 0.19 12 1 4 11.88 3.49 13.57 13.57 0.82 99.74 33.00 28.90 33.00 0.79 20.49 0.88 1.00 1.28 0.01 0.25 0.24 0.26 1 1 5* 11.88 3.49 13.80 13.80 0.76 100.23 33.00 28.90 33.00 0.72 27.31 0.88 1.00 1.00 0.01 0.25 0.22, 0.26 1 12 F R A M E D E S I G N - C O N T R O L L I N G S T R E'S S DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:F 14 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM ----------------------------------------------------------------------------------------------------------------------------------- FRAME # 1 DESCRIPTION EWDS 30'-0" 12'-4" 20 PSF 80 MPH UBC 97- 1.000 TO 12 ROOF BEAM 4 - 3 - AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3)• (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M .V 1* 11.88 3.49 13.80 13.80 -0.01 167.07 43.99 38.52 43.99 2.40 20.49'0.88 1.00 1.18 0.00 0.31 0.28 0.31 12 1 2 11.88 3.49 13.57. 13.57 -0.02 113.17 43.99 38.52 43.99 2.40 20.49 0.88 1.00 1.52 0.00 0.22 0.20 0.22 12 '1 3 11.88 3.49 13.80 13.57 0.88 70.56 33.00 28.90 33.00 1.53 20.49 0.88 1.00 2.10 0.01 0.18 0.15 0.18 1 1 4 11.88 3.49 13.57 13..57 0.80 102.63 33.00 28.90 33.00 -0.99 27.31 0.88 1.00 1.17 0.01 0.26 0.25' 0.27 1 12 5* 11.88 3.49 13.80 13.80 0.74 100.23 33.00 28.90 33.00 -0.71 27.31 0.88 1.00 1.01 0.01 0.25 0.22 0.26 1 12 COLUMN 5 - 4 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 11.88 3.26 13.37 13.37 2.97 0.00 28.40 28.40 33.00 1.22 17.20 0.86 1.00 1.75 0.03 0.00 0.00 0.03 1 3 2 11.88 3.26 13.37 13.37 2.97 -33.85 18.02 33.00 28.40 1.14 17.20 0.86 1.00 1.75 0.05 0.08 0.08 0.13 1 12 3 11.88 3.26 13.16 13.16 2.93 -67.70 33.00 33.00 28.40 1.57 17.20 0.86 1.00 1.75 0.03 0.17 0.18 0.21 •1 12 4* 11.88 3.26 13.37 13.37 -2.05 158.80 43.99 37.85 43.99 1.57 17.20 0.86 1.00 1.20 0.01 0.31 0.27 0.31 12 12 F R A M E D E S I G N - W E L D S U M M A R Y DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:F 15 -------------------------------------------------------------------------------7--------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ----------------------------------------------------------------------------------------------------------------------------------- SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 PART WEB WEB FLG-TO-WEB FILLET ALLOW CONTROLLING NO. SECT THK STRESS SIZE SHEAR MEMB ANAL LOAD (IN) (KIPS/IN) (KIPS/IN) NO. PT COND OV78698 1 0.120 0.062 1/8 2.620 1 1 2 OV78700 1 0.140 0.178 1/8 2.620 2 1 1 OV78702 1 0.120 0.082 1/8 2.620 4 3 12 THE FLANGE -TO -WEB SHEAR VALUES SHOWN HAVE BEEN ADJUSTED FOR WIND LOAD TO SHOW THE EQUIVALENT LIVE LOAD . THE CONTROLLING COMBINATIONS SHOWN ABOVE ARE'BASED ON THE MAXIMUM TENSION IN THE FLANGES.FOR AXIAL PLUS BENDING THE'FORCES GIVEN ARE MEMBER FORCES ALONG THE NEUTRAL AXIS F I N A L F RA M E D E S I G N - S P L I C E S U M M A R Y DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:F 16 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 . BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ----------------------------------------------------------------------------------------------------------------------------------- SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE LOCATION MEMBER ANALYSIS CONTROLLING AXIAL SHEAR MOMENT NO TYPE MOD SEQ. NO. PT. LOAD COMBINATION KIPS KIPS IN -KIPS O1 COLUMN 00 1 1 1 DL + WLL -2.13 1.19 0.00 DL + WLL -2.13 1.19 0.00 02 2 4 DL + WLL -2.25 0.39 93.17 DL + LL 4.07 -0.75 -94.53 03 COLUMN O1 1 4 1 DL + EWS -1.93 1.14 0.00 DL + EWS -1.93 1.14 0.00 04 2 4 DL + EWS -2.'05 1.57 158.80 DL'+ LL 2.88 -0.75 -94.53 05 BEAM O1 1 2 0 DL + EWP 0.00 0.50 15.16 DL + LL 0.00 -0.93 -28.01 06 2 .5 DL + LL 0.76 0.07 100.23 DL + WLR -0.36 0.36 -42.39 THE CONTROLLING COMBINATIONS SHOWN ABOVE ARE'BASED ON THE MAXIMUM TENSION IN THE FLANGES.FOR AXIAL PLUS BENDING THE'FORCES GIVEN ARE MEMBER FORCES ALONG THE NEUTRAL AXIS POSITIVE REACTION DIRECTION H KIPS Horizontal Force to Right V V KIPS Vertical Force Up Z KIPS Horizontal Out of Plane +---H / No. Loading Combination 1 DL + LL 2 DL + WLL 3 DL + WLR 4 DL + EQL/1.4 5 DL + EQR/1.4 6 PDL+0.70PL+2.80EQL 7 PDL+0.70PL+2.80EQR 8 0.85PDL + 2.80EQL 9 0.85PDL + 2.80EQR 10 DL +2.80EQL 11 DL +2.80EQR 12 DL + EWP 13 DL + EWS ID Load Case DL DEAD LOAD LL LIVE LOAD WLL WIND LOAD LEFT WLR WIND LOAD RIGHT EQ SEISMIC LOAD SLL MIN SNOW LOAD LEFT SLR MIN SNOW LOAD RIGHT EWP EW WIND PRESSURE EWS EW WIND SUCTION Z 1H 1V 0.75 4.15 -1.19 -2.13 0.37 -1.15 0.03 0.67 0.26 0.85 not applicable not applicable not applicable not applicable not applicable not applicable 1Z F R A M E D E S I G N - R E A C T I O N_S Sum V Sum Z DATE: 01/05/01 0.00 -0.75 2.97 0.00 7.12 CADDS TIME: 11:17 AM 0:00 -0.41 =0.80 -1.60 -2.93 PAGE:F . 17 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR'ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia 0.00 0.00 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 0.00 DESIGN SYSTEM ----------------------------------------------------------------------------------------------------------------------------------- FRAME # 1 DESCRIPTION EWDS 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 0.00 POSITIVE REACTION DIRECTION H KIPS Horizontal Force to Right V V KIPS Vertical Force Up Z KIPS Horizontal Out of Plane +---H / No. Loading Combination 1 DL + LL 2 DL + WLL 3 DL + WLR 4 DL + EQL/1.4 5 DL + EQR/1.4 6 PDL+0.70PL+2.80EQL 7 PDL+0.70PL+2.80EQR 8 0.85PDL + 2.80EQL 9 0.85PDL + 2.80EQR 10 DL +2.80EQL 11 DL +2.80EQR 12 DL + EWP 13 DL + EWS ID Load Case DL DEAD LOAD LL LIVE LOAD WLL WIND LOAD LEFT WLR WIND LOAD RIGHT EQ SEISMIC LOAD SLL MIN SNOW LOAD LEFT SLR MIN SNOW LOAD RIGHT EWP EW WIND PRESSURE EWS EW WIND SUCTION Z 1H 1V 0.75 4.15 -1.19 -2.13 0.37 -1.15 0.03 0.67 0.26 0.85 not applicable not applicable not applicable not applicable not applicable not applicable 1Z 2Z 5H 5V Sum H Sum V Sum Z 0.00 0.00 -0.75 2.97 0.00 7.12 0.00 0.00 0:00 -0.41 =0.80 -1.60 -2.93 0.00 0.00 0.00 1.22 -1.53 1.60 -2.67 0.00 0.00 0.00 -0.27 0.71 -0.24 1.38 0.00 0.00 0.00 0.00 -0.03 0.52 0.24 1.38 0.00 1.03 -1.00 0.65 1.03 -1.00 -0.97 1H 1V 1Z 0.15 0.76 0.00 0.60 3.39 0.00 -1.34 -2.89 0.00. 0.23 -1.91- 0.00 -0.16 -0.13 0.00 0.25 2.83 0.00 0.35 0.56 0.00 0.88 -1.76 0.65 0.88 -1.76 -0.97 0.79 0.87 -1.93 1.90 -2.93 1.44 -1.19 0.87 -1.93 1.90 -2.93 -2.16 2Z 5H 5V Sum H Sum V Sum Z 0.00 -0.15 0.62 0.00 1.38 0.00 0.00 -0.60 2.35 0.00 5.74 0.00 0.00 -0.26 -1.42 -1.60 -4.31 0.00 0.00 1..37 -2.14 1.60 -4.05 0.00 0.00 -0.17 0.13 -0.33 0.00 0.00 0.00 -0.25 0.45 0.00 3.28 0.00 0.00 -0.35 1.90 0.00 2.46 - 0.00 0.79 1.02 -2.54 1..90 -4.30 1.44 -1.19 1.02 -2.54 1.90 -4.30 -2.16 MEMBER NO. 1 JOINT 1 - 2 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT NO. (FT) STRESS SEGS SIZE START END 1 10.48 55. 3 3.75 FT 11.88 IN 11.88 IN CONTROLLING ACTIONS WEB OUTER FL. THK. 5.000 X .188 .120 ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES --- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI NO.'(KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) 1 -1.09 -68.32 . -0.33 -5.11 -5.11 43.99 43.99 34.67 MEMBER NO. 2 JOINT 2 - 3 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. 1 15.00 55. 4 5.00 FT 11.88 IN 11.88 IN 5.000 X .188 .140 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES -=- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) 1 0.98 -130.44 0.28 -9.45 -9.45 33.00 33.00 28.90 MEMBER NO. 3 JOINT 4 - 3 --------------7------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB NO. (FT) STRESS SEGS .SIZE START END OUTER FL. THK. 1 15.00 55. 4 5.00 FT 11.88 IN 11.88 IN 5.000 X .188 .140 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) 1 -0.01 167.07 0.00 12.11 12.11 43.99 38.52 43.99 COMB. STRESS LOAD INNER FL. RATIO COND 5.000 X .188 0.539 13 --------------SHEAR-------------- FORCE ALLOW STRESS LOAD (KIPS) (KIPS) RATIO GOND. 1.19 17.20 0.069 2 COMB. STRESS LOAD INNER FL. RATIO 'GOND . 5.000 X .188- 0.336 1 --------------SHEAR-------------- FORCE ALLOW STRESS LOAD (KIPS) (KIPS) RATIO COND 2.•65 20.49 0.129 1 COMB. STRESS LOAD INNER FL. RATIO COND 5.000 X .188 0.314 12 -------------- SHEAR ------.-------- FORCE ALLOW STRESS LOAD (KIPS) (KIPS) RATIO COND 2.40 20.49 0.117 1 FINAL FRAME DESIGN - S T R E S S S U M M A R Y DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:F 18 ------------------------------------------------------------------------------=---------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT)' (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM ----------------------------------------------------------------------------------------------------------------------------------- FRAME # 1 DESCRIPTION EWDS 30'-0" 12'-4" 20 PSF, 80 MPH UBC 97 1.000 TO 12 MEMBER NO. 1 JOINT 1 - 2 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT NO. (FT) STRESS SEGS SIZE START END 1 10.48 55. 3 3.75 FT 11.88 IN 11.88 IN CONTROLLING ACTIONS WEB OUTER FL. THK. 5.000 X .188 .120 ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES --- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI NO.'(KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) 1 -1.09 -68.32 . -0.33 -5.11 -5.11 43.99 43.99 34.67 MEMBER NO. 2 JOINT 2 - 3 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. 1 15.00 55. 4 5.00 FT 11.88 IN 11.88 IN 5.000 X .188 .140 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES -=- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) 1 0.98 -130.44 0.28 -9.45 -9.45 33.00 33.00 28.90 MEMBER NO. 3 JOINT 4 - 3 --------------7------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB NO. (FT) STRESS SEGS .SIZE START END OUTER FL. THK. 1 15.00 55. 4 5.00 FT 11.88 IN 11.88 IN 5.000 X .188 .140 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) 1 -0.01 167.07 0.00 12.11 12.11 43.99 38.52 43.99 COMB. STRESS LOAD INNER FL. RATIO COND 5.000 X .188 0.539 13 --------------SHEAR-------------- FORCE ALLOW STRESS LOAD (KIPS) (KIPS) RATIO GOND. 1.19 17.20 0.069 2 COMB. STRESS LOAD INNER FL. RATIO 'GOND . 5.000 X .188- 0.336 1 --------------SHEAR-------------- FORCE ALLOW STRESS LOAD (KIPS) (KIPS) RATIO COND 2.•65 20.49 0.129 1 COMB. STRESS LOAD INNER FL. RATIO COND 5.000 X .188 0.314 12 -------------- SHEAR ------.-------- FORCE ALLOW STRESS LOAD (KIPS) (KIPS) RATIO COND 2.40 20.49 0.117 1 F I N A L FRAME D E S I G N - STRES S SUMMARY DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:F 19 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-•04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS ' 30'=0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 ------------------------------------------------------------------------------------------------------------------------------------ MEMBER NO. 4 JOINT 5 - 4 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 10.48 55. 3 3.75 FT 11.88 IN 11.88 IN 5.000 X .188 .120 5.000 X .188 0.314 12 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) `(KSI) (KSI) (KSI) (KSI) (KSI) .(KSI) (KIPS) (KIPS) RATIO COND 1 -2.05 158.80 -0.63 11.87 11.87 43.99 37.85 43.99 1.57 17.20 0.091 12 FRAME DES IGN - J O I N T D E F L E C T I O N S DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:,F 20 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) .(HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION ---------------------------------------------------------------'-------------------------------------------------------------------- EWDS 30'-0" 12'-4" 20 PSF 80 MPH UBC - 97 1.000 TO 12 POSITIVE DEFLECTION DIRECTION R H INCHES Horiz. Deflection to Right V 2---3---4 V INCHES Vertical Deflection Up +---H / 1 5 Z No. Loading Combination Cd 2H 2V 3H 3V 4H 4V 1 DL + LL N -0.091 -0.006 -0.064 -0.358 -0.036 -0.004 2 DL + WLL N 0.384. 0.003 0.372 0.151 0.360 0.001 3'DL + WLR N -0.309 0.002 -0.322 0.157 -0.334 0.002 4 DL + EQL/1.4 N 0.071 -0.001 0.077 -0.069 0.082 -0.001 5 DL + EQR/1.4 N -0.098 -0.001 -0.092 -0.069 -0.087 -0.001 12 DL + EWP N -0.661 0.001 -0.673 0.141 -0.684 0.003 13 DL + EWS N -0.661 0.001 -0.673 0.141 -0.684 0.003 FRAME DES IGN - M E M B E R D E F L E C T I O N S DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:F 21 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION ------------------------------------------------------------------------------------------------------------------------------------ EWDS 30'-0"• 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 POSITIVE DEFLECTION DIRECTION R H INCHES Horizontal to the Right V +-2-+-3-+ V INCHES Vertical Up, +---H 1 4 Z MAXIMUM MEMBER DEFLECTIONS MEMBER 1H MEMBER 2V MEMBER 3V, MEMBER 4H No. Loading Combination PT DEFL PT DEFL PT DEFL PT DEFL 1 DL + LL 3 -0.107 6 -0.358 5 -0.358 5 -0.036 2 DL + WLL 5 0.384 6 0.151 4 0.160 5 0.360 3 DL + WLR 5 -0.309 4 0.163 6 0.157 5 -0.334 4 DL + EQL/1.4 5 0.071 4 -0.070 6 -0.069 5 0.082 5 DL + EQR/1.4 5 -0.098 6 -0.069 4 -0.071 5 -0.087 12 DL + EWP 5 -0.661 3 0.179 6 0.141 5 =0.684 13 DL + EWS 5 -0.661 3 0.179 6 0.141 5 -0.684 c FINAL FRAME DESIGN - F R A M E L A Y O U T 7 8 DATE: 01/05/01 6 7 9 0 8 CADDS TIME: 11:17 AM --------------------------------------------------- ORDER # 069526 BUILDER - ------------------------------------------------------------------------------- NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 12'-4" ------------------------------------------------------------------------------------------------------------------------------------ 20 PSF 80 MPH UBC 97 1.000 TO 12 LEFT SIDE RIGHT SIDE SLOPE'(P/12.) = 1.000 SLOPE (P/12.) = 1.000 DIST. TO RIDGE = 15.000 FT. DIST. TO RIDGE = 15.000 FT. COLUMN OFFSET = 8.000 IN. COLUMN OFFSET = 8.000 IN. GIRT DEPTH = 8.000 IN. GIRT DEPTH = 8.000 IN. PURLIN DEPTH = 8.000 IN. (PURLIN UNINSULATED) PURLIN DEPTH = 8.000 IN. SPAN WIDTHS (LEFT TO RIGHT) SPAN 1 = 30.000 FT. -R- OV78700 OV78700 0 0 V V 7 7 8 8 6 7 9 0 8 2 1 FINAL FRAME DESIGN DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:F . 22 ---------------------------------- ORDER # 069526 ------------------------------------------------- BUILDER - NORTH VALLEY READY MIX BLDR ORDER --------------------------------------- # 01-01 BLDR ACCOUNT # --------- 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) . (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM ------------------------------------------------------------------------------------------------------------------------------------ FRAME # 2 DESCRIPTION LRF 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 EAVE HEIGHT = FRAME HEIGHT = COL. CLEAR HT. _ SLOPE (P/12.) _ SW R -BEAM OFFSET = DIST. TO RIDGE _ COLUMN OFFSET = GIRT DEPTH = PURLIN DEPTH = LEFT SIDE RIGHT SIDE 12.002 FT. F R A M E D E S I G N - G E N E R A L I N F O R M A T I O N 11.333 FT. DATE: 01/05/01 10.469 FT. 1.000 X 1.000 CADDS TIME: 11:17 AM 0.125 IN. 15.000 FT. 15.000 PAGE:F 23 ----------------------------------------------------------------------------------7------------------------------------------------ ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 IN. BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia 1 0 5 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM ----------------------------------------------------------------------------------------------------------------------------------- FRAME # 2 DESCRIPTION LRF 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12' EAVE HEIGHT = FRAME HEIGHT = COL. CLEAR HT. _ SLOPE (P/12.) _ SW R -BEAM OFFSET = DIST. TO RIDGE _ COLUMN OFFSET = GIRT DEPTH = PURLIN DEPTH = LEFT SIDE RIGHT SIDE 12.002 FT. 12.002 FT. 11.333 FT: 11.333 FT. 10.469 FT. 10.469 FT. 1.000 X 1.000 Z MX 0.125 IN. 0.125 IN. 15.000 FT. 15.000 FT. 8.000 IN. 8.000 IN. 8.000 IN. 8.000 IN. 8.000 IN. 8.000 IN. (PURLIN UNINSULATED) 0 --------------------- JOINT DATA --------------------- MOM. RELEASE K VALUES JOINT X-COORD Y-COORD DEGREE -OF -FREEDOM NUMBER FT FT X Y MZ Z MX 1 1.000 0.000 1 1 0 1 0 2 1.174 10.929 0 .0 0 1 0 3 15.000 12.082 0 0 0 0 0 4 28.826 10.929 0 0 0 1 0 5 29.000 0.000 1 1 0 1 0 (,0 = FREE 1 = FIXED-) SPAN NO. WIDTH MISCELLANEOUS PROPERTIES 1 = 30.000 FT MODULUS OF ELASTICITY = 29000 KSI CMX = 0.850 CMX(stepped column/no wind) = 0.950 CMY(pinned in minor axis) = 0.600 CMY(fixed in minor axis) = 0.400 ** P Delta Analysis ** ----- MEMBER DATA ---- MEMBER MOM. RELEASE K VALUES NUMBER JOINTS START END IN PLANE OUT OF PLANE 1 1- 2 0 0 1.50 1.00 2 2- 3 0 0 1.50 1.00 3 4- 3 0 0 1.50 1.00 4 5- 4 0 0 1.50 1.00 ( 1 = RELEASE 0 = NO RELEASE ) F R A M E D E S I G N - S E C O N D A R Y / B R A C E L O C A T I O N S DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:F 24 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) . (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 - DESCRIPTION LRF 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 ----------------------------------------------------------------------------------------------------------------------------------- DIST - Distance to secondary from the end of the member in FEET. BRACE - Minor axis secondary bracing code as follows: ACCUM - Distance to purlin from the low-sidewall'in FEET. O FL Outside flange only braced ID - B Base, G Girt, P Purlin, E Eave strut, O Other, O -IF Outside and Inside flange braced L Landmark 2000 truss purlin. O -SF Outside braced and inside Single flange brace MAJOR - Major axis brace point indicator. ( YES or NO ) NOTE: BRACE FORCE is the required support force (in kips) perpendicular to the flange COLUMN 1- 2 BRACE COLUMN 5- 4 BRACE ROOFBEAM 2- 3 BRACE ROOFBEAM 4- 3 BRACE DIST ID BRACE MAJOR FORCE DIST ID BRACE MAJOR FORCE DIST ACCUM ID BRACE FORCE DIST ACCUM ID BRACE FORCE 0.00 B O -IF YES 0.00 B O -IF YES 0.00 0.00 E O FL 0.00 0.00 E O FL 10.47 O .O -IF YES 7.50 G O FL NO 3.98 3.98 P O -SF 3.98 3:98 P O -SF 12.00 E O FL NO 10.47 O O -IF YES 8.98 8.98 P O FL 8.98 8.98 P O FL 12.00 E O FL NO 13.98 13.98 P O -SF 13.98 13.98 P O -SF GENERAL In general, forces and coordinates follow the right hand rule. The X axis is horizontal and posi- V tive to the right. The Y axis is vertical and posi- tive upward. The Z axis is normal to the X and Y axis, and is positive out of this plane. Positive +---H moments about the X, Y, and Z axis are counter- / clockwise as viewed looking toward the origin of the Z axis. APPLIED LOADS For load application, vertical and horizontal distances are measured from an origin point at the left structure line and the base of the left exterior column. UNIF - Uniformly distributed loads. These loads can be in X ( horizontal ), Y ( vertical ), or Z ( normal, out -of -plane ) direction. The magnitude of the load is kips/foot. The. distances are the location of the start and the end of the load, along the axis of the member. TAPR - Tapered distributed loads. The magnitude in kips/foot of each end of the load is given. Loads can be in the X, Y, or Z direction. Distances are measured along the axis of the member. CONC - Concentrated load. This load can be a force in the X or Y direction or a moment about the Z axis. The location of the load d s measured along the member. The load exists at the neutral axis of the member, or at the outer or inner flange of the member. MCONC - Moment producing concentrated load. This load type is similiar to a concentrated load except the location of the load is given in global coordinates, and can exist off the member. ZCONC - Out -of -plane concentrated load. This load can be a moment about the global X or Y axis, or a force in the,Z axis direction. SCRAN - Special load for crane loads. :This is similiar to the MCONC load except that the moment is in the minor axis direction of the member and is supported by only one flange. DISTANCE TO SECONDARY MEMBERS AND ANALYSIS POINTS Columns use the vertical distance measured from the base plate of the column. Roofbeams use the horizontal distance measured from the start of the member. In the case of exterior roofbeams, the start of the member is at the exterior structure line.. MEMBER FORCES Positive axial force, the member is in compression. Positive shear force, outward force on the end of the member. Positive moment, compression on the outer flange. FRAME REACTIONS Reactions use the. global coordinate system: A positive horizontal (H) force is to the right. A positive vertical (V) force is upwards. A positive in -plane moment (M) is counter- clockwise in the X -Y plane. A positive out -of -plane force (Z) is out of the X -Y plane. A positive out -of -plane moment (MX) is counter clockwise about the X axis ( near side rotating down ). F R A M E D E S I G N - C O N V E N T I'O N S DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:F 25 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM ----------------------------------------------------------------------------------------------------------------------------------- FRAME # 2 DESCRIPTION LRF 30'-0" 12'-4" 20 PSF .80 MPH UBC 97 ' 1.000 T0.12 GENERAL In general, forces and coordinates follow the right hand rule. The X axis is horizontal and posi- V tive to the right. The Y axis is vertical and posi- tive upward. The Z axis is normal to the X and Y axis, and is positive out of this plane. Positive +---H moments about the X, Y, and Z axis are counter- / clockwise as viewed looking toward the origin of the Z axis. APPLIED LOADS For load application, vertical and horizontal distances are measured from an origin point at the left structure line and the base of the left exterior column. UNIF - Uniformly distributed loads. These loads can be in X ( horizontal ), Y ( vertical ), or Z ( normal, out -of -plane ) direction. The magnitude of the load is kips/foot. The. distances are the location of the start and the end of the load, along the axis of the member. TAPR - Tapered distributed loads. The magnitude in kips/foot of each end of the load is given. Loads can be in the X, Y, or Z direction. Distances are measured along the axis of the member. CONC - Concentrated load. This load can be a force in the X or Y direction or a moment about the Z axis. The location of the load d s measured along the member. The load exists at the neutral axis of the member, or at the outer or inner flange of the member. MCONC - Moment producing concentrated load. This load type is similiar to a concentrated load except the location of the load is given in global coordinates, and can exist off the member. ZCONC - Out -of -plane concentrated load. This load can be a moment about the global X or Y axis, or a force in the,Z axis direction. SCRAN - Special load for crane loads. :This is similiar to the MCONC load except that the moment is in the minor axis direction of the member and is supported by only one flange. DISTANCE TO SECONDARY MEMBERS AND ANALYSIS POINTS Columns use the vertical distance measured from the base plate of the column. Roofbeams use the horizontal distance measured from the start of the member. In the case of exterior roofbeams, the start of the member is at the exterior structure line.. MEMBER FORCES Positive axial force, the member is in compression. Positive shear force, outward force on the end of the member. Positive moment, compression on the outer flange. FRAME REACTIONS Reactions use the. global coordinate system: A positive horizontal (H) force is to the right. A positive vertical (V) force is upwards. A positive in -plane moment (M) is counter- clockwise in the X -Y plane. A positive out -of -plane force (Z) is out of the X -Y plane. A positive out -of -plane moment (MX) is counter clockwise about the X axis ( near side rotating down ). BUILDING USE AND LOCATION STATE = CALIFORNIA COUNTY = BUTTE (INLAND) USE CATEGORY 4 (GENERAL USE) TERRAIN CAT/WIND EXP = B APPLIED LOADINGS BUILDING CODE = UBC - 1997 DEAD LOAD (DL ) = 2.220 PSF + FRAME DL COLLATERAL LOAD (CLL) = 0.000 PSF ROOF LIVE LOAD (LL ) = 20.000 PSF Roof Exposure Thermal Condition COEFFICIENTS LEFT CANOPY/OVERHANG LEFT ROOF RIGHT ROOF = Partially Exposed Roof = Normal TRIBUTARY LOAD FACTOR 80.00% 80.00% 80.00% MIN COUNTY GROUND SNOW LOAD MIN County Rain on Snow LOAD F R A M E D E S I G N - L O A D S U M M A R Y 1.25 DATE: 01/05/01 1.25 20.00 CADDS TIME: 11:17 AM PAGE:F 26 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION •LRF 30'-0" ----------------------------------------------------------------------------------------------------------------------------------- 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 GENERAL BUILDING INFORMATION DESIGN BAY = 20.000 FT. TOTAL BUILDING LENGTH = 40.000 FT. PANELS TYPE DESCRIPTION WEIGHT LEFT SIDEWALL OPEN ROOF BRII 28STL 2.22 PSF (INCLUDING ALLOWANCE FOR SECONDARIES) RIGHT SIDEWALL BRII .26STL 0.87 PSF CANOPY / OVERHANG / WIDTH -EXTENSION LEFT SIDEWALL _ = 5.000 FT. CANOPY CONN DETAIL 0327 BUILDING USE AND LOCATION STATE = CALIFORNIA COUNTY = BUTTE (INLAND) USE CATEGORY 4 (GENERAL USE) TERRAIN CAT/WIND EXP = B APPLIED LOADINGS BUILDING CODE = UBC - 1997 DEAD LOAD (DL ) = 2.220 PSF + FRAME DL COLLATERAL LOAD (CLL) = 0.000 PSF ROOF LIVE LOAD (LL ) = 20.000 PSF Roof Exposure Thermal Condition COEFFICIENTS LEFT CANOPY/OVERHANG LEFT ROOF RIGHT ROOF = Partially Exposed Roof = Normal TRIBUTARY LOAD FACTOR 80.00% 80.00% 80.00% MIN COUNTY GROUND SNOW LOAD MIN County Rain on Snow LOAD NET ROOF LOAD COEFF (PSF) 1.25 20.00 1.25 20.00 1.25 20.00 0 PSF INCLUDES 1.00 IMPORTANCE FACTOR 0.0 PSF UNBALANCED SNOW LOADS (SLL), (SLR) ROOF LIVE LOAD (LL ) = 20.000 PSF COEFFICIENTS LEFT CANOPY/OVERHANG LEFT ROOF RIGHT ROOF WIND LOADS WIND LOAD LEFT WIND LOAD RIGHT WIND UPLIFT WIND LOAD CASE WIND ENCLOSURE COEFFICIENTS TRIBUTARY LOAD FACTOR 80.00% 80.00. 80.00. = 80.000 MPH ( 10.000 PSF) = 80.000 MPH ( 10.000 PSF) = 80.000 MPH ( 10.000 PSF) = 1 OPEN F R A M E D E S I G N - L 0 A D S U M M A R Y LEFT SIDEWALL 1.000(PRESSURE) DATE: 01/05/01 -1.500(SUCTION ) RIGHT ROOF -1.500(SUCTION ) RIGHT SIDEWALL -0.625(SUCTION ) CADDS TIME: 11:17 AM' (EWP) SIDEWALLS -0.875(SUCTION ) ROOF -1.500(SUCTION ) SIDEWALL CANOPY/OVERHANG PAGE:F 27 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM ----------------------------------------------------------------------------------------------------------------------------------- FRAME # 2 DESCRIPTION LRF 30'-0" 12'-4" 20 PSF 80 MPH UBC 97. 1.000 TO 12 UNBALANCED SNOW LOADS (SLL), (SLR) ROOF LIVE LOAD (LL ) = 20.000 PSF COEFFICIENTS LEFT CANOPY/OVERHANG LEFT ROOF RIGHT ROOF WIND LOADS WIND LOAD LEFT WIND LOAD RIGHT WIND UPLIFT WIND LOAD CASE WIND ENCLOSURE COEFFICIENTS TRIBUTARY LOAD FACTOR 80.00% 80.00. 80.00. = 80.000 MPH ( 10.000 PSF) = 80.000 MPH ( 10.000 PSF) = 80.000 MPH ( 10.000 PSF) = 1 OPEN LOAD WIND FROM LEFT COEFF (WLL) LEFT CANOPY/OVERHANG -1.500(SUCTION ) LEFT SIDEWALL 1.000(PRESSURE) LEFT ROOF -1.500(SUCTION ) RIGHT ROOF -1.500(SUCTION ) RIGHT SIDEWALL -0.625(SUCTION ) ENDWALL WIND PRESURE (EWP) SIDEWALLS -0.875(SUCTION ) ROOF -1.500(SUCTION ) SIDEWALL CANOPY/OVERHANG -1.500(SUCTION ) LOAD NET ROOF LOAD COEFF (PSF) 2.50 40.00 1.25 20.00 1.25 20.00 MIN COUNTY WIND SPEED = 76 MPH INCLUDES 1.00 IMPORTANCE FACTOR WIND FROM RIGHT (WLR) -0.875(SUCTION ) -0.625(SUCTION ) -1.500(SUCTION ) -1.500(SUCTION ) 1.000(PRESSURE) ENDWALL WIND SUCTION (EWS) -0.875(SUCTION ) -1.500(SUCTION ) -1.500(SUCTION ) INTERNAL PRESSURE (IP ) 0.000 0.000 0.000 0.000 INTERNAL SUCTION (IS ) 0.000 0.000 0.000 0.000 O F R A M E D E S I G N - L O A D S U M M A R Y DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:F 28 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526- BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" ----------------------------------------------------------------------------------------------------------------------------------- 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SEISMIC LOADS (EQ ) PERCENT SNOW LOAD = 0.000% Seismic W - LEFT CANOPY/OVERHANG = 4.220 PSF Seismic W - LEFT ROOF = 4.220 PSF , Seismic W - RIGHT ROOF = 4.220 PSF SEISMIC ZONE = 3 R FACTOR = 4.500 MIN CTY SEISMIC ZONE = 3 I FACTOR = 1.000 Na LATERAL FACTOR = 1.000 STORY DRIFT LIMIT = 0.025 SOIL PROFILE = D P DELTA LIMIT = 0.100 Nv FACTOR = 1.000 OMEGAO DEFLECT AMPLIF FACTOR = 2.800 Ct FACTOR _. "0.035 T FACTOR = 0.230 Ca FACTOR = 0.360 Cv FACTOR = 0.540 . p FACTOR = 1.000 NET SEISMIC FACTOR _ 0.200 Maximum P Delta Stability Coefficient = 0.01, Associated Load Combination 04 O F R A M E D E S I G N - L O A D C O M B I N A T I O N S DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:F 29 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN --------------------------------------------------------- SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 7--------------------------------------------------------------------------- 12'-4" 20 PSF . 80 MPH UBC 97 1.000 TO 12 LCN LOAD DESCRIPTION STRESS MEMB P DELTA DESIGN LOADING GRP LOADING GRP LOADING GRP LOADING GRP LOADING GRP INCREASE STR LAT LONG CATEGORY PERCENT PERCENT PERCENT PERCENT PERCENT 1 DL + LL 1.000 N. N N Std Des 100.00 DL 100.00 LL 2 DL + WLL 1.333 N N N Std Des 100.00 DL 100.00 WLL 3 DL + WLR 1.333 N N N Std Des 100.00 DL 100.00 WLR 4 DL + EQL/1.4 1.333 N Y N Std Des 100.00 DL 72.00 EQ 5 DL + EQR/1.4 1.333 N Y N Std Des 100.00 DL -72.00 EQ 6 PDL+0.70PL+2.80EQL 1.700 Y N N Axial C 100.00 DL 70.00 LL 280.00 EQ 7 PDL+0.70PL+2.SOEQR 1.700 Y N N Axial C 100.00 DL 70.00 LL -280.00 EQ 8 0.85PDL + 2.80EQL 1.700 Y N N Axial T 85.00 DL 280.00 EQ 9 0:85PDL + 2.80EQR 1.700 Y N N Axial T 85.00 DL -280.00 EQ 10 DL +2.80EQL 1.700 Y N N Conns 100.00 DL 280.00 EQ 11 DL +2.80EQR 1.700 Y N N Conns 100.00 DL -280.00 EQ 12 DL + EWP 1.333 N N N Std Des 100.00 DL 100.00 EWP LOAD CASE (DL ) DEAD LOAD LOAD MEMBER F R A M E D E S I G N - A P P L I E D L 0 A D S LOADS DATE: 01/05/01 DIRECTION/ LABEL NO (START -END) TYPE FT CADDS TIME: 11:17 AM Y 'Z LOCATION DL PAGE:F 30 -----------------------------------------------7------------------------------------------------------------------=---------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 -0.056 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia 30.00 0.000 (TYPE) (WIDTH) ..(HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) CDL DESIGN ----------------------------------------------------------------------------------------------------------------------------------- SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 KIP LOAD CASE (DL ) DEAD LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y 'Z LOCATION DL 2 2 - 3 UNIF 0.00, 15.00 0.000 K/FT -0.056 K/FT 0.000 K/FT DL 3 4 - 3 UNIF 15.00 30.00 0.000 K/FT -0.056 K/FT 0.000 K/FT CDL 2 2 - 3 MCONC 0.00 11.00 0.000 KIP -0.278 KIP 8.325 IN -K LOAD CASE (LL ) LIVE LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION LL 2. 2 - 3 UNIF 0.00 15.00 0.000 K/FT -0.400 K/FT 0.000 K/FT LL 3 4 - 3 UNIF 15.00' 30.00 0.000 K/FT -0.400 K/FT 0.000 K/FT CLL 2 2 - 3 •. MCONC 0.00 11.00 0.000 KIP -2.000 KIP 60.000 IN -K LOAD CASE (WLL) WIND LOAD LEFT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT. X Y Z LOCATION WLL 1 1 - 2 UNIF 0.00 12.00 0.200 K/FT 0.000 K/FT 0.000 K/FT WLL 2 2 - 3 UNIF 0.00 15.00 -0.300 K/FT 0.300 K/FT 0.000 K/FT WLL 3 4 - 3 UNIF 15.00 30.00 0.300 K/FT 0.300 K/FT 0.000 K/FT WLL 4 5 - 4 UNIF 0.00 12.00 0.125 K/FT 0.000 K/FT 0.000 K/FT CWLL 2 2 - 3 MCONC 0.00 11.00. 0.000 KIP 1.500 KIP -45.000 IN -K LOAD CASE (WLR) WIND LOAD RIGHT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION WLR 1 1 - 2 UNIF 0.00 12.00 -0.125 K/FT 0.000 K/FT 0.000 K/FT WLR 2 2 - 3 UNIF 0.00 15.00 -0.300 K/FT 0.300 K/FT 0.000 K/FT WLR 3 4 - 3 UNIF 15.00 30.00 0.300 K/FT 0.300 K/FT 0.000 K/FT WLR 4 5 - 4 UNIF 0.00 12.00 -0.200 K/FT 0.000 K/FT 0.000 K/FT CWLR 2 2 - 3 MCONC 0.00 11.00 0.000 KIP 0.875 KIP -26.250 IN -K F R A M E D E S I G N - A P P L I E D L 0 A D S DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:F 31 ---------- -------------------------------- ORDER # 069526 --------------------------------------------------------------------------`------------- BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 - BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia .(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 2 DESCRIPTION LRF 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 LOAD CASE (EQ ) SEISMIC LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION EQ 2 2 - 3 CONC 0.00 0.253 KIP 0.000 KIP 0.000 IN -K Outside flange EQ 3 4 - 3 CONC 30.00 0.253 KIP 0.000 KIP 0.000 IN -K Outside flange EQ 4 5 - 4 UNIF 0.00 12.00 0.003 K/FT 0.000 K/FT 0.000 K/FT CEQ 2 2 - 3 MCONC 0,.00 11.00 0.084 KIP 0.000 KIP 0.000 IN -K LOAD CASE (SLL) MIN SNOW LOAD LEFT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION SLL 2 2 - 3 UNIF 0.00 15.00 0.000 K/FT -0.400 K/FT 0.000 K/FT CSLL 2 2 - 3 'MCONC 0.00 11.00 0.000 KIP -2.000 KIP 60.000 IN=K LOAD CASE (SLR) MIN SNOW LOAD RIGHT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION SLR 3 4 - 3 UNIF 15.00 30.00 0.000 K/FT -0.400 K/FT 0.000 K/FT LOAD CASE (EWP) EW WIND PRESSURE LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/. LABEL NO (START -END) TYPE FT FT X Y Z LOCATION EWP 1 1 - 2 UNIF 0.00 12.00 -0.175 K/FT 0.000 K/FT 0.000 K/FT EWP 2 2 - 3 UNIF:. 0.00 15.00 -0.300 K/FT 0.300 K/FT 0.000 K/FT EWP 3 4 - 3 UNIF 15.00 30.00 0.300 K/FT 0.300 K/FT 0.000 K/FT EWP 4 5 - 4 UNIF 0.00 12.00 0.175 K/FT 0.000 K/FT 0.000 K/FT CEWP 2 2 - 3 MCONC 0.00 11.00 0.000 KIP 1.500 KIP -45.000 IN -K RKL 3 4 - 3 CONC 30.00 -1.900 KIP 0.000 KIP 0.000 IN -K Outside flange LOAD CASE (EWS) EW WIND SUCTION LOAD F R A M E D E S I G N - A P P L I E D L O A D S DATE: 01/05/01 DIRECTION/ LABEL NO CADDS TIME: 11:17 AM FT- FT X Y PAGE:F 32 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01• 1 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME -JOHN STARR ENGR GRP - Visalia 0.000 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR). (SLOPE) UNIF DESIGN SYSTEM ----------------------------------------------------------------------------------------------------------------------------------- FRAME # 2 DESCRIPTION LRF 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 0.000 LOAD CASE (EWS) EW WIND SUCTION LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT- FT X Y Z LOCATION EWS 1 1 - 2 UNIF 0.00 12.00 -0.175 K/FT 0.000 K/FT 0.000 K/FT EWS 2 2 - 3 UNIF 0.00 15.00 -0.300 K/FT. 0.300 K/FT 0.000 K/FT EWS 3 4 - 3 UNIF 15.00 30.00 0.300 K/FT 0.300 K/FT 0.000 K/FT EWS 4 5 - 4 UNIF 0.00 12.00 0.175 K/FT 0.000 K/FT 0.000 K/FT CEWS 2 2 - 3 MCONC 0.00 11.00 0.000 KIP 1.500 KIP -45.000 IN -K RKL 3 4 - 3 CONC 30.00 -1.900 KIP 0.000 KIP .0.000 IN -K Outside flange LOAD CASE (PDE) P Delta Unit Story S LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION C 1 1 1 - 2 CONC 0.00 -0.500 KIP 0.000 KIP 0.000 IN -K Neutral axis C 1 1 1 - 2 CONC 10.93 0.500 KIP 0.000 KIP 0.000 IN -K 'Neutral axis C 4 4 5 - 4 CONC 0.00 -0.500 KIP 0.000 KIP 0.000 IN -K Neutral axis. C 4 4 5 - 4 CONC 10.93 0.500 KIP 0.000 KIP 0.000 IN -K Neutral axis F R A M E D E S I G N - S E C T I O N P R O P E R T I E S DATE: 01/05/01 CADDS TIME: 11:17 ----------------------------------------------------------------------------------------------------------------------------------- AM PAGE:F 33 ORDER # 069526 BUILDER - NORTH VALLEY.READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia. (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM ----------------------------------------------------------------------------------------------------------------------------------- FRAME # 2 DESCRIPTION LRF 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 MEMBER NO. 1 JOINTS 1 - 2 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.188 WEB = 0.120 INNER FLANGE = 5.000 X 0.188 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 0.00 8.00 2.79 33.12 3.92 1.34 1.34 4.22 1.14 1.32 1.32 10.64 10.64 63.53 10.47 10.47. 2 3.49 9.33 2.95 46.49 3.92 1.32 1.32 4.22 1.14 1.32 1.32 10.64 10.64' 74.64 10.47 10.47 3 6.98 10.67 3.11 62.49 3.92 1.31 1.31 4.22 1.14 1.32 1.32 10.64 10.64 85.74 10.47 10.47 4 10.46 .12.00 3.27 81.26 3.92 1.29 1.29 4.22 1.14 1.32 1.32 10.64 10.64 96.85 10.47 10.47 MEMBER NO. 2 JOINTS 2 - 3 SECTION NO. 1 OUTER FLANGE = 5..000 X 0.250 WEB = 0.140 INNER FLANGE = 5.000 X 0.250 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 1.58 12.00 4.11 104.05 5.21 1.31 1.31 5.03 1.13 1.31 1.31 9.60 9.60 82.14 4.00 2.41 2 3.98 12.00 4.11 104.05 5.21 1.31 1.31 5.03 1.13 1.31 1.31 9.60 9.60 82.14 5.02 10.03 3 8.98 .12.00 4.11 104.05 5.21 1.31 1.31 5.03 1.13 1.31 1.31 9.60 9.60 82.14 5.02 10.03 4 13.98 12.00 4.11 104.05 5.21 1.31 1.31 5.03 1.13 1.31 1.31 9.60 9.60 82.14 5.02 10.03 5 14.96 12.00 4.11 104.05 5.21 1.31 1.31 5.03 1.13• 1.31 1.31 9.60 9.60 82.14 1.96 1.96 MEMBER NO. 3 JOINTS 4 - 3 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.250 WEB = 0.140 INNER FLANGE = 5.000 X 0.250 ANAL SEC DIST DEPTH AREA IX . IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO. (FT) (FT) 1 1 1.58 12.00 4.11 104.05 5.21 1.31 1.31 5.03 1.13 1.31 1.31 9.60 9.60- 82.14 4.00 2.41 2 3.98 12.00 4.11 104.05 5.21 1.31 1.31 5.03 1.13 1.31 1.31 9.60 9.60 82.14 5.02 10.03 3 8.98 12.00 4.11 104.05 5.21 1.31 1.31 5.03 1.13 1.31 1.31 9.60 9.60 82.14 5.02 10.03 4 13.98 12.00 4.11 104.05 5.21 1.31 1.31 5.03 1.13 1.31 1.31 9.60 9.60 82.14 5.02 10.03 5 14.96 12.00 4.11 104.05 5.21 1.31 1.31 5.03 1.13 1.31 1.31 9.60 9.60 82.14 1.96 1.96 MEMBER NO. 4 JOINTS 5 - 4 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.188 WEB = 0.120 INNER FLANGE = 5.000 X 0:188 ANAL SEC DIST DEPTH AREA IX IY RTO. RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 0.00 8.00 2.79 33.12 3.92. .1.34 1.34 4.22 1.15 1.32 1.32 10.03 10.64 63.53 7.50 10.47 2 3.75 9.43 2.97 47.60 3.92 1.32 1.32 4.22 1.15 1.32 1.32 10.03 10.64 75.47 7.50 10.47 3 7.50 10.87 3.14 65.13 3.92 1.31 1.31 4.22 1.15 1.32 1.32 10.03 10.64 87.41 7.50 10.47 4 10.46 12.00 3.27 81.26 3.92 1.29 1.29 4.22 1.11 1.30 1.32 12.16 10.64 96.85 2.97 10.47 F R A M E D E S I G N 7 C O N T R O L L I N G S T R E S S DATE: 01/05/01 CADDS TIME: 11;17 AM PAGE:F 34 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ------------------------------------------------------------------------------------------------------------------------------------ SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 COLUMN 1 - 2 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 8.00 2.79 8.28 8.28 9.74 0.00 32.61 26.37 33.00 2.92 22.69 0.99 1.00 1.75 0.11 0.00 0.00 0.11 1 2 2 9.33 2.95 9.96 9.96 9.74 -65.52 12.25 33.00 26.37 -1..57 16.72 0.88 1.00 1.75 0.27 0.20 0.22 0.49 1 1 3 10.67 3.11 11.72 11.72 9.70 -131.05 12.25 33.00 26.37 -1.57 14.47 0.87.1.001.75 0.25 0.34 0.38 0.631 1 4* 12.00 3.27 13.55 13.55 9.67 -196.62 12.25 33.00 26.37 -1.57 12.76 0.86 1.00 1.75 0.24 0.44 0.49 0.73 1 1 ROOF BEAM 2 - 3 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 4.11 17.34 17.34 2.25 -284.66 33.00 33.00 32.31 6.25 20.70 0.98 1.00 1.40 0.02 0.50 0.51 0.52 1 1 2 12.00 4.11 17.07 17.07 -1:01 166.82 43.99 43.07 43.99 6.24 20.70 0.98 1.00 1.78 0.01 0.23 0.24 0.25 2 1 3 12.00 4.11 17.34 17.07 -0.89 -143.04 43.99 43.99 26.60 4.16 20.70 0.98 1.00 1.00 0.00 0.21 0.32 0.32 3 1 4 12.00 4.11 17.07 17.07 1.88 253.84 33.00 32.31 33.00 1.82 20.70 0.98 1.00 1.25 0.01 0.46 0.49 0.47 1 1 5* 12.00 4.11 17.34 17.34 1.74 254.82 33.00 32.31 33.00 -0.190 27.60 0.98 1.00 1.00 0.01 0.45 0.45 0.47 1 2 ROOF BEAM 4 - 3 AXIAL -ALLOW. STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 4.11 17.34 17.34 2.20 -193.27 33.00 33.00 32.31 5.68 20.70 0.98 1.00 1.59 0.02 0.34 0.34 0.36 1 1 2 12.00 4.11 17.07 17.07 -0.84 -93.74 43.99 43.99 26.60 5.67 20.70 0.98 1.00 1.00 0.00 0.13 0.21 0.21 2 1 3 12.00 4.11 17.34 17.07 2.03 186.09 33.00 32.31 33.00 3.60 20.70 0.98 1.00 1.93 0.01 0.33 0.33 0.35 1 1 4 12.00 4.11 17.07 17.07 1.83 260.51 33.00 32.31 33.00 1.26 20.70 0.98 1.00 1.15 0.01 0.47 0.50 0.49 1 1 5* 12.00 4.11 17.34 17.34 1.69 254.82 33.00 .32.31 33.00 1.08 27.60 0.98 1.00 1.01 0.01 0.45 0.45 0.47 1 .2 F R A M E D E S I G N - C O N T R O L L I N G S T R E S S DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:F 35 --------------------------------------------------------------=------------------------------------------------------=------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 2 DESCRIPTION LRF 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 COLUMN 5 - 4 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA. CB, O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 8.00 2.79 8.28 8.28 6.89 0.00 32.61 31.43 33.00 2.94 22.69 0.99 1.00 1.75 0.08 0:00 0.00 0.08 1 3 2 9.43 2.97 10.09 10.09 6.89 -72.48 19.02 33.00 26.37 2.19 22.03.0.88 1.00 1.75 0.12 0.22 0.24 0.36 1 3 3 10.87 3.14 11.99 11.80. 6.85 -144.98 33.00 33.00 26.37 2.43 18.91 0.87 1.00.1.75 0.07 .0.40 0.47. 0.53 1 12 4* 12.00 3.27 13.55 13.55 6.81 -202.31 33.00 33.00 26.37 2.43 17.01 0.86 1.00 1.75 0.06 0.45 0.57 0.63 1 12 F R A M E D E S I G N - W E L D S U M M A R Y DATE: 01/05/01 CADDS TIME: 11:17 AM ----------------------------------------------------------------------------------------------------------------------------------- PAGE:F 36 .ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM ------------------------------------------------------------------7--------------------------------------7------------------------- FRAME # 2 DESCRIPTION LRF 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 PART WEB WEB FLG-TO-WEB FILLET ALLOW CONTROLLING NO. SECT THK STRESS SIZE SHEAR MEMB ANAL LOAD (IN) .(KIPS/IN) (KIPS/IN) NO. PT COND OV78688 1 0.120 0.244 1/8 2.620 4 1 3 OV78690 1 0.140 0.441 1/8 2.620 2 1 1 THE FLANGE -TO -WEB SHEAR VALUES SHOWN HAVE BEEN ADJUSTED FOR WIND LOAD TO SHOW THE EQUIVALENT LIVE LOAD e THE CONTROLLING COMBINATIONS SHOWN ABOVE ARE BASED ON THE MAXIMUM TENSION IN THE FLANGES FOR AXIAL PLUS BENDING THE FORCES GIVEN ARE MEMBER FORCES ALONG THE NEUTRAL AXIS F I N A L F R A M E D E S I G N - S P L I C E S U M M A'R Y DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:F 37 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)- SLOPE)-DESIGN DESIGN ---------•-------------------------------------------------------------------------------------------------------------------------- SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE LOCATION MEMBER ANALYSIS CONTROLLING AXIAL SHEAR MOMENT NO TYPE MOD SEQ NO. PT. LOAD COMBINATION KIPS KIPS IN -KIPS O1 COLUMN 00 1 1 1 DL + WLL -5.56 3.00 0.00' DL + WLL -5.56 3.00 0.00; 02 2 4 DL + WLL -5.68 1.80 215.33 DL + LL 9.64- -1.72 -196.62 03 COLUMN O1 1 4 1 DL + WLR -4.11 3.00 0.00 DL + WLR -4.11 .3.00 0.00 04 2 4 DL + WLR -4.23 1.05 232.09 DL + LL 6.79 -1.72 -202.31 05 BEAM O1 1 2 0 DL + EWP 0.00 1.22 36.67 DL + LL 0.00 -2.28 -68.32 06 2 5 DL + LL 1.74 0.15 254.82 DL + WLR -0.91 0.85 -129.51 THE CONTROLLING COMBINATIONS SHOWN ABOVE ARE BASED ON THE MAXIMUM TENSION IN THE FLANGES FOR AXIAL PLUS BENDING THE FORCES GIVEN ARE MEMBER FORCES ALONG THE NEUTRAL AXIS POSITIVE REACTION DIRECTION R H KIPS Horizontal Force to Right V 2---3---4 V. KIPS Vertical Force Up +---H / 1 5 Z ** P Delta Analysis Performed ** No. Loading Combination 1H 1V 5H 5V Sum H Sum V 1 F R A M E D E S I G N - R E A C T I O N S 6.86 0.00 DATE: 01/05/01 2 DL + WLL -3.00 -5.56 -0.90 CADDS TIME: 11:17 AM ----------------------------------------------------------------------------------------------------------------------------------- -7.93 3 DL + WLR 0.90 -3.19 PAGE:F 38 ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP .- Visalia 0.50 1.64 (TYPE) (WIDTH) (HEIGHT) (LIVE) , (WIND) (CODE/YEAR) (SLOPE) PDL+0.70PL+2.80EQL DESIGN SYSTEM ----------------------------------------------------------------------------------------------------------------------------------- FRAME # 2 DESCRIPTION LRF 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 7 POSITIVE REACTION DIRECTION R H KIPS Horizontal Force to Right V 2---3---4 V. KIPS Vertical Force Up +---H / 1 5 Z ** P Delta Analysis Performed ** No. Loading Combination 1H 1V 5H 5V Sum H Sum V 1 DL + LL 1.72 9.71 -1.72 6.86 0.00 16.57 2 DL + WLL -3.00 -5.56 -0.90 -2.36 -3.90 -7.93 3 DL + WLR 0.90 -3.19 3.00 -4.11 3.90 -7.30 4 DL + EQL/1.4 0.05 1.28 -0.50 1.29 -0.45 2.57 5 DL + EQR/1.4 0.50 1.64 -0.04 0.94 0.45 2.57 6 PDL+0.70PL+2.80EQL not applicable 7 PDL+0.70PL+2.80EQR not applicable 8 0.85PDL + 2.80EQL not applicable 9 0.85PDL + 2.80EQR, not applicable 10 DL +2.80EQL not applicable 11 DL +2.80EQR not applicable 12 DL + EWP 1.11 -3.96 0.79 -3.97 1.90 -7.93 ID Load Case 1H 1V 5H 5V Sum H Sum V DL DEAD LOAD 0.27 1.46 -0.27 1.11 0.00 2.57 LL LIVE LOAD 1.45 8.25 -1.45 5.75 0.00 14.00 WLL WIND LOAD LEFT -3.28 -7.02 -0.62 -3.48 -3.90 -10.50 WLR WIND LOAD RIGHT 0.62 -4.65 3.28 -5.23 3.90 -9.88 EQ SEISMIC LOAD -0.31 -0.25 -0.32 0.25" -0.63' 0.00 SLL MIN SNOW LOAD LEFT 0.61 6.86 -0.61 1.14 0.00 8.00 SLR MIN SNOW LOAD RIGHT 0.83 1.39 -0.83 4.61 0.00 6.00 EWP EW WIND PRESSURE 0.84 -5.42 1.06 -5.08 1.90 -10.50 EWS EW WIND•SUCTION 0.84 -5.42 1.06 -5.08 1.90 -10.50 PDE P Delta Unit Story S 0.00 -0.39 0.00 0.39 0.00 0.00 FINAL FRAME DESIGN - STRES S SUMMARY DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:F 39 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ.NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 ----------------------------------------------------------------------------------------------------------------------------------- MEMBER NO. 1 JOINT 1 - 2 ----------------------------- - ---- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND. 1 10.47 55. 3 3.49 FT 8.00 IN 12.00 IN 5.000 X .188 .120 5.000 X .188 0.728 1 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KS I) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND. 1 9.67 -196.62 2.95 -14.52 -14.52 12..25 33.00 26.37 2.92 22.69 0.128 2 MEMBER NO. 2 JOINT 2 - 3 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG NO. (FT) STRESS SEGS SIZE.. 1 15.00 55. 4 5.00 FT CONTROLLING ACTIONS ---AXIAL--- SECT. FORCE MOMENT NO. (KIPS) (IN -KIP) 1 2.25 -284.66 DEPTH AT DEPTH AT START END 12.00 IN 12.00 IN ---MAXIMUM STRESSES --- AXIAL FBO FBI (KSI) (KSI) (KSI) 0.55 -16.42 -16.42 MEMBER NO. 3 JOINT 4 - 3 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG NO. (FT) STRESS SEGS SIZE 1 15.00 55. 4 5.00 FT CONTROLLING ACTIONS ---AXIAL--- SECT. FORCE MOMENT NO. (KIPS) (IN -KIP). 1 1.83 260.51 WEB OUTER FL. THK. 5.000 X .250 .140 ---ALLOWABLE STRESSES --- FA FBO FBI (KSI) (KSI) (KSI) 33.00 33.00 32.31 DEPTH AT DEPTH AT START END 12.00 IN 12.00 IN ---MAXIMUM STRESSES --- AXIAL FBO FBI (KSI) (KSI) (KSI). 0.45 15.26 16.49 WEB OUTER FL. THK. 5.000 X .250 .140 ---ALLOWABLE STRESSES --- FA FBO FBI (KSI) (KSI) (KSI) 33.00 32.31 33.00 COMB. STRESS LOAD INNER FL. RATIO COND 5.000 X .250 0.525 1 ---------------SHEAR-------------- FORCE ALLOW STRESS LOAD (KIPS). (KIPS) RATIO COND 6.25 20.70 0.302 1 COMB. STRESS LOAD INNER FL. RATIO COND 5.000 X .250 0.486 1 ----------=---SHEAR-------------- FORCE ALLOW STRESS LOAD (KIPS) (KIPS) RATIO COND 5.68 20.70 0.274 1 FINAL FRAME DESIGN - STRES S SUMMARY DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:F 40 ----------------------_------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 --------------------------------------------------------------- --------------------------------------------------------------------- MEMBER NO. 4 JOINT 5 - 4 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 10.47 55. 3 3.75 FT • 8.00 IN 12.00 IN 5.000 X .188 .120 5.000 X .188 0.629 1 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 6.81 -202.31 2.08 -14.94 -14.94 33.00 33.00 26.37 2.43 17.01 0.143 12 FRAME DES IGN - J O I N T D E F L E C T I O N S 3V 4H DATE: 01/05/01 1 DL + LL N -0.165 -0.012 CADDS TIME: 11:17 AM -0.046 -0.011 2 DL + WLL N PAGE:F 41 -----------------------------------------------------------------------------------------------------7----------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 3 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia 4 (TYPE) ' (WIDTH) (HEIGHT) (LIV.E) (WIND) (CODE/YEAR) (SLOPE) -0.120 DESIGN SYSTEM FRAME # 2 DESCRIPTION ----------------------------------------------------------------------------------------------------------------------------------- LRF 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 0.000 POSITIVE DEFLECTION DIRECTION -0.120 R -0.004 12 DL + EWP N H .INCHES Horiz. Deflection to Right V 2---3---4 0.342 -0.579 -0.003 V INCHES Vertical Deflection Up +---H / 1 5 z ** P Delta Analysis Performed ** No. Loading Combination Cd 2H 2V 3H 3V 4H 4V 1 DL + LL N -0.165 -0.012 -0.105 -0.756 -0.046 -0.011 2 DL + WLL N 0.816 -0.005 0.789 0.341 0.763. 0.016 3 DL + WLR N -0.696 0.016 -0.727 0.400 -0.760 -0.006 4 DL + EQL/1.4 N 0.131 -0.004 0.140 -0.120 0.149 0.001 5 DL + EQR/1.4 N •-0.175 0.000 -0.165 -0.120 -0..156 -0.004 12 DL + EWP N -0.526 0.014 -0.552 0.342 -0.579 -0.003 POSITIVE DEFLECTION DIRECTION H INCHES Horizontal -to the Right V INCHES Vertical Up MAXIMUM MEMBER DEFLECTIONS FRAME DES IGN - M E M B E R D E F L E C T I O N S MEMBER 1H No. DATE: 01/05/01 PT DEFL .1 DL + LL CADDS TIME: 11:17 AM 2 DL + WLL 5 0.816 PAGE:F 42 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia 12 (TYPE) (WIDTH) '(HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM ----------------------------------------------------------------------------------------------------------------------------------- FRAME # 2 DESCRIPTION LRF 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 POSITIVE DEFLECTION DIRECTION H INCHES Horizontal -to the Right V INCHES Vertical Up MAXIMUM MEMBER DEFLECTIONS MEMBER 1H No. Loading Combination PT DEFL .1 DL + LL 3 -0.226 2 DL + WLL 5 0.816 3 ,DL + WLR* 5 -0.696 4 DL + EQL/1.4 5 0.131 5 DL + EQR/1.4 5 -0.175 12 DL + EWP 5 -0.526 MEMBER 2V PT DEFL 6 -0.756 6 0.341 4 0.412 4 -0.121 6 -0.120 4 0.351 MEMBER 3V PT DEFL 5 -0.756 4 0.357 6 0.400 6 -0.120 4 -0.123 6 0.342 MEMBER 4H PT DEFL 2 0.089 5 0.763 5 -0.760 4 0.150 5 -0.156 5 -0.579 FINAL FRAME DESIGN - F R A M E L A Y O U T 7 8 DATE: 01/05/01 6 6 8 8 8 CADDS TIME: 11:17 AM ----------------------------------------------------------------------------------------------------------------------=------------ ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 - BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME -.JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 12'-4" --------------------------------------------------------------------- 20 PSF 80 -------------- MPH ------- UBC --------- 97 ---- 1.000 TO 12 ----------------------------- LEFT SIDE RIGHT SIDE SLOPE (P/12.) = 1.000 SLOPE (P/12.) = 1.000 DIST. TO RIDGE = 15.000 FT. DIST. TO RIDGE = 15.000 FT. COLUMN OFFSET = 8.000 IN. COLUMN OFFSET = 8.000 IN. GIRT DEPTH = 8.000 IN. GIRT DEPTH = 8.000 IN*. PURLIN DEPTH = 8.000 IN. (PURLIN UNINSULATED) PURLIN DEPTH = 8.000 IN. SPAN WIDTHS (LEFT TO RIGHT) SPAN 1 = 30.000 FT. -R- OV78690 OV78690 0 0 V V 7 7 8 8 6 6 8 8 8 8 1 SPLICE DESIGN - CONTENTS DATE: 01/05/01 CADDS TIME: 11:17 AM ---------------------------------------------------- ------------------------------------------------------------------------------ 9w. F- ..�( ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ------------------7---------------------------------------------------------------------------------------------------------------- JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) .(CODE/YEAR) (SLOPE) (UNIT) (FRAMELINES) PAGE NO. DESIGN FRAME # ------ ------ 1 EWDS 30'-0" -------- 12'-4" ------ 20 PSF ------ 80.MPH ----------- UBC 97 1.00 ------- ------ TO 12 1 ------------ FEW,REW -------- S 1 DESIGN FRAME # 2 LRF 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.00 TO 12 1 01 S37 RUN OPTIONS AND INFORMATION SOURCING PLANT 04 - VISALIA QUANTITY OF LIKE FRAMES 02 STRESS RATIO LIMIT 1.030 COVER SHEET SIGN CONVENTIONS APPLIED LOADS -SUMMARY PART DIMENSIONS BOLTS / SPLICE PLATE INFORMATION REPORTS SELECTED BOLT LOADS / ALLOWABLES LAYOUT SKETCH FLANGE / WEB PLATE INFORMATION WELD INFORMATION SPLICES SELECTED SPL MEMB SEQ Connection I GROUP INFORMATION I ASSEMBLY INFORMATION NUM NUM NUM Description NUM Connection Plate Opt NUM Stiffener Opt Weld Opt --- --- ----------------------- + ------------------------------- +------- -- ----------------- ------------------------ 1 01 S P L I C E D E S I G N - C O V E R S H E E T 2 01 2 DATE: 01/05/01 11 Optimization w/ Std Plates 3 04 1 Pinned Base Plate CADDS TIME: 11:17 AM 4 04 2 Knee Splice 11 Optimization w/ Std Plates PAGE:S 2 ------------------------------------------------------------7---------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE)' (WIDTH) (HEIGHT) (LIVE)' (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 .1.000 TO 12 RUN OPTIONS AND INFORMATION SOURCING PLANT 04 - VISALIA QUANTITY OF LIKE FRAMES 02 STRESS RATIO LIMIT 1.030 COVER SHEET SIGN CONVENTIONS APPLIED LOADS -SUMMARY PART DIMENSIONS BOLTS / SPLICE PLATE INFORMATION REPORTS SELECTED BOLT LOADS / ALLOWABLES LAYOUT SKETCH FLANGE / WEB PLATE INFORMATION WELD INFORMATION SPLICES SELECTED SPL MEMB SEQ Connection I GROUP INFORMATION I ASSEMBLY INFORMATION NUM NUM NUM Description NUM Connection Plate Opt NUM Stiffener Opt Weld Opt --- --- ----------------------- + ------------------------------- +------- -- ----------------- ------------------------ 1 01 1 Pinned Base Plate 10 Analysis Only 2 01 2 Knee Splice 11 Optimization w/ Std Plates 3 04 1 Pinned Base Plate 12 Analysis Only 4 04 2 Knee Splice 11 Optimization w/ Std Plates 5 02 1 Canopy Beam Splice 8 Analysis w/ Plate Thickness 6 02 2 Ridge 13 .-Optimization w/ Std Plates OV78698 01 Full Optimization Design w/ Combined Welds OV78698 02 Full Optimization Design w/ Combined Welds OV78700 01 Full Optimization Design w/ Combined Welds OV78702 01 Full Optimization Design w/ Combined Welds OV78702 02 Full Optimization Design w/ Combined Welds OV78700 01 Full Optimization Design w/ Combined Welds OV78700 06 Analysis Only Design w/ Combined Welds CAN O1L 02' Analysis Only Design w/ Combined Welds OV78700 02 Full Optimization Design w/ Combined Welds OV78700 02 Full Optimization Design w/ Combined Welds S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:S 3 ---------------------------------------------------------- ------------------------------------------------------------------------ ORDER # 069526 BUILDER - NORTH VALLEY READY MIX. BLDR ORDER # 01'-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345=7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 01 TYPE : Pinned Base Plate SUBTYPE : No Ext Corner - S Nuts --------------------------------------------------------------------------------------------------------------------=-------------- LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y STRESS MEMBER NO CATEGORY (kips) (kips) (kips) FACTOR STRENGTH ----------------------------------------------------- ------ -------- 1 DL + LL Std Des 4.15 -0.75 0.00 1.00 N 2 DL + WLL Std Des -2.13 1.19 0.00 1.33 N 3 DL + WLR Std Des -1.15 -0.37 0.00 1.33 N 4 DL + EQL/1.4 Std Des 0.67 -0.03 0.00 1.33 N 5 DL + EQR/1.4 Std Des 0.85 -0.26 0.00 1.33 N 6 PDL+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + 2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + 2.80EQR Axial T Category 4 Load Combination -.Does not apply to Splice Design. 10 DL +2.80EQL Conns Category 2*Load Combination - Does not apply to this Splice Type. 11 DL +2.80EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL + EWP Std Des -1.00 -1.03 0.20 1.33 N 13 DL + EWS Std Des -1.00 -1.03 -0.30 1.33 N P A R T D I M E N S I O N S Column Sidewall Endwall Dimensions at Connection Flg. to Flg. Dimension 11.876" Offset from Structure Line 8.000" 6.000" Adjacent Depth Change Information Distance to Depth Change 101- 5.739" Flg. to F1g. Dimension 11-876" Adj. Pl. Angle (Degrees) 0.000 S P L I C E D E S I G N - B 0 L T S / S P L I C E P L A T E DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:S 4 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME — JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE #'01 TYPE Pinned Base ----------------------------------------------------------------------------------------------------------------------------------- Plate SUBTYPE No Ext Corner - S Nuts S P L I C E P L A T E PLATE TYPE. STANDARD PART NUMBER 0042853 ORIENTATION NORMAL PLATE WIDTH 8.000" PLATE LENGTH 12.500" PLATE THICKNESS 0.500" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.057 CONTROLLING COND. 2 CONTROLLING LOCATION Outer Row 2 B O L T I N F O R M A T I O N BOLT DIAMETER 0.750" BOLT GAGES - INNER: 4.000" BOLT TYPE A307 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM ROW ..IN ROW EDGE PREV ROW OUTER 1 2 3.000" OUTER 2 2 7.000" 4.000" C O N C R E T E S T R E S S E S MIN. DESIGN FOOTING SIZE 145.000 ( In**2 ) CONCRETE STRENGTH 3.000 KSI CONTROLLING LOAD GOND. NUMBER 1 ACTUAL ULTIMATE CONCRETE STRESS 0.066 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.842 KSI CONCRETE STRESS RATIO 0.036 S P L I C E D E S I G N - B 0 L T L 0 A D S / A L L 0 W A B L E S DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:S 5 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 01 TYPE Pinned.Base Plate SUBTYPE No Ext Corner - S Nuts B 0 L T L O A D S / A L L 0 W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE 1 Total Section is in Compression 0.000 10.000 0.000 20.000 2 0.531 0.532 0.672 13.329 1.203 26.659 3. 0.286 0.286 0.212 13.329 0..648 26.659 4 Total Section is in Compression 0.000 13.329 0.000 26.659 5 Total Section is in Compression 0.000 13.329 0.000 26.659 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 0.250 0.250 0.593 13.329 0.567 26.659 13 0.250 0.250 0.606 13.329 0.567 26.659 S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:S 6 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME-# 1 DESCRIPTION EWDS 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 01 TYPE Pinned Base Plate SUBTYPE No Ext Corner S Nuts -------------------------------------------------------------------------------------------------------------------=--------------- SPLICE PLATE 0042853 COLUMN BOLTS: 0.750" DIA A307 NO WASHERS 8.000" X 12.500" X 0.500". +- 4.000"-+ -+---------+--- ----------------------------- OUTSIDE FLANGE 3.000" FFFFFFFFFFFFFFFFFFFFFFF 0.188 X 5.000 W -+--- o W o W 4.000" W" W -+--- o W o W W W W W W W W W W W W 11.876" W MAIN WEB W 0.120 W W 5.500" W W W W W W W W W W W W W W W W W INSIDE FLANGE FFFFFFFFFFFFFFFFFFFFFFF 0.188 X 5.000 -+------------- ---------------"-------------- COLUMN SIDE OUTER 1 Main Flange INNER 1 Main Flange 0.188 X 5.000 0.000 0.28 43.99 1.27 49.50 0.026 1 0.188 X 5.000 0.624 0.08 43.99 1.27 49.50 0.026 1. W E B P L A T E S ------------------ MAXIMUM STRESSES ----------------'--- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION . CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE Main Web COLUMN SIDE DESCRIPTION OUTER 1 Main Flange Flange to Splice Plate INNER 1 Main Flange Flange to Splice Plate COLUMN SIDE DESCRIPTION 0.120 0.80 29.33 1.61 43.99 1.27 49.50 0.035 2 W E L D I N F O R M A T I O N F L A N G E P L A T E S FULL -.-:---------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND 1/8" 0.05 3.71 0.015 2 0.00 3.71 0.002 12 W E L D I N F O R M A T I O N W E B P L A T E S ------------------------- WELD SIZE ------------------------- -=------ MAXIMUM STRESSES -------- - LENGTH.- ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web Web to Splice Plate 1/8" 1/8" 0.19 0.10 7.04 0.031 2 S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R -M A T I O N DATE:•01/05/01 CADDS TIME: 11:17 AM PAGE:S 7 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE). (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 01 ------------------------------------------------------=---------------------------------------------------------------------------- TYPE Pinned Base Plate SUBTYPE No Ext Corner - S Nuts F L A N G E P L'A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE OUTER 1 Main Flange INNER 1 Main Flange 0.188 X 5.000 0.000 0.28 43.99 1.27 49.50 0.026 1 0.188 X 5.000 0.624 0.08 43.99 1.27 49.50 0.026 1. W E B P L A T E S ------------------ MAXIMUM STRESSES ----------------'--- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION . CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE Main Web COLUMN SIDE DESCRIPTION OUTER 1 Main Flange Flange to Splice Plate INNER 1 Main Flange Flange to Splice Plate COLUMN SIDE DESCRIPTION 0.120 0.80 29.33 1.61 43.99 1.27 49.50 0.035 2 W E L D I N F O R M A T I O N F L A N G E P L A T E S FULL -.-:---------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND 1/8" 0.05 3.71 0.015 2 0.00 3.71 0.002 12 W E L D I N F O R M A T I O N W E B P L A T E S ------------------------- WELD SIZE ------------------------- -=------ MAXIMUM STRESSES -------- - LENGTH.- ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web Web to Splice Plate 1/8" 1/8" 0.19 0.10 7.04 0.031 2 S P L I C E D E S I G N - A P P L I E D L 0 A D S S U M M A R Y DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:S 8 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE #•02 TYPE : Ext Col - Roof Beam Knee SUBTYPE : O/I Extens Flg ----------------------------------------------------------------------------------------------------------------------------------- LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO CATEGORY (kips) (kips) (in -k) FACTOR STRENGTH ------------------------------------------------------ ------ -------- 1 DL + LL Std Des 4.07 -0.75 -94.53 1.00 N 2 DL + WLL Std Des -2.25 0.39 93.17 1.33 N 3 DL + WLR Std Des -1.27 0.12• -12.14 1.33 N 4 DL + EQL/1.4 Std Des 0.58 -0.03 -4.26 1.33 N 5 DL + EQR/1.4 Std Des 0.77 -0.26 -32.99 1.33 N 6 PDL+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+2.80EQR' Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + 2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + 2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL +2.80EQL Conns 0.32 0.30 37.25 1.70 Y 11 DL +2.80EQR Conns 1.04 -0.59 -74.50 1.70 Y 12 DL + EWP Std Des -1.12 -0.33 -79.99 1.33 N 13 DL + EWS Std Des -1.12 -0.33 -79.99 1.33 N P A R T D I M EV S I O N S Column Roof Beam Dimensions at Connection Flg. to Flg. Dimension 11.876" 11.876" Part Slope 1.000 TO 12 Conn. Plate Angle (Degrees) 4.764 4.764 Offset from Structure Line 8.000" 0.125" Main Flange Dimensions Outer Flange Width 5.000" Thickness 0.188" Inner Flange Width 5.000" Thickness 0.-188" Adjacent Depth Change Information Distance to Depth Change 101- 5.739" 131- 5.110" Flg. to Flg. Dimension 11.876" 11.876" Adj. P1. Angle (Degrees) 0.000 0.000 S P L I C E D E S I G N - B 0 L T S / S P L I C E P L A T E DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:S 9 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 02 ----------------------------------------------------------------------------------------------------------=------------------------ TYPE : Ext Col - Roof Beam Knee SUBTYPE : O/I Extens Flg S P L I C E P L A T E COLUMN SIDE ROOF BEAM SIDE PLATE TYPE STANDARD FLANGE.PLATE PART NUMBER 0042867 ORIENTATION NORMAL PLATE WIDTH 6.000" 5.000" PLATE LENGTH 16.750" PLATE THICKNESS 0.375" 0.187" PLATE YIELD STRESS 55.00 KSI 55.00 KSI PLATE OFFSET 2.375" DESIGN STRESS RATIO 0.221 0.595 CONTROLLING GOND. 2 2 CONTROLLING LOCATION Inner Flg 2 Inner Row 1 B 0 L T I N F'O R M A T I O N BOLT DIAMETER 0..625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM .ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.125" INNER 2 2 4.125" 3.000" OUTER 2 2 4.125" 3.000" INNER 1 2 1.125" W E B S H E A R NO STIFFENERS ARE REQUIRED FOR WEB SHEAR S P L I C E D E S I G N - B O L T L O A D S / A L L O W A B L E'S DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:S 10 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 02 ---------------------------------------------------------------------------------------------------------'-------------------------- TYPE Ext Col - Roof Beam Knee SUBTYPE O/I Extens Flg B A L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION 'NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE 1 2.152 1.107 0.000 0.000 0.442 21.000 7.014 43.998 2 0.000 0.000 1.757 2.783 0.234 27.992 9.071 58.651 3 0.481 0.344 0.000 0.000 0.092 27.992 1.568 58.651 4 0.057 0.010 0.000 0.000 0.033 27.992 0.186 58.651 5 0.821 0.455 0.000 0.000 0.132 27.992 2.676 58.651 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 0.000 0.000 0.566 0.974 0.109 23.204 3.177 56.099 11 1.931 1.104 0.000 0.000 0.275 23.204 6.295 56.098 12 2.322 1.430 0.000 0.000 0.232 27.992 7.571 58.649 13 2.322 1.430 0.000 0.000 0.331 27.992 7.571 58.647 B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE 1 1.889 -1.107 0.000 0.000 0.167 21.000 6.159 43.998 2 0.000 0.000 1.792 2.630 0.081 27.992 8.573 58.651 3 0.473 0.350 0.003 0.000 0.006 27.992 1.543 58.651 4 0.040 0.009 0.000 0.000 0.006 27.992 0.132 58.651 5 0.738 0.457 0.000 0.000 0.080 27.992 2.406 58.651 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 0.000 0.000 0.580 0.902 0.131 23.204 2.940 56.099 11 1.753 1.109 0.000 0.000 0.205 23.204 5.715 56.098 12 2.167 1.447 0.000 0.000 0.272 27.992 7.063 58.649 13 2.167 1.447 0.000 - 0.000 0.361 27.992 7.063 .58.647 S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:S 11 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE #'02 TYPE : Ext Col - Roof Beam Knee SUBTYPE 0/I Extens Flg ----------------------------------------------------------------------------------------------------------------------------------- SPLICE PLATE 0042867 COLUMN SIDE --> <-- ROOF BEAM SIDE' BOLTS: 0.625" DIA A325 NO WASHERS 6.000" X 16.750" X 0.375" I USE EXIST. FLG.: 5.000" X 0.188" +- 2.750"-+ -+---------+--- ..................... AV....... ---+- 1.125" 1 W 2.375" W 2.375" -+--- o W o W OUTSIDE FLANGE 3.000" FFFFFFFFFFFFMSMSMSMSMSM MAIN STIFFENER 0042872 0.188 X 5.000 W 0.250 X 2.500 X 11.000 NS/FS -+--- o W o W W W W W W W W W W W W 11.917" W 11.875" MAIN WEB 8.500" W MAIN WEB 0.120 W 0.140 W W W W W W W W W W W W -+--- o W o W INSIDE FLANGE 3.000" _ FFFFFFFFFFFFMSMSMSMSMSM _ MAIN STIFFENER 0042872 0.188 X 5.000 W 0.250 X 2.500 X 11.000 NS/FS -+--- o W o 1.125" W W S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N DATE: 01/05/01 CADDS TIME: 11:17 'AM PAGE:S 12 =--------------------------------------------------------------------------------------------7------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 02 TYPE : Ext Col - Roof Beam Knee SUBTYPE : 0/I Extens Flg ---------------------------------------------------------------------------------------------------------------------------------- F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW CONE -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE OUTER 2 Main Flange INNER 2 Main Flange ROOF BEAM SIDE OUTER 2 Main Stiffener INNER 2 Main Stiffener DESCRIPTION COLUMN SIDE Main Web ROOF BEAM SIDE Main Web COLUMN SIDE DESCRIPTION OUTER 2 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate 0.188 X 5.000 0.188 X 5.000 2.375 5.45 33.00 5.61 65.98 0.165 1 2.458 7.44 43.99 7.85 49.50 0.169 2 0042872 0.250 X 2.500 X 11.000 2.375 2.25 33.00 3.39 65.98 0.068 1 0042872 0.250 X 2.500 X 11.000 2.500 3.17 43.99 4.91 49.50 0.098 1 W E B P L A T E S ------------------ MAXIMUM STRESSES --------=---------- PART NO. . SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) 0.120 0.79 22.00 4.94 43.99 7.72 49..50 0.156 1 0.140 4.45 18.73 8.09 43.99 7.12 49.50 0.238 1 W E L D I N F O R M A T I O N F L A N G E P L A T E S FULL --------------------- WELD SIZE --------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ---- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND YES 3/16" 3/16" 1.05 6.21 0.169 1 YES 3/16" 3/16" 1.43 8.27 0.173 2 W E L D I N F O R M A T I O N COLUMN SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE -=----------------------- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET---- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in)',(k/in) COND Main Web Web to Splice Plate ROOF BEAM SIDE DESCRIPTION OUTER 2 Main Stiffener Stiffener to Inner Flg Stiffener to Web Plate INNER 2 Main Stiffener Stiffener to Inner Flg Stiffener to Web Plate ROOF BEAM SIDE DESCRIPTION 1/8" S P L I C E D E S I G N - W E L D I N F O R M A T I O N 0.59 0.05 7.41 .. DATE: 01/05/01 2 W E L D I N F O R CADDS TIME: 11:17 AM F L A PAGE:S 13 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME -'JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) TENSION DESIGN SYSTEM FRAME # 1- DESCRIPTION EWDS 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 Out SPLICE # 02 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Ext Col - Roof Beam Knee SUBTYPE O/I Extens Flg , 1/8" W E L D I N F O R M A T I O N COLUMN SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE -=----------------------- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET---- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in)',(k/in) COND Main Web Web to Splice Plate ROOF BEAM SIDE DESCRIPTION OUTER 2 Main Stiffener Stiffener to Inner Flg Stiffener to Web Plate INNER 2 Main Stiffener Stiffener to Inner Flg Stiffener to Web Plate ROOF BEAM SIDE DESCRIPTION 1/8" 1/8" 0.59 0.05 7.41 .. 0.080 2 W E L D I N F O R M A T I O N F L A N G E P L A T E S FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES ---=---- STRENGTH ---- FILLET ---- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND 1/8" 1/8" 0.56 5.57 0.101 1 1/8" 0.19 2.47 '0.078 2 1/8" 1/8" 0.79 7.42 0.107 2 1/8" 0.27 1.86 0.150 1 W E L D I N F O R M A T I O N' W E B P L A T E S ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) GOND Main Web Web to Inner Flange 17.000" 1/8" 1/8" 1.19 0.54 7.10 0.184 2 Column Sidewall Endwall Dimensions at Connection Flg. to Flg. Dimension 11.876" Offset from Structure Line 8.000" 6.000" Adjacent Depth Change Information Distance to Depth Change 10'- 5.739" Flg. to Flg. Dimension 11.876" Adj. P1. Angle (Degrees) 0.000 S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:S 14 ---------------------------------------------------------------------------7------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 12'-4" 20 PSF 80 MPH, • UBC 97 1.000 TO 12 SPLICE --------------------------------------------------------------------7-------------------------------------------------------------- #'03 TYPE : Pinned Base Plate SUBTYPE : No Ext Corner - S Nuts LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y STRESS MEMBER NO ---- -------------------- CATEGORY -------- (kips) ------- (kips) (kips) -------------- FACTOR STRENGTH -------------- 1 DL + LL Std Des 2.97 -0.75 0.00 1.00 N 2 DL + WLL Std Des -0.80 -0.41 0.00 1.33 N 3 DL + WLR Std Des -1.53 1.22 0.00 1.33 N 4 DL + EQL/1.4 Std Des 0.71 -0.27 0.00 1.33 N 5 DL + EQR/1.4 Std Des 0.52 -0.03 0.00 1.33 N 6 PDL+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + 2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + 2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL +2.80EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 11 DL +2.80EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL + EWP Std Des -1.93 1.14 0.00 1.33 N 13 DL + EWS Std Des -1.93 1.14 0.00 1.33 N P A R T D I M E N S I O N S Column Sidewall Endwall Dimensions at Connection Flg. to Flg. Dimension 11.876" Offset from Structure Line 8.000" 6.000" Adjacent Depth Change Information Distance to Depth Change 10'- 5.739" Flg. to Flg. Dimension 11.876" Adj. P1. Angle (Degrees) 0.000 S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:S 15 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 03 TYPE Pinned Base ----------------------------------------------------------------------------------------------------------------------------------- Plate SUBTYPE No Ext Corner - S Nuts S P L I C E P L A T E PLATE TYPE STANDARD PART NUMBER 0042852 ORIENTATION NORMAL PLATE WIDTH 8.000" PLATE LENGTH 12.500" PLATE THICKNESS 0.500" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.064 CONTROLLING COND. 12 CONTROLLING LOCATION Outer Row 1 B O L T I N F O R M A T I O N BOLT DIAMETER 0.750" BOLT GAGES - INNER: 4.000" BOLT TYPE A307 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW. OUTER 1 2 3.000" C O N C R E T E S T R E S S E S MIN. DESIGN FOOTING SIZE 145.000 ( In**2 ) CONCRETE STRENGTH 3.000 KSI CONTROLLING LOAD COND. NUMBER 1 ACTUAL ULTIMATE CONCRETE STRESS 0.048 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.842 KSI CONCRETE STRESS RATIO 0.026 S P L I C E D E S I G N - B O L T L O A D S / A L L O W A B L E S DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:S 16 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1•.000 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 03 TYPE Pinned Base Plate SUBTYPE : No Ext Corner - S Nuts B O L T L.O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ----------------------------=- (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE 1 Total Section is in Compression 0.000 10.000 0.000 20.000 2 0.401 0.461 13.329 0.908 26.659 3 0.764 1.382 13.329 1.729 26.659 4 Total Section is in Compression 0.000 13.329 0.000 26.659 5 Total Section is in Compression 0.000 13.329 0.000' 26.659 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 0.963 1.291 13.329 2.180 26.659 13 0.963 1.291 13.329 2.180 26.659 S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 01/05/01 CADDS TIME: 11:17 AM PAGES 17 -----7-------------------------------------------------------------------------------------------------------------------=-=------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 03 TYPE Pinned Base Plate SUBTYPE No Ext Corner - S Nuts ---------------------------------------------------------------------------7------------------------------------------------------- SPLICE PLATE 0042852 COLUMN BOLTS: 0.750" DIA A307 NO WASHERS 8.000" X 12.500" X 0.500" 0 +- 4.000"-+ -+---------+--- ----------------------------- OUTSIDE FLANGE 3.000" FFFFFFFFFFFFFFFFFFFFFFF 0.188 X 5.000 I W -+--- o W o .W W W W W W W W W W W W W W W W 11.876" W MAIN WEB W 0.120 9.500" W W W W W W W W W . W W W W W W W W W W . INSIDE FLANGE FFFFFFFFFFFFFFFFFFFFFFF 0.188 X 5.000 -+------------- ----------------------------- 0 S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N DATE: 01/05/01 CADDS TIME: 11:17 AM PAGES 18 -----------------------------------------------------------------------------------------------------------------------------,------ ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 03 TYPE ----------------------------------------------------------------------------------------------------------------------------.------- Pinned Base Plate SUBTYPE No Ext Corner - S Nuts F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE OUTER 1 Main Flange 0.188 X 5.000 0.000 0.50 43.99 0.91 49.50 0.017 1 INNER 1 Main Flange 0.188 X 5.000 .0.624 0.02 43.99 0.91 49.50 0.017 1 W E B P L A T E S --=--------------- MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT., ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE Main Web 0.120 0.83 29.33 2.'06 43.99 0.91 49.50 0.046 12 W E L D I N F O R M A T I O N COLUMN SIDE F L A N GE P L A T E S DESCRIPTION FULL ------------------- WELD SIZE -------------- ------------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ---- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face •(k/in) (k/in) (k/in) COND OUTER -1 Main Flange Flange to Splice Plate 1/8" 0.07 3.71 0.021 3 INNER 1 Main Flange Flange to Splice Plate 1/8" 0.00 1.86 0.000 1 W E L D I N F O R M A T I O N COLUMN SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web Web to Splice Plate 1/6" 1/8" 0.25 0.09 7.19 0.037 12 Dimensions at Connection Flg. to Flg. Dimension Part Slope Conn..Plate Angle (Degrees) Offset from Structure Line Main Flange Dimensions Outer Flange Width Thickness Inner Flange Width Thickness Adjacent Depth Change Information Distance to Depth Change Flg. to Flg. Dimension Adj. P1. Angle (Degrees) Column 11.876" 4.764 8.000" 10'- 5.739" 11.876" 0.000 Roof Beam 11.876" 1.000 TO 12 4.764 0.125" 5.000" 0.188" 5.000" 0.188" 13'7 5.110" 11.876" 0.000 S P L I C E D E S I G N - A P P L I E D L O A D.S S U M M A R Y DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:S 19 ---------------------------------------- ORDER ------------------------------------------------------------------------------------------ # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-729.6. PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 04 TYPE : Ext Col - Roof Beam Knee SUBTYPE : O/I Extens Flg LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO ---- -------------------- CATEGORY -------- (kips) ------- (kips) (in=k) --------------- FACTOR STRENGTH ------ -------- 1 DL + LL Std Des 2.88 -0.75 -94.53 1.00 N 2 DL + WLL Std Des -0.92 0.09 -16.25 1.33 N • 3 DL + WLR Std Des -1.65 0.42 97.28 1.33 N 4 DL + EQL/1.4 Std Des 0.63 -0.26 -32.86 1.33 N 5 DL + EQR/1.4 Std Des 0.44 -0.04 -4.39 1.33 N 6 PDL+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + 2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + 2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL +2.80EQL Conns 0.89 -0.56 -13.98 1.70 Y 11 DL +2.80EQR Conns 0.17 0.27 36.74 1.70 Y 12 DL + EWP Std Des -2.05 1.57 158.80 1.33 N 13 DL + EWS Std Des -2.05 1.57 158.80 1.33 N P A R T D I M E N S I O N S Dimensions at Connection Flg. to Flg. Dimension Part Slope Conn..Plate Angle (Degrees) Offset from Structure Line Main Flange Dimensions Outer Flange Width Thickness Inner Flange Width Thickness Adjacent Depth Change Information Distance to Depth Change Flg. to Flg. Dimension Adj. P1. Angle (Degrees) Column 11.876" 4.764 8.000" 10'- 5.739" 11.876" 0.000 Roof Beam 11.876" 1.000 TO 12 4.764 0.125" 5.000" 0.188" 5.000" 0.188" 13'7 5.110" 11.876" 0.000 S P L I C E D E S I G N - B 0 L T S / S P L I C E P L A T E DATE: 01/05/01 CADDS TIME: 11:.17 AM PAGE:S 20 ------=---------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-.01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE #'04 --------------------------------------------------- TYPE : Ext Col - Roof Beam Knee SUBTYPE : -------------------------------------------------------------------------------- 0/I Extens Flg S P L I C E P L A T E COLUMN SIDE ROOF BEAM SIDE PLATE TYPE STANDARD FLANGE PLATE PART NUMBER 0042867 ORIENTATION NORMAL PLATE WIDTH 6.000" 5.000" PLATE LENGTH 16.750" PLATE THICKNESS 0.375" 0.187" PLATE YIELD STRESS 55.00 KSI 55.00 KSI PLATE OFFSET 2.375" DESIGN STRESS RATIO 0.361 0.965 CONTROLLING GOND. 12 12 CONTROLLING LOCATION Inner Flg 2 Inner Row 1 B O L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.125" INNER 2 2 4.125" 3.00011. OUTER 2 2 4.125" 3.000" INNER 1 2 1.125" W E B S H E A R NO STIFFENERS ARE REQUIRED FOR WEB SHEAR S P L I C E D E S I G N - B O L T L O A D S / A L L O W A B L E S DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:S 21 --------------=-------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE -------------=--------------------------------------------------------------------------------------------------------------------- # 04 TYPE Ext Col - Roof Beam Knee SUBTYPE O/I Extens Flg B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 . INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) .(Ksi) (Ksi) COLUMN SIDE 1 2.279 1.232 0.000 0.000 0.402 21.000 7.428 43.997 2 0.551 0.369 0.000 0.000 0.067 27.992 1.797 58.651 3 0.000 0.000 1.756 2.826 0.227: 27.992 9.211 58.651 4 0.833 0.468 0.000 0.000 0.124 27.992 2.716 58.651 5 0.074 0.026 0.000 0.000 0.031 27.992 0.242 58.651 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 1.932 1.111 0.000 0.000 0.259 23.204 6.300 56.098 11 0.000 0.000 0.574 0.977 0.103 23.204 3.184 56.099 12 0.000 0.000 2.786 4.531 0.707' 27.992 14.771 58.639 13 0.000 0.000 2.786 4.531 0.707 27.992 14.771 58.639 B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) --- --- ------------------------ - (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE 1 2.032 1..235 0.000 0.000 0.207 21.000 6.624 43.997 2 0.531 0.376 0.000 0.000 0.005 27.992 1.732 58.651 3 0.000 0.000 1.791 2.658 0.115 27.992 8.666 58.651 4 0.752. 0.470 0.000 0.000 0.082 27.992 2.453 58.651 5 0.058 0.025 0.000 0.000 0.001 27.992 0.192. 58.651 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 -Load Combination - Does not•apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 1.758 1.117 0.000 0.000 0.199 23.204 5.731 56.098 11 0.000 0.000 0.588 0.906 0.114 23.204 '2.954 56.099 12 0.000 " 0.000 2.859 4.268 0.569 27.992 13.913 58.639 13 0'.000 0.000 2.859 4.268 0.569 27.992 13.913 58.639 SPLICE PLATE 0042867 6.000" X 16.750" X 0.375" OUTSIDE FLANGE 0.188 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.188 X 5.000 -+---------a 1.125" 2.; 3.000" 11.! 8.500" 75" 11711 3.000" 1.125" -+------------- COLUMN SIDE -->I<-- ROOF BEAM SIDE BOLTS: 0.625" DIA A325 NO WASHERS USE EXIST. FLG.: 5.000" X 0.188" +- 2.750"-+ W W 2.375" o W o W. _ FFFFFFFFFFFFMSMSMSMSMSM MAIN STIFFENER 0042872 W 0.250 X 2.500 X 11.000 NS/FS o W o W W W W W W W W W W W W W 11.875" W MAIN WEB W . 0.140 W W W W W W W W W W W W o W 0 W FFFFFFFFFFFFMSMSMSMSMSM _ MAIN STIFFENER 0042872 W 0.250 X 2.500 X 11.000 NS/FS o W 0 W W S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 01/05/01. CADDS TIME: 11:17 AM PAGE:S 22 ------------------------------------------------ ORDER # 069526 ----------------------------------------------------------------------------------- BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530.-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-09 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 04 ----------------------------------------------------------------------------------------------------------------------------------- TYPE Ext Col - Roof Beam Knee SUBTYPE 0/I Extens Flg SPLICE PLATE 0042867 6.000" X 16.750" X 0.375" OUTSIDE FLANGE 0.188 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.188 X 5.000 -+---------a 1.125" 2.; 3.000" 11.! 8.500" 75" 11711 3.000" 1.125" -+------------- COLUMN SIDE -->I<-- ROOF BEAM SIDE BOLTS: 0.625" DIA A325 NO WASHERS USE EXIST. FLG.: 5.000" X 0.188" +- 2.750"-+ W W 2.375" o W o W. _ FFFFFFFFFFFFMSMSMSMSMSM MAIN STIFFENER 0042872 W 0.250 X 2.500 X 11.000 NS/FS o W o W W W W W W W W W W W W W 11.875" W MAIN WEB W . 0.140 W W W W W W W W W W W W o W 0 W FFFFFFFFFFFFMSMSMSMSMSM _ MAIN STIFFENER 0042872 W 0.250 X 2.500 X 11.000 NS/FS o W 0 W W S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O.R M A T I O N DATE: 01/05/01 CARDS TIME: 11:17 AM PAGES 23 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 12'-4" 20 PSF 80 -MPH UBC 97 1.000 TO 12 SPLICE # '04 ----------------------------------------------------------------------------------------------------------------------------------- TYPE Ext Col - Roof Beam Knee SUBTYPE O/I Extens Fig F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L. EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE OUTER 2 Main Flange 0.188 X 5.000 2.375 5.82 33.00 10.21 65.98 0.176 1 INNER 2 Main Flange 0.188 X 5.000 2.458 12.05 43.99 7.47 49.50 0.274 12 ROOF BEAM SIDE OUTER 2 Main Stiffener 0042872 0.250 X 2.500 X 11.000 2.375 2.44 33.00 6.20 65.98 0.093 12 INNER 2 Main Stiffener 0042872 0.250 X 2.500 X 11.000 2.500 5.12 43.99 4.65 49.50 0.116 12 W E B P L A T E S ------------------ MAXIMUM STRESSES ---------------=--- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W" X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) '(Ksi) (Ksi) (Ksi) COLUMN SIDE Main Web 0.120 1.26 29.33 7.83 43.99 10.00 65.98 0.178 12 ROOF BEAM SIDE Main Web 0.140 8.10 24.97 13.13 43.99 10.00 65.98 0.324 12 W E L D I N F O R M A T I O N COLUMN SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- =------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 2 Main Flange Flange to Splice Plate YES 3/16" 3/16" 1.12 6.21 0.181 1 INNER 2 Main Flange Flange to Splice Plate YES 3/16" 3/16" 2.32 8.27 0.281 12 Main Web Web to Inner Flange 17.000" 1/B" 1/8" 1.93 0.90 7.08 0.301 12 S P L I C E D E S I G N - W E L D I N F O R M A T I O N DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:S 24 ------------------------------------------------------7---------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296. PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 04 ---------------------------------- TYPE Ext Col ------------------------------------------------------------------------------------------------- - Roof Beam Knee SUBTYPE : 0/I Extens Flg W E L D I N F O R M A T I O N COLUMN SIDE W E B P L A T E S DESCRIPTION -------------- ------------ WELD SIZE -------------------------- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S.' Far S. Near Side Far Side Win) Win) Win) COND Main Web Web to Splice Plate 1/8" 1/8" 0.94 0.15 7.38 0.129 12 W E L D I N F O R M A T I O N ROOF BEAM SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH =--- FILLET ---- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 2 Main Stiffener Stiffener to Inner Flg 1/8" 1/8" 0.61 5.57 0.110 1 Stiffener to Web Plate 1/8" 0.35 2.47 0.142 12 INNER 2 Main Stiffener Stiffener to Inner Flg 1/8" 1/8" 1.27 7.42 0.172 12 Stiffener to Web Plate 1/8" 0.26 1.86 0.142 1 W E L D I N F O R M A T I O N ROOF BEAM SIDE W E B P L A T E S DESCRIPTION' ------------------------- WELD SIZE --------------------- --- -------- MAXIMUM STRESSES -------- LENGTH -. ---- FILLET --- --------- PENETR_ATION--------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web Web to Inner Flange 17.000" 1/B" 1/8" 1.93 0.90 7.08 0.301 12 S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 01/05/01 CADDS TIME: 11:17 AM PAGES . 25 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 05 TYPE Miscellaneous SUBTYPE No Ext - Can @ Eave - H ------------------------------------------------------------------------------------------------------------------------------------ LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO CATEGORY (kips) (kips) (in -k) FACTOR. STRENGTH ---------------------------------------------- ------ ------ -------- 1 DL + LL Std Des 0.00 -0.93 -28.01 1.00 N 2 DL + WLL Std Des 0.13 -0.50 15.04 1.33 N 3 DL + WLR Std Des -0.13 0.25 7.35 1.33 N 4 DL + EQL/1.4 Std Des 0.03 -0.11 -3.41 1.33 N 5 DL + EQR/1.4 Std Des -0.03 -0.11 -3.41 1.33 N 6 PDL+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + 2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + 2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL +2.80EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 11 DL +2.80EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL + EWP Std Des 0.00 0.50 15.16 1.33 N 13 DL + EWS Std Des 0.00 0.50 14.86 1.33 N P A R T D I M E N S I O N S Canopy Column Roof Beam Beam Dimensions at Connection Flg. to Flg. Dimension 11.876" 11.876" 10.750" Part Slope 1.000 TO 12 0.500 TO 12 Conn. Plate Angle (Degrees) 4.764 2.386 Offset from Structure Line 8.000" 0.125" 0.125" Adjacent Depth Change Information Distance to Depth Change 51- 0.000" Flg. to Flg. Dimension 10.750" Adj. P1. Angle (Degrees)' 0.000 S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:S 26 ---------------------- ORDER # 069526 ------------------------------------ BUILDER - NORTH VALLEY READY'MIX --------------------- BLDR ORDER ---------- # 01-01 -------------- ---------------------------- BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE #'05 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Miscellaneous SUBTYPE : No Ext - Can Q Eave - H S P L I C E P L A T E ROOF BEAM.SIDE CANOPY SIDE PLATE TYPE END FLANGE STANDARD PART NUMBER 0043320 ORIENTATION NORMAL PLATE WIDTH 6.000" 6.000" PLATE LENGTH 10.750." PLATE THICKNESS 0.375" 0.375" PLATE YIELD STRESS 55.00 KSI 55.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.106 0.099 CONTROLLING GOND. 1 1 CONTROLLING LOCATION Outer Row 1 Outer Row 1 B 0 L T I N F O R M A T I'0 N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.750" INNER 1 2 1.750" OUTER 2 2 4.500" 2.750" S P L I C E D E S I G N - B O L T L O A D S / A L L O W A B L E S DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:S 27 --------------------------------7-------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 - BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE -----------------=------------------------------------------------------7---------------------------------------------------------- # 05 TYPE Miscellaneous SUBTYPE No Ext - Can Q Eave - H B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE 1 1.296 0.561 0.000 0.505 21.000 4.227 43.987 2 0.000 0.132 0.778 0.277 27.992 2.538 58.649 3 0.000 0.090 0.421 0.126 27.992 1.373 58.651 4 0.152 0.063 0.000 0.060' 27.992 0.495 58.651 5 0.163 0.073 0.000 0.063 27.992 0.534 58.651 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice.Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 0.000 0.150 0.812 0.271 27.992' 2.647 58.649 13 0.000 0.147 0.796 0.271 27.992 2.595 58.649 B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act.. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) CANOPY BEAM SIDE 1 1.181 0.585 0.000 0.505 21.000 3.852 43.987 2 0.000 0.165 0.755 0.277 27.992 2.462 58.649 3 0.000 0.107 0.412 0.126 27.992 1.345 58.651 4 0.138 0.066 0.000 0.060 27.992 0..450 58.651 5 0.149 0.075 0.000 0.063 27.992 0.488 58.651 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. it Category 2 Load Combination - Does not apply to this Splice Type. 12 0.000 0.184 0.790 0.271 27.992 2.578 58.649 13 0.000 0.180 0.775 0.271 27.992 2.527 58.649 S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 01/05/01 CADDS TIME: 11:17 AM PAGES 28 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE# 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE #•05 TYPE ----------------------------------------------------------------------------------------------------------------------------------- Miscellaneous SUBTYPE No Ext - Can Q Eave - H BOLTS: 0.625" DIA A325 NO WASHERS ROOF BEAM SIDE -->I<-- CANOPY SIDE SPLICE PLATE 0043320 USE END FLANGE : 6.000" X 0.375" 6.000" X 10.750" X 0.375" +- 2.750"-+ -+---------+--- ----------------------------- ---+- OUTSIDE FLANGE 1.750" FFFFFFFFFFFFFFFFFFFFFFF OUTSIDE FLANGE 0.188 X 5.000 I W 0.250 X 5.000 -+--- O W o W 2.750" W W -+--- o W o W W W _ W W W W W W W W W 10.375" W 10.787" MAIN WEB W MAIN WEB 0.140 W 0.140 4.500" W W W W W W W W W W W' W W W W W -+--- O W 0 1.750" W INSIDE FLANGE. I FFFFFFFFFFFFFFFFFFFFFFF. INSIDE FLANGE 0.188 X 5.000 _ -+------------- -------^v--------------------- 0.250 X 5.000 ROOF BEAM SIDE OUTER 1 Main Flange INNER 1 Main Flange• CANOPY BEAM SIDE OUTER 1 Main Flange INNER 1 Main Flange DESCRIPTION PART NO. ROOF BEAM SIDE Main Web CANOPY BEAM,SIDE Main Web ROOF BEAM SIDE. DESCRIPTION OUTER 1 Main Flange End Flg to Outer Flg INNER 1 Main Flange End Flg to Splice P1 0.188 S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N DATE: 01/05/01 1.64 65.98' 0.030 1 CADDS TIME: 11:17 AM 5.000 0.375 0.95 PAGE:S 29 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX' BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE V 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia 33.00 1.34 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION. EWDS 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 . SPLICE # b5 ----------------------------------------------------------------------------------------------------------------------------------- TYPE Miscellaneous SUBTYPE No Ext - Can Q Eave - H W E B F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD : T X W X L EDGE, ACT. ALLOW ACT. ALLOW COND. -- SHEAR --- -.TENSION - -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (KSi) ROOF BEAM SIDE OUTER 1 Main Flange INNER 1 Main Flange• CANOPY BEAM SIDE OUTER 1 Main Flange INNER 1 Main Flange DESCRIPTION PART NO. ROOF BEAM SIDE Main Web CANOPY BEAM,SIDE Main Web ROOF BEAM SIDE. DESCRIPTION OUTER 1 Main Flange End Flg to Outer Flg INNER 1 Main Flange End Flg to Splice P1 0.188 X 5.000 0.000 0.98 33.00 1.64 65.98' 0.030 1 0..188 X 5.000 0.375 0.95 43.99 3.22 49.50 0.064 .1 0.250 X 5.000 0.000. 0.70 33.00 1.34 65.98 0.021 1 0.250 X 5.000 -0.037 0.45- 43.99 2.46 49.50 0.050 1 W E B P L A T E S ------------------ MAXIMUM STRESSES ---------- : -- SHEAR --- -.TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. 'ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) 0.140 0.67 22.00 3.98 33.00 3.12 49.50 0.120 1 0.140 0.65 22.00 3.67 33.00 2.36 49.50 0.111 1 W E L D I N F O R M A T 1 0 N F L A N G E P L A T E S FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ---- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face '(k/in) Win) Win) GOND. YES 5/16" 0.18 6.21 .0.031 1 YES 5/16" 0.17 , 8.27 0.021 2 OUTER 1. Main Flange Flange to Splice Plate INNER 1 Main Flange Flange to Splice Plate CANOPY BEAM SIDE DESCRIPTION YES 3/811 0.17 8.25 0.022 1 YES 3/8" S P L I C E D E S I G N - W E L D I N F O R M A T I O N W E.L D I N F O R M A T I O N DATE: 01/05/01 W E B P L A T 'E S CADDS WELD TIME: 11:17 AM -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- --------- PENETRATION --------- PAGES 30 ------------------------------------------------------------------------------------------------------7---------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 05 ----------------------------------------------------------------------------------------------------------------------------------- TYPE Miscellaneous SUBTYPE No Ext - Can Q Eave - H W E L D I NF O R M A T I 0.N ROOF BEAM SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) .(k/in) GOND Main Web Web to End Flange 1/8" 1/8" 0.56 0.09 5.53 0.102 1 W E L D I N F O R M A T I O N CANOPY BEAM SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ---- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 1. Main Flange Flange to Splice Plate INNER 1 Main Flange Flange to Splice Plate CANOPY BEAM SIDE DESCRIPTION YES 3/811 0.17 8.25 0.022 1 YES 3/8" 0.11 11.00 0.010 2 W E.L D I N F O R M A T I O N W E B P L A T 'E S ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web Web to Splice Plate 1/8" 1/811 0.51 0.09 5.53 0.094 1 S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 01/05/01 CADDS TIME: 11:17 AM PAGES 31 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER = NORTH VALLEY READY MIX _ BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296, PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 06 TYPE Ridge SUBTYPE-: O/.I Extens - Comp Bm ----------------------------------------------------------------------------------------------------------------------------------- LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO CATEGORY (kips) (kips) (in -k) FACTOR STRENGTH ------------------------------------------------------ ------ -------- -50% MOMENT CAPACITY Std Des 0.00 0.00 -227.73 1.00 N +50% MOMENT CAPACITY Std Des 0.00 0.00 227.73 1.00 N 1 DL + LL Std Des 0.76 0.07 100.23 1.00 N 2 DL + WLL Std Des -0.39 -0.38 -41.51 1.33 N 3 DL + WLR Std Des -0.36 0.36 -42.39 1.33 N 4 DL + EQL/1.4 Std Des 0.15 -0.09 19.70 1.33 N 5 DL + EQR/1.4 Std Des 0.15 0.11 19.82 1.33 N 6 PDL+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+2.SOEQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + 2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + 2.80EQR Axial T Category 4 Load Combination - Does not apply.to Splice Design. 10 DL +2.80EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. it DL +2.80EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL + EWP Std Des 0.07 0.72. -41.53 1.33 N 13 DL + EWS Std Des 0.07 .0.72 -41.53 1.33 N P A R T D I M E N S I O N S Left Right Roof Beam Roof Beam Dimensions at Connection Flg. to Flg. Dimension 11.876" 11.876" Part Slope 1.000 TO 12 1.000 TO 1.2 Conn. P1ate.Angle (Degrees) 4.764 4.764 Adjacent Depth Change Information Distance to Depth Change 151- 0.000" 151- 0.000" Flg. to Flg. Dimension 11.876" 11.876" Adj. P1. Angle (Degrees) 0.000 0.000 DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:S 32 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS . 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE #'06 ----------------------------------------------------------------------------------------------------------------------------------- TYPE Ridge SUBTYPE 0/I Extens - Comp Bm S P L I C E P L A T E BOTH SIDES PLATE TYPE STANDARD PART NUMBER 0042866 ORIENTATION NORMAL PLATE WIDTH 6.000" PLATE LENGTH 16.750" PLATE THICKNESS 0.375" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 2.375" DESIGN STRESS RATIO 0.945 CONTROLLING GOND. +50W CONTROLLING LOCATION Side 1 Inner Flg 2 B O L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT #.BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.125" INNER 1 2 1.125" S P L I C E D E S I G N' - B O L T L 0 A D S / A L L 0 W A B L E S DATE: 01/05/01 CADDS TIME: 11:17 AM PAGES 33 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP' - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 12'-4" 20 PSF 80 MPH UBC ' 97 1.000 TO 12 SPLICE -------------------------------------------------------------------------------------------------7--------------------------------- # 06 TYPE : Ridge SUBTYPE : 0/I Extens _ Comp Bm B 0 L T L 0 A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2. INNER 1 fv Act. Fv All. ft Act.- Ft All. (Kips per Bolt) •---------------------- --- ------ (Ksi) (Ksi) (Ksi) (Ksi) LEFT ROOF BEAM SIDE -50% 8.954 0.000 0.000 21.000 29.186 44.000 +500 0.000 8.898 0.000 21.000 29.005 44.000 1 0.000 3.766 0.110 21.000. 12.276 43.999 . 2 1.705 0.000 0.335. 27.992 5.557 58.647 3. 1.746 0.000 0.264 27.992 5.693 58.649 4 0.000 0.737 0.063 27.992 2.404 58.651 5 0.000 0.747• 0.097 27.992 2.434 58.651 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 1.630 0.000 0.589 27.992 5.315. 58.638 13 1.630 0.000 0.589 27.992 5.315 58.638 B O L T L O A D S / A L L 0 W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act.. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) RIGHT ROOF BEAM SIDE -50% 8.954 0.000 0.000 21:000 29.186 44.000 +50% 0.000 8.898 0.000 21.000 29.005 44.000 1 0.000 3.766 0.110 21.000 12.276 43.999 2 1.705 0.000 0.335 27.992 5.557 58.647 3 1.746 0.000 0.264 27.992 5.693 58.649 4 0.000 0.737 0.063 27.992 2.404 58.651 5 0.000 0.747 0.097 27.992 2.434 58.651 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 1.630 0.000 0.589 27.992 5.315 58.638 13 1.630 0.000 0.589 27.992 5.315 58.638 S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:S 34 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) . (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE #•06 TYPE : Ridge SUBTYPE : 0/I Extens - Comp Bm ----------------------------------------------------------------------------------------------------------------------------------- SPLICE PLATE 0042866 LEFT ROOF BEAM SIDE --> <-- RIGHT ROOF BEAM SIDE BOLTS: 0.625" DIA A325 NO WASHERS 6.000" X 16.750" X 0.375" +- 2.750"-+ +---------+-------------------------------- ---+- 1.125" 2.375" 2.375" -+--- o 0 OUTSIDE FLANGE I FFFFFFFFFFFFFFFFFFFFFFF OUTSIDE FLANGE 0.188 X 5.000 W 0.188 X 5.000 11. < MAIN WEB 14.500" 0.3.40 INSIDE FLANGE _ 0.188 X 5.000 1.125" ------------ W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W FFFFFFFFFFFFFFFFFFFFFFF 0 0 ------------------------ i17" MAIN WEB 0.140 INSIDE FLANGE 0.188 X 5.000 S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N DATE: 01/05/01 CADDS TIME: 11:17 AM - PAGES 35 -------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY -------------------- MIX -------------------- BLDR ORDER # 01-01 ---------------------------- BLDR ACCOUNT # ------------ 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION. EWDS 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # '06 TYPE ----------------------------------------------------------=----------------------------------------------------=------------------- : Ridge SUBTYPE : O/I Extens - Comp Bm . F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO.. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) LEFT ROOF BEAM SIDE OUTER 2 Main Flange 0.188 X 5.000 2.375 19.12 33.00 14.48 49.50 0.579 -50* INNER 2 Main Flange 0.188 X 5.000 2.458 19.00 33.00 14.59 49.50 0.576 +50% RIGHT ROOF BEAM SIDE OUTER 2 Main Flange 0.188 X 5.000 2.375 19.12 33.00 14.48 49.50 0.579 -50% INNER 2 Main Flange 0.188 X 5.000 2.458 19.00 33.00 14.59 49.50 0.576 +50$ W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) '(Ksi) LEFT ROOF BEAM SIDE Main Web 0.140 0.43 29.33 0.00 33.00 14.23 49.50 0.287 -50% RIGHT ROOF BEAM SIDE Main Web 0.140 0.43 29.33 0.00 33.00 14.23 49.50 0.287 -50% W E L D I N F O R M A T I O N LEFT ROOF BEAM SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM'STRESSES-------- STRENGTH, ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 2 Main Flange Flange to Splice Plate YES 3/16" 3/16" 3.69 6.21 0.596 -50% INNER 2 Main Flange Flange to Splice Plate YES 3/16" 3/16" 3.67 6.21 0.592 +50% Main Web Web to Splice Plate r 1/8" 0.06 2.47 0.025 12 S P L I C E D E S I G N - W E L D I N F O R M A T I O N DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:S 36 ---------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY -------------------------------------------------------------- READY MIX BLDR ORDER # 01-01 ----------------------- BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 06 TYPE Ridge ----------------------------------------------------------------------------------------------------------------------------------- SUBTYPE 0/I Extens - Comp Bm W E L D I N F O R M A T I O N LEFT ROOF BEAM SIDE W E B - P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) GOND Main Web Web to Splice Plate 1/8" 0.06 .2.47 0.025 12 W E L D I N F O R M A T I O N RIGHT ROOF BEAM SIDE F L A N G E P L A T E S DESCRIPTION FULL ----- - ------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 2 Main Flange Flange to Splice Plate YES 3/16" 3/16" 3.69 6.21 0.596 -50t INNER 2 Main Flange 16.21 Flange to Splice Plate YES 3/16" 3/16" 3.67 0.592 +50% W E L D I N F O R M A T I O N RIGHT ROOF BEAM SIDE W E B P L A T E S DESCRIPTION -----7------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web Web to Splice Plate r 1/8" 0.06 2.47 0.025 12 S P L I C E D E S I G N DATE: 01/05/01 CARDS TIME: 11:17 AM PAGES 37 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM ---------'-------------------------------------------------------------------------------------------------------------------------- FRAME # 2 DESCRIPTION LRF 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 S P L I C E D E S I G N - C O V E R S H E E T DATE: 01/05/01 CADDS TIME: 11:17 AM PAGES 38 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 ----------------------------------------------------------------------------------------------------------------------------------- RUN OPTIONS AND INFORMATION SOURCING PLANT 04 - VISALIA QUANTITY OF LIKE FRAMES 01 STRESS RATIO LIMIT 1.030 REPORTS SELECTED COVER SHEET BOLT LOADS / ALLOWABLES SIGN CONVENTIONS LAYOUT SKETCH APPLIED LOADS SUMMARY FLANGE / WEB PLATE INFORMATION PART DIMENSIONS WELD INFORMATION BOLTS / SPLICE PLATE INFORMATION SPLICES SELECTED SPL MEMB SEQ Connection GROUP INFORMATION ASSEMBLY INFORMATION NUM NUM NUM Description NUM Connection Plate Opt I NUM Stiffener Opt Weld Opt --- --- --- -------------------- + ------------------------------- + -------- -- ----------------- --------=--------------- 1 01' 1 Pinned Base Plate 1 Analysis Only OV78688 01 Full Optimization Design w/ Combined Welds, 2 01 2 Knee Splice 2 Optimization w/ Std Plates OV78688 02 Full Optimization Design w/ Combined Welds OV78690 01 Full Optimization Design w/ Combined Welds 3 04 1 Pinned Base Plate 1 Analysis Only OV78688 01 Full Optimization Design w/ Combined Welds 4 04 2 Knee Splice 2 Optimization w/ Std Plates OV78688 02 Full Optimization Design w/ Combined Welds OV78690 01 Full Optimization Design w/ Combined Welds 5 02 1 Canopy Beam Splice 3 Analysis w/ Plate Thickness OV78690 06 Analysis Only Design w/ Combined Welds CAN 02L 02 Analysis Only Design w/ Combined Welds 6 02 2 'Ridge 4 Optimization w/ Std Plates OV78690 02 Full Optimization Design w/ Combined Welds OV78690 02 Full Optimization Design w/ Combined Welds S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:S 39 -----------------=-----------------------------------------------------77---------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME -JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # '01 TYPE Pinned Base Plate SUBTYPE No Ext SW Pin - S Nuts ----------------------------------------------------------------------------------------------------------------------------------- LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y STRESS MEMBER NO CATEGORY (kips) (kips) (kips) FACTOR STRENGTH ------------------------ ---------------------- ------ ------ -------- 1 DL + LL Std Des 9.71 -1.72 0.00 1.00 N 2 DL + WLL Std Des -5.56 3.00 0.00 1.33 N 3 DL + WLR Std Des -3.20 -0.90 0.00 1.33 N 4 DL + EQL/1.4 Std Des 1.28 -0.05 0.00 1.33 N 5 DL + EQR/1.4 Std Des 1.64 -0.50 0.00 1.33 N 6 PDL+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + 2.80EQL Axial T Category 4 Load Combination Does not apply to Splice Design. 9 0.85PDL + 2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL +2.80EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 11 DL +2.80EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL + EWP Std Des -3.98 -1.11 0.00 1.33 N P A R T D I M E N S I O N S Column Dimensions at Connection Flg. to Flg. Dimension 8.000" Offset from Structure Line 8.000" Adjacent Depth Change Information Distance to Depth Change 101- 5.625" Flg. to Flg. Dimension 12.000" Adj. Pl. Angle (Degrees) 0.000 S P L I C E D E S I G N - B 0 L T S / S P Li I C E P L A T E DATE: 01/05/01 CADDS TIME: 11:17 AM PAGES 40 -- ------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY --------- MIX ----------- ----------- BLDR ORDER --------- # 01-01 ---------------------------------------- BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia ' (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE #'01 TYPE Pinned Base ----------------------------------------------------------------------------------------------------------------------------------- Plate SUBTYPE No Ext SW Pin - S Nuts S P L I C E P L A T E PLATE TYPE STANDARD PART NUMBER 0042357 ORIENTATION NORMAL PLATE WIDTH 9.000" PLATE LENGTH 8.437" PLATE THICKNESS 0.500" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.375" DESIGN STRESS RATIO 0.232 CONTROLLING GOND. 1 CONTROLLING LOCATION : Cat. 2 Compression B O L T I N F O R M A T I O N BOLT DIAMETER 0.750" BOLT GAGES - INNER: 4.000" BOLT TYPE A307 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW 1 ! OUTER 1 2 2.375" C O N C R E T E S T R E S S E S MIN. DESIGN FOOTING SIZE 114.807 ( In**2 ) ' CONCRETE STRENGTH 3.000 KSI CONTROLLING LOAD COND. NUMBER 1 • ACTUAL ULTIMATE CONCRETE STRESS 0.205 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.881 KSI CONCRETE STRESS RATIO 0'.109 S P L I C E D E S I G N - B O L T L O A D S / A L L O W A B L E S DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:S 41 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # bl --------------------------------------------------------------------------------------------------------------,--------------------- TYPE : Pinned Base Plate SUBTYPE : No Ext SW Pin - S Nuts B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act". Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE. 1 Total Section is in Compression 0.000 10.000 0.000 20.000 2 2.7,82 3.400 13.329 6.298 26.659 3 1.600 1.013 13.329 3.623 26.659 4 Total Section is in Compression 0.000 13.329 0.000 26.659 5 Total Section is in Compression 0.000 13.329 0.000 26.659 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3, Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 1.988 1.256 13.329 4.500 26.659 S P L I C E D E S I G N - L'A Y 0 U T S K E T C H. DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:S 42 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX . BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME -JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE #-01 TYPE : Pinned Base Plate SUBTYPE : No Ext SW Pin - S Nuts ----------------------------------------------------------------------------------------------7------------------------------------ SPLICE PLATE 0042357 COLUMN BOLTS: 0.750" DIA A307 NO WASHERS 9.000" X 8.437" X 0.500" OUTSIDE FLANGE 0.188 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.188 X 5.000 0.375" ----+---------- 2.375" 8.375" 6.062" _ +- 4.000"-+ FFFFFFFFFFFFFFFFFFFFFFF W 0 W 0 W W W W W W W W W 'W } W W W W W W W W W W W W W W W W W W W W W W W W W W W FFFFFFFFFFFFFFFFFFFFFFF ----------------------------- S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N DATE: 01/05/01 CADDS TIME: 11:17 AM PAGES 43 ------------------------------------------------------------------------=--=------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE# 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 01 -----------------------------------------------------=--------------------------------=-------------------------------------------- TYPE : Pinned Base Plate SUBTYPE : No Ext SW Pin - S Nuts F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION. DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT.ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE OUTER 1 Main Flange 0.188 X 5.000 0.375 3.12 43.99 3.48 49.50 0.071 2 INNER 1 Main Flange 0.188 X 5.000 0.062 0.10 43.99 3.47 49.50 0.070 1 W E B P LAT E'S ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT.. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi)' (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE Main Web 0.120 3.17 29.33 4.39 43.99 3.48 49.50 0.108 2 W E L D I N F O R M A T I O N COLUMN SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE -------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 1 Main Flange Flange to Splice Plate INNER 1 Main Flange Flange to Splice Plate COLUMN SIDE DESCRIPTION 1/8" 0.60 3.71 0.162 2 1/81' 0.00 1.86 0.000 1 W E L D I N F O R M A T I.0 N W E B P L A T E S ------------------------- WELD SIZE -------------------------- -------- MAXIMUM STRESSES -------- - LENGTH ----- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) Win) COND Main Web Web to Splice Plate 1/8" 1/8" 0.5.3 0.38 6.75 0.096 2 S P L I C E D E S I G N' - A P P L I E D L O A D S S U M M A R Y DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:S 44 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20.-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia. (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE #'02 TYPE Ext Col - Roof Beam Knee SUBTYPE 2 Row Outer Hmhd - Horiz ------------------------------------------------------------------------=--------------------------------------------------- ------ LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO CATEGORY (kips) (kips) (in -k) FACTOR STRENGTH ------------------------------------------------------ ------ -------- -50%- MOMENT CAPACITY Std Des 0.00 0.00 -223.54 1.00 N +50% MOMENT CAPACITY Std Des 0.00 0.00 223.54 1.00 N 1 DL + LL Std Des 9.64 -1.72 -196.62 1.00 N 2 DL + WLL Std Des -5.68 1.80 215.33 1.33 N 3 DL + WLR Std Des -3.30 -0.15 -24.71 1.33 N 4 DL + EQL/1.4 Std Des 1.21 -0.05 -4.29 1.33 N 5 DL + EQR/1.4 Std Des 1.57 -0.50 -58.97 1.33 N 6 PDL+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + 2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + 2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL +2.80EQL Conns 0.70 0.58 74.69 1.70 Y 11 DL +2.80EQR Conns 2.08 -1.13 -137.96 1.70 Y 12 DL + EWP Std Des -4.07 -0.06 -15.56 1.33 N P A R T D I M E N S I O N S Column Roof Beam Dimensions at Connection Outside Hammerhead Dimension 7.875" Flg. to Flg. Dimension'. 12.000" Part Slope 1.000 TO 12 Conn. Plate Angle"(Degrees) 0.000 0.000 Offset from Structure Line 8.000" 0.125" Main Flange Dimensions Outer Flange Width 5.000" Thickness 0.250" Inner Flange Width 5.000" Thickness 0.250" Adjacent Depth Change Information Distance to Depth Change 101- 5.625" 131- 4.997" Flg. to Flg. Dimension 8.000" 12.000" Adj. P1. Angle (Degrees) 0.000 0.000 S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E DATE: 01/05/01 CADDS TIME: 11:11 AM PAGE S 45 -------------------------7--------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1..000 TO 12 SPLICE #'02 TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - Horiz ------------------------------------------------------------------------------------------------------------------------------------ S P L I C E P L A T E BOTH SIDES PLATE TYPE STANDARD PART NUMBER 0042869 ORIENTATION REVERSED PLATE WIDTH 6.000" PLATE LENGTH 21.000" PLATE THICKNESS 0.375" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.349 CONTROLLING GOND. +500 CONTROLLING LOCATION Side 2 Inner Row 1 B 0 L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE OUTER 1 2 1.625" INNER 2 2 5.500" OUTER 2 2 6.625" 5.000" INNER 1 2 2.500" W E B S H E A R NO STIFFENERS ARE REQUIRED FOR WEB SHEAR DIST FROM PREV ROW 3.000" I S P L I C E D E S I G N - B O L T L O A D S / A L L O W A B L,E S DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:S 46 -------------------- ORDER # 069526 =--------------------- . BUILDER - NORTH =------------------------------------------------------------------ VALLEY READY MIX BLDR ORDER # 01-01 7 --------------------- BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME•# 2 DESCRIPTION LRF 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 02' TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - Horiz B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. -------------- - --------------- (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE -500 4.661 2.496 0.000 0.000 0.000 21.000 15.192 44.000 +50% 0.000 0.343 2.874 3.729 0.000 21.000 12.156 44.000 1 3.474 1.428 0.000 0.000 0.701 21.000 11.324 43.975 2 •0.000 0.738 3.718 4.725 0.735 27.992 15.403 58.631 3 0.749 0.561 0.226 0.113 0.059 27.992 2.442 58.651 4 0.044 0.000 0.000 0.000 0.022 27.992 0.145 58.651 5 1.124 0.530 0.000 0.000 0.202 27.992 3.665 58.650 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design.. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 0.000 0.065 0.844 1.107 0.237 23.204 3.609 56.097 11 2.734 1.368 0.000 0.000 0.461 23.204 8.913 56.091 12 0.559 0.531 0.481 0.464 0.024 27.992 1.824 58.651 B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Acta Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE -50%; 4.152 2.319 0.000 0.000 0.000 21.000 13.533 44.000 +500 0.000 0.266 2.851 3.725 0.000 21.000 12.144 44.000 1 2.892 1.250 0.000 0.000 0.701 21.000 9.429 43.975 2 0.000 0.677 3.703 4.726 0.735 27.992 15.406 •58.631 3 0.749 0.561 . 0.226 0.113 0.059 27.992 2.442 58.651 4 0.008 0.000 0.000 0.000 0.022 27.992 0.027 58.651 5 0.964 0.477 0.000 0.000 0.202 27.992 3.143 58.650 6 Category 3 Load Combination - Does not apply to Splice Design., 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to.Splice Design. 10 0.000 0.038 0.835 1.105 0.237 23.204 3.602 56.097 11 2.383 1.248 0.000 0.000 0.461 23.204 7.769 56.091 12 0.559 0.531' 0.481 0.464 0.024 27.992 1.824 58.651 -+---------+--- OUTER HAMMERHEAD FLANGE 0030924 1.625" 0.375 X 7.000 X 6.000 7.875" OUTER HAMMERHEAD GUSSET 0030925 5.000" 0.250 X 7.500 X 6.000 X 10.000 OUTSIDE FLANGE 0.188 X 5.000 8.1 MAIN WEB 0.120 175" 3.000" 2. 500 INSIDE FLANGE 0.188 X 5.000 12.1 +- 2.750"-+ ----------------------------- ---+-. HFHFHFHFHFHEFEFEFEFEFEF W o W 0 W W W 0 W o W FFFFFFFFFFFF W W W W W W W W W W END FLANGE 0.375 X 6:000 X 10:125 W 21.000" WI MAIN WEB W 0.140 W )00" W W W W W W W W W W W 0 W 0 W W W 0 W 0 W FFFFFFFFFFFFMSMSMSMSMSM •--- ----------------------------- a MAIN STIFFENER, 0.188 X 2.500 X 11.375 NS/FS S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:S 47 ------------------------------------------------ ORDER # 069526 ----------------------------------------------------------------------------------- BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE #. 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 02 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Ext Col - Roof Beam Knee SUBTYPE : , 2 Row Outer Hmhd - Horiz SPLICE PLATE 0042869 -REVERSED COLUMN SIDE -->I<-- ROOF BEAM SIDE BOLTS: 0.625" DIA A325 NO WASHERS 6.000" X 21.000" X 0.375" -+---------+--- OUTER HAMMERHEAD FLANGE 0030924 1.625" 0.375 X 7.000 X 6.000 7.875" OUTER HAMMERHEAD GUSSET 0030925 5.000" 0.250 X 7.500 X 6.000 X 10.000 OUTSIDE FLANGE 0.188 X 5.000 8.1 MAIN WEB 0.120 175" 3.000" 2. 500 INSIDE FLANGE 0.188 X 5.000 12.1 +- 2.750"-+ ----------------------------- ---+-. HFHFHFHFHFHEFEFEFEFEFEF W o W 0 W W W 0 W o W FFFFFFFFFFFF W W W W W W W W W W END FLANGE 0.375 X 6:000 X 10:125 W 21.000" WI MAIN WEB W 0.140 W )00" W W W W W W W W W W W 0 W 0 W W W 0 W 0 W FFFFFFFFFFFFMSMSMSMSMSM •--- ----------------------------- a MAIN STIFFENER, 0.188 X 2.500 X 11.375 NS/FS S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N X DATE: 01/05/01 7.875 0.188 X 5.000 CADDS TIME: 11:17 AM ----------------------------------------------------'------------------------------------------------------------------------------- X 6.000 X 10.125 0.000 0.188 PAGES 48 ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia 22.00 12.64 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE V02 TYPE ----------------------------------------------------------------------------------------------------------------------------------- Ext Col - Roof Beam Knee SUBTYPE 2 Row Outer Hmhd - Horiz F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. 'ALLOW ACT.t ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE OUTER 1 Hammerhead Flange 0030924 OUTER 3 Main Flange INNER 1 Main Flange ROOF BEAM SIDE OUTER 1 End Flange INNER 1 Main Stiffener 0.375 X 7.000 X 6.000 0.000 0.188 X 5.000 7.875 0.188 X 5.000 1.125 0.375 X 6.000 X 10.125 0.000 0.188 X 2.500 X 11.375 0.000 W E B P L A T E S DESCRIPTION PART NO. SIZE T X W X OL X IL ---------- -- Inches -------------- COLUMN SIDE Outer Hammerhead Gusset 0030925 Main Web ROOF BEAM SIDE Main Web COLUMN SIDE DESCRIPTION OUTER 1 Hammerhead Flange Flange to Splice Plate OUTER 3 Main Flange Flange to Splice.Plate INNER 1 Main Flange Flange to Splice Plate 0.250 X 7.500 X 6.000 X 10.000 0.120 0.140 FULL STRENGTH 1.91 33.00 4.86 49.50 0.097 +50% 2.76 33.00 0.13 65.98 0.084 -50% 4.43 33.00 12.89 49.50 0.259 1 1.72 33.00 5.24 49.50 0.105 +50% 1.26 33.00 11.21 49.50 0.225 1 MAXIMUM STRESSES -- SHEAR --- - TENSION - COMPRESSION CSR LOAD ACT. ALLOW ACT. ALLOW ACT. ALLOW COND (Ksi)- (Ksi) (Ksi) (Ksi) (Ksi) '(Ksi) 8.51 22.00 5.97 33.00. 4.69 ;49.50 0.387 +50% 1.21 22.00 12.64 33.00 12.76 49.50 0.382 +50% . 8.68 17.29 12.60 33.00 11.31 149.50 0.502 +50% W E L D I N F O R M A T I O N F L A N G E P L A T E S ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- ---- FILLET ------------- PENETRATION -------- TENSION SHEAR ALLOW CSR LOAD Face Out Face In Face Out FacIn Face (k/in) (k/in) '(k/in) COND 3/.16" 1/8" YES 3/16" 3/16" 0.74 4.18 0.179 -50% 0.53 2.78 0.191 -50% 0.85 6.21 0.137 +50t S P L I C E D E S I G N - W E L D I N F O R M A T I O N DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:S 49 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT.# 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) .(SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 62 TYPE :. Ext Col ----------------------------------------------------------------------------------------------------=-------------------7---------- - Roof Beam Knee SUBTYPE 2 Row Outer Hmhd - Horiz W E L D I N F O R M A T I O N COLUMN SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near. S. Far S. Near Side Far Side Win) Win) Win) COND Outer Hammerhead Gusset Gusset to Splice Plate 1/8" 1/8" 1.49 5.57 0.268 -50% Gusset to Hammerhead Flange 3/16" 2.13 2.78 0.764 +50% Gusset to Outer Flange 1/6" 1.54 1.86 0.829 +50% Main Web Web to Splice Plate 1/8" 1/8" 1.52 5.57 0.272 +50% W E L D I N F O R M A T I O N ROOF BEAM SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE.------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) GOND OUTER 1 End'Flange End Flg to Splice P1 3/16" 0.66 4.18 0.158 -50% End Flg to Outer Flg 1/8" 0.00 1.86 0.000 1 INNER 1 Main Stiffener Stiffener to Splice P1 1/8" 0.23 2.78 0.085 +50% Stiffener to Web Plate 1/8" 0.46 1.86 0.250 1 W E L D I N F O R M A T I O N ROOF BEAM SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) (k/in) COND Main Web Web to Splice Plate 1/8" 1/8" 1.76 1.19 5.11 0.417 +50% Web to End Flange 1/8" 0.44 1:86 0.235 +50% S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:S 61 ----------------------------------------------------------------------------------------------------------------=------------------ ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR'ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT). (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 05 TYPE : Miscellaneous SUBTYPE : No Ext - Can @ Eave - H ----------------------------------------------------------------------------------------------------------------------------------- 'LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO CATEGORY (kips) (kips) (in -k) FACTOR STRENGTH ------------------------------------------------------ ------ ------ 1 DL + LL Std Des' 0.00 -2.28 -68.32 1.00 N 2 DL + WLL Std Des 0.33 1.22 36.67 1.33 N 3 DL + WLR Std Des -0.33 0.60 17.93 1.33 N. 4 DL + EQL/1.4 Std Des 0.06 -0.28 -8.32 1.33 N 5 DL + EQR/1.4 Std Des -0.06 -0.28 -8.32 1.33 N 6 PDL+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + 2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + 2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL +2.80EQL Conns Category 2 Load Combination Does not apply to this Splice Type. 11 DL +2.80EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL + EWP Std Des 0.00 1.22 36.67 1.33 N P A R T D I M E N S I O N S Canopy. Column Roof Beam Beam Dimensions at Connection Flg. to Flg. Dimension 12.000" 12.000" 10.750" Part Slope 1.000 TO 12 0.500 TO 12 Conn. Plate Angle (Degrees) 4.764 2.386 Offset from Structure Line 8.000" 0.125" 0.125" Adjacent Depth Change Information Distance to Depth Change 51- 0.000" Flg. to Flg. Dimension 10.750" Adj. P1. Angle (Degrees) 0.000 S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:S 62 ---------------------------------------------------------------------------------------------------------=------------------------- ORDER # 069526 ' BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME #. 2 DESCRIPTION LRF 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 05 ---------------------- TYPE ----------- : Miscellaneous -------------------------- SUBTYPE -------------------- : ---------- No Ext - Can @ Eave - H ------------------------------------------ S P L I C E P L A T E ROOF BEAM SIDE CANOPY SIDE PLATE TYPE END FLANGE STANDARD PART NUMBER 0043320 ORIENTATION NORMAL PLATE WIDTH 6.000" 6.000" PLATE LENGTH 10.750" PLATE THICKNESS 0.375" 0.37511 PLATE YIELD STRESS 55.00 KSI 55.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.253 0.243 CONTROLLING GOND. 1 1 CONTROLLING LOCATION Outer Row 1 Outer Row 1 B O L T I N F O R M A T I O N BOLT DIAMETER 0.62511 BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.750" INNER 1 2 1.750" OUTER 2 2 4.500" 2.750" S P L I C E D E S I G N - B O L T L O A D S / A L L O W A B L E S DATE: 01/05/01 CADDS TIME: 11:17 AM ------ PAGE:S 63 ------------ ----- ORDER --------------- # 069526 ------------------ BUILDER - NORTH ------------------- VALLEY READY MIX ----------------------- BLDR ORDER --------- # 01-01 --------- -------------- BLDR ACCOUNT # - 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 05 TYPE Miscellaneous SUBTYPE No Ext - Can Q Eave - H B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3� OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. -------------------=---------- (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE 1 3.012 1.445 0.000 1.233 21.000 9.820 43.924 2 0.000 0.403 1.844 0.676 27.992 6..010 58.634 3 0.000 0.260 1.004 0.308 27.992 3.274 58.648 4 0.355 0.167 0.000 0.147 27.992 1.158 58.651 5 0.378 0.185 0.000 0.153 27.992 1.234 58.651 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 0.000 0.445 - 1.913 0.661 27.992 6.236 58.635 B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) CANOPY BEAM SIDE 1 2.882 1.427 0.000 1.233 21.000 9.396 43.924 2 0.000 0.402 1.842 0.676 27.992 6.005 58.634 3 0.000 0.261 1.007 0.308 27.992 3.283 58.648 4 0.339 0.165 0.000 0.147 27.992 1.107 58.651 5 0.362 0.182 0.000 0.153 27.992 1.182 58.651 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 0.000 0.445 1.914 0.661 27.992 6.238 58.6.35 OUTSIDE FLANGE 0.250 X 5.000 10.787" MAIN WEB 0.140 I I INSIDE FLANGE 0.250 X '5.000 S P L I C E D E S I G N - L A Y O U T S K E T C H OUTSIDE FLANGE 1.750" DATE: 01/05/01 0.250 X 5.000• W , -+--- o W o CADDS TIME: 11:17 AM W 2.750" W PAGE:S 64 ------------------'----------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY ,.MIX o W o BLDR ORDER # 01-01 W BLDR ACCOUNT # 20-04-007-90, BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia. (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 W SPLICE # 05 TYPE -------------------------------7--------------------------------------------------------------------------------------------------- Miscellaneous W SUBTYPE No Ext - Can Q Eave -'H BOLTS: 0.625" DIA A325 NO WASHERS ROOF BEAM SIDE -->I<-- CANOPY SIDE SPLICE PLATE .0043320 0.140 USE END FLANGE : 6.000" X 0.375" W 4.500" W 6.000" X 10.750" X 0.375" OUTSIDE FLANGE 0.250 X 5.000 10.787" MAIN WEB 0.140 I I INSIDE FLANGE 0.250 X '5.000 +- 2.750"-+ -+---------+--- ------------------------------ OUTSIDE FLANGE 1.750" FFFFFFFFFFFFFFFFFFFFFFF 0.250 X 5.000• W , -+--- o W o W 2.750" W W -+--- o W o W W W W W W W W W W W W 10.500" W MAIN WEB W 0.140 W 4.500" W W W W W W W W W W W W W W W W -+--- o W o 1.750" W INSIDE FLANGE FFFFFFFFFFFFFFFFFFFFFFF 0.250 X 5.000 _ -+------------- ------- �v--------------------- OUTSIDE FLANGE 0.250 X 5.000 10.787" MAIN WEB 0.140 I I INSIDE FLANGE 0.250 X '5.000 ROOF BEAM SIDE OUTER 1 Main Flange INNER 1 Main Flange CANOPY BEAM SIDE OUTER 1 Main Flange INNER "1 Main Flange, DESCRIPTION ROOF BEAM SIDE Main Web CANOPY BEAM SIDE Main Web ROOF BEAM SIDE DESCRIPTION OUTER 1 Main Flange End.Flg to Outer Flg INNER 1 Main Flange End Flg to Splice P1 0.250 X 5.000 0.250 X 5.000 0.000 1.78 33.00 3.26 65.98 0.054 1 0.250 1.52 43.99 6.23 49.50 0:126 1 0.250 X 5.000 S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N 0.250 X 5.000 DATE: 01/05/01 1.09 43.99 5.99 49.50 0.120 1 W E B CADDS "TIME: 11:17 AM -------------------------------------------------------7---------------------------------7------------------------------7---------- ------------------ PAGES 65 ORDER # 069526 BUILDER - NORTH VALLEY READY MIX PART NO. SIZE BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 T X W X OL PROJ NAME - JOHN STARR ENGR GRP - Visalia ACT. ALLOW (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR). (SLOPE) (Ksi) •DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 5.98 SPLICE # 05 ----------------------------------------------------------------------------------------------------------------------------------- TYPE Miscellaneous SUBTYPE No Ext - Can @ Eave - H F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE OUTER 1 Main Flange INNER 1 Main Flange CANOPY BEAM SIDE OUTER 1 Main Flange INNER "1 Main Flange, DESCRIPTION ROOF BEAM SIDE Main Web CANOPY BEAM SIDE Main Web ROOF BEAM SIDE DESCRIPTION OUTER 1 Main Flange End.Flg to Outer Flg INNER 1 Main Flange End Flg to Splice P1 0.250 X 5.000 0.250 X 5.000 0.000 1.78 33.00 3.26 65.98 0.054 1 0.250 1.52 43.99 6.23 49.50 0:126 1 0.250 X 5.000 0.000 1.71 33.00 3.26 65.98 0.052 1 0.250 X 5.000 -0.037 1.09 43.99 5.99 49.50 0.120 1 W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) "(Ksi) (Ksi) (Ksi) (Ksi) (Ksi) 0.140 1.67 22.00 9.33 33.00 5.98 49.50 0.282 1 0.140 1.62 22.00 8.95 33.00 5.76 49.50 0.270 1 W E L D I N F O R M A T I O N" F L A N G E P L A.T E S ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k/in) (k/in) (k/in) COND FULL STRENGTH YES YES 3/8" 3/8" 0.45 8.25 0.056 1 0.37 11.00 0.034 2 OUTER 1 Main Flange Flange to Splice Plate INNER 1 Main Flange Flange to Splice Plate CANOPY BEAM SIDE DESCRIPTION Main Web Web to Splice Plate YES 3/8" 0.43 8.25 0.053 1 YES 3/8" S P L I C E D E S I G N - W E L D I N F O R M A T I O N 2 W E L D I N F O R M A T I O N DATE: 01/05/01 W E B P L A T E S CADDS TIME: 11:17 AM ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- PAGE:S 66 ------------------- ----------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR COND ENGR GRP - Visalia 1.25 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 05 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Miscellaneous SUBTYPE : No Ext - Can Q Eave -:H W E L D I N F O R M A T I O N ROOF BEAM SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR, LOAD Near S. Far S. Near Side. Far Side (k/in) (k/in) '(k/in) COND Main Web Web to End Flange 1/8" 1/.8" 1.31 0.22 5.53 0.240 1 W E L D I N F O R M A T I O N CANOPY BEAM SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ---- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 1 Main Flange Flange to Splice Plate INNER 1 Main Flange Flange to Splice Plate CANOPY BEAM SIDE DESCRIPTION Main Web Web to Splice Plate YES 3/8" 0.43 8.25 0.053 1 YES 3/8" 0.27 11.00. 0.025 2 W E L D I N F O R M A T I O N W E B P L A T E S ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) ,(k/in) I COND 1/8" 1/8" 1.25 0.21 5.53 0.230 1 S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 01/05/01 CADDS TIME: 11:17 AM PAGES 67 --------------------------------------------------------------------------------------------------------------=-------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 06 TYPE : Ridge SUBTYPE : 0/I Extens - Comp Bm ---------------------- i------------------------------------------------------------------------------------------------------------ LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO CATEGORY (kips) (kips) (in -k) FACTOR STRENGTH ------------------------------------------------------ ------ -------- -50% MOMENT CAPACITY Std Des 0.00 0.00 -286.13 1.00 N +501 MOMENT CAPACITY Std Des 0.00 0.00 286.13 1.00 N 1 DL + LL Std Des 1.74 0.15 254.82 1.00 N 2 DL + WLL Std Des -1.06 -0.90 -116.41 1.33 N 3 DL + WLR Std Des -0.91 0.85 -129.51 1.33 N 4 DL + EQL/1.4 Std Des 0.28, -0.17 40.70 1.33 N 5 DL + EQR/1.4 Std Des 0.27 0.20 40.99 1.33 N 6 PDL+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + 2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + 2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL +2.80EQL Conns= Category 2 Load Combination - Does not apply to this Splice Type. 11 DL +2.80EQR Conns Category'2 Load Combination - Does not apply to this Splice Type. 12 DL + EWP Std Des -1.31 0.74 -114.96 1.33 - N P A R T D I M E N S I O N S Left Right Roof Beam Roof Beam Dimensions at Connection Flg. to Flg. Dimension 12.000" 12.000" Part Slope 1.000 TO 12 1.000 TO 12 Conn. Plate Angle (Degrees) 4.764 4.764 Adjacent Depth Change Information Distance to Depth Change 151- 0.000" 15'- 0.000" Flg. to Flg. Dimension 12.000" 12.000" Adj. P1. Angle (Degrees) 0.000 0.000 S P L I C E D E S I G N - B 0 L T S / S P L I C E P L A T E DATE: 01/05/01 CADDS TIME: 11:17 AM PAGE:S 68 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 12'74" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 06 ----------------------------------------------------------------------------------------------------------------------------------- TYPE Ridge SUBTYPE 0/I Extens - Comp Bm S P L I C E P L A T E BOTH SIDES PLATE TYPE STANDARD PART NUMBER 0042866 ORIENTATION NORMAL PLATE WIDTH 6.000" PLATE LENGTH 16.750" PLATE THICKNESS 0.375" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 2.375" DESIGN STRESS RATIO 1.016 CONTROLLING GOND. -50% CONTROLLING LOCATION Side 1 Outer Flg 2 B 0 L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.125" INNER 1 2 1.125" S P L I C E D E S I G N - B 0 L T L O A D S / A L L O W A B L E S DATE: 01/05/01 CADDS TIME: 11:17 AM PAGES 69 ----------------------------•----------7-------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 06. TYPE Ridge SUBTYPE 0/I Extens - Comp Bm B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) LEFT ROOF BEAM SIDE -50% 11.054 0.000 0.000 21.000 36.032 44.000 +500 0.000 11.089 0.000 21.000 36.145 44.000 1 0.000 9.516 0.243 21.000 31.020 43.997 2 4.703 0.000 0.805 27.992 15.329 58.627 3 5.209 0.000 0.631 27.992 16.980 58.637 4 0.000 1.515 0.115 27.992 4.939 58.651 5 0.000 1.535 0.183 27.992 5.006 58.650 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 4.728 0.000 0.513 27.992 15.413 58.642 B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------- (Ksi) (Ksi) (Ksi) (Ksi) .RIGHT ROOF BEAM SIDE -500 11.054 0.000 0.000 21.000 36.032 44.000 +500 0.000 11.089 0.000 21.000 36.145 44.000 1 0.000 9.516 0.243 21.000 31.020 43.997 2 4.703 0.000 0.805 27.992 15.329 58.627 3 5.209 0.000 0.631 27.992 16.980 58.637 4 0.000 1.515 0.115 27.992 4.939 58.651 5 0.000 1.535 0.183. 27.992 5.006 58.650 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 4.728 0.000 0.513 27.992 15.413 58.642 S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 01/05/01 CADDS TIME: 11:17 AM PAGES 70 - ---------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2DESCRIPTION LRF 30'-0" 12'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 06 TYPE : Ridge SUBTYPE : 0/I Extens - Comp Bm ----------------------------------------------------------------------------------------------------------------------------------- SPLICE PLATE 0042866 LEFT ROOF BEAM SIDE --> <-- RIGHT ROOF BEAM SIDE BOLTS:. 0.625" DIA A325 NO WASHERS 6.000" X 16.750" X 0.375" +- 2.750"-+ -+---------+--- --------------------------- - - ---+- 1.125" 2.375" 2.375" OUTSIDE FLANGE I I FFFFFFFFFFFFFFFFFFFFFFF I OUTSIDE FLANGE 0.250 X 5.000 MAIN WEB 0.140 INSIDE FLANGE 0,.250 X 5.000 14.! 12.( 00" 142" 1.125" -------------- W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W FFFFFFFFFFFFFFFFFFFFFFF 0 0 ------------------------------ 12.( --------------------------- 0.250 X 5.000 )42" MAIN WEB 0.140 INSIDE FLANGE 0.250 X 5.000 LEFT ROOF BEAM SIDE OUTER 2 Main Flange S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N 33.00 DATE: 01/05/01 "49.50 0.538 -50% INNER 2 Main Flange 0.250 X CADDS TIME: 11:17 AM 2.333 17.80 33.00 14.79 49.50 0,540 PAGE:S 71 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 ' PROJ NAME - JOHN STARR ENGR GRP - Visalia X 5.000 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 0.538 DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 12'-4" 20 PSF 80 -MPH UBC 97 1.000 TO 12• 2.333 SPLICE # 06 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Ridge 49.50 SUBTYPE : 0/I Extens - Comp Bm 'A F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT." ALLOW ACT.. ALLOW COND DESCRIPTION PART -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) - TENSION - LEFT ROOF BEAM SIDE OUTER 2 Main Flange 0.250 X 5.000 2.375 17.75 33.00 14.84 "49.50 0.538 -50% INNER 2 Main Flange 0.250 X 5.000 2.333 17.80 33.00 14.79 49.50 0,540 +50% RIGHT ROOF BEAM SIDE OUTER 2 Main Flange 0.250 X 5.000 2.375 17.75 33.00 14.84 49.50 0.538 -50% INNER 2 Main Flange 0.250 X 5.000 2.333 17.80 33.00 14.79 49.50 0.540 +50% 'A W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) LEFT ROOF BEAM SIDE Main Web 0.140 0.59 29.33 0.00 33.00 14.31 49.50 0.289 +50%, RIGHT ROOF BEAM SIDE Main Web 0.140 0.59 29.33 0.00 33.00 14.31 49.50 0.289 +50% W E L D I N F O R M A T I O N LEFT ROOF BEAM SIDE F L A N G E P L A T E S - DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ---- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 2 Main Flange. Flange to Splice Plate YES 3/16" 3/16" 4.56 8.25 0.553 -50% INNER 2 Main Flange Flange to Splice Plate YES .3/16" 3/16" 4.57 8.25 0.555 +50% Main Web Web to Splice Plate RIGHT ROOF BEAM SIDE DESCRIPTION OUTER 2 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate RIGHT ROOF BEAM SIDE DESCRIPTION 1/8" 0.08 2.47 0.033 2 W E L D I N F O R M A T I O N F L A N G E P L A T E S FULL ---=--------------- WELD SIZE --------------=---- --'------ MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION ---- ---- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND YES 3/16" 3/16" 4.56 8:25 0:553 -50% YES' 3/16" 3/16" 4.57 8.25 0.555 +50% W E L D I N F O R M A T I O N W E B P L A T E S ------------------------- WELD SIZE ------------------------- ------ MAXIMUM STRESSES -------- - LENGTH - ----FILLET ------------ P2NEt'PRA'P3UN--------- :PENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web Web to Splice Plate 1/8" 0.08 2.47 0.033 2 S P L I C E D E S I G N - W E L D I N F O R M A T I O N DATE: 01/05/01 CADDS TIME: 11':17 AM PAGE:S 72 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 069526 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-01 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - JESSICA HOPPER BLDR PHONE # 530-345-7296 PROJ NAME - JOHN STARR ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION ' LRF 30'-0" 12'-4" 20 PSF 80 MPHUBC 97 1.000 TO 12 SPLICE # 06 -------------------------------------------------------=-------------------------------------------------------------------------=- TYPE : Ridge SUBTYPE : 0/I Extens - Comp Bm W E L D I N F O R M A T I O N LEFT ROOF BEAM SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD • Near S. Far S. Near Side Far Side (k/in) (k/in) (k/in) COND Main Web Web to Splice Plate RIGHT ROOF BEAM SIDE DESCRIPTION OUTER 2 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate RIGHT ROOF BEAM SIDE DESCRIPTION 1/8" 0.08 2.47 0.033 2 W E L D I N F O R M A T I O N F L A N G E P L A T E S FULL ---=--------------- WELD SIZE --------------=---- --'------ MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION ---- ---- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND YES 3/16" 3/16" 4.56 8:25 0:553 -50% YES' 3/16" 3/16" 4.57 8.25 0.555 +50% W E L D I N F O R M A T I O N W E B P L A T E S ------------------------- WELD SIZE ------------------------- ------ MAXIMUM STRESSES -------- - LENGTH - ----FILLET ------------ P2NEt'PRA'P3UN--------- :PENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web Web to Splice Plate 1/8" 0.08 2.47 0.033 2 COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES OWNER'S STATEMENT OF USE - DETACHED ACCESSORY BUILDING PN: ONE: BUILDING PMT. # OC4 -I - H -30 - 0:4E OWNER: CAI? -U, V -Lk f --)(J PHONE: 8qq - loss MAIL ADDRESS: SITE ADDRESS: [_nom f U( .(n 1 C o U Ct — Chico, r Oa-. PROPOSED USE: 4z�a-z , ��,n AzlLsa�s PLEASE ANSWER QUESTIONS 1-20. PLEASE EXPLAIN YES ANSWERS (2-18) IN THE SPACE PROVIDED ON THE REVERSE OF THIS FORM. (PLEASE PRECEDE EACH COMMENT WITH RELATED QUESTION #) GENERAL INFORMATION: 1. Is there a primary dwelling on the property? Yes: / V- 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: s/ 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 T of septic tank or leach lines? Yes: No: 11. Is any portion of the proposed structure located closer than 20' to your front property line? Yes: No: 12. Do you plan to add a driveway or modify existing access to a county maintained road? Yes: No: 13. Will the proposed structure encroach within any recorded easement? Yes: No: J CONSTRUCTION FEATURES: 14. Will this building have insulated floor, walls, o ceiling. 3��,Q��,� Z',utvcnn� Yes: ,� No: 15. Will this building be heated or cooled? �v=`'' `� Yes: No: 16. _ Will this building have a water closet/toilet? `J Yes: No: 17. Will this building have a sink? Yes: No: 18. Will this building have a water heater? Yes: No: 19. What type of floor covering will the building have? 1-2 20. What type of wall covering will the building have? ADDITIONAL INFORMATION: I hearby 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 r gNire permits from the permitting authori I understand that Real Estate Disclosure laws require disclosure of this information if or when offered for sale. 0 OWNER'S E04krURE DAVt OWNER'S SIGNATURE DATE FOR DEPARTMENTAL USE REVIEWED BY: COMMENTS: DATE: 0711711999 } PERMIT NO. _ 1268-88B' P, E,M i PERMIT EXPIRES OWNER BETTY WHITMORE �. CONTR. owner ASSESSOR PARCEL 47-43-011 LOCATION 64 Quail Covey Ct,Chico 7ti�,— �OFF�PY V Address i i' GAS By Date W Meter ELECTRIC Date. Meter By I y A'} fTemp. Power Pole i Called PG&E W�vI Temp. Elec. Service i. # Called PG&E Temp. Gas Service Called PG&E i JOB FINALED (Date) — I Signature = OK:, o =N=Not ot OIC AF�licable RESIDENTIAL (Single and Duplex) 0 _• Not Ready Date UNDERFLOOR (Plans) OK except #'s Date FR 1 (Continued) Zoning -Setbacks; -Easements -Flood -Slope 4 . gers-Post Caps -Anchors -Connectors Ftg., Main; Soils eel-Elec. d.-/ P' Ftg. Depth g. Joist-Rftr. Ties -Purl in_ -Roof Brac. Shthng.-Rfng. F eplace Ties o yp -Fire ce Throat Clearance Ftg., Garage; Soils -Steel-/ P' Ftg. Dep h g., Porches & Decks; Soils -Steel-/ !:;&PVtg. Depth t 'c Access;, c i, -Draft Stop -Ins. Baffles Stemwalls, Main; Steel-Blockouts-Wrapped drm. Windows or Exiting Doors -Sill Hgt. & Dimensions . Stemwalls, Garage; Steel-Blockouts-Wrapped rage Fire Protection Framing 7. Slab; Steel -Wrapped 5#(Prpperty Line Firewall & Openings 8 -Piers -Fir lace Ftg.-Steel -52:'Ext Doors -One 3' -Check Garage -3rd story, 2 exits 9. D. .V.; Fall- 'ngs-Test-2 way C/O -Sewer Test 10. Gas Pipe; Size -Anchors 11. Water Pipe; Test -Anchors -Regulator -Service Test 12. Electric; Underground - room -Rise -Run -Landing -Fire Protection lywood on Roof Overhang -Attic Vents -Rafter Outriggers 5. Sid' ng -Nailing Veneer 6. S cco Mesh -Drip Screed -Fd. Vents-Underflr. Access 13. Plenums & Ducts; Clearance-Material-Supprt-Ins. azing Area -Glass Protection -Skylights -Plastic 14. Girders -Sills -Anchor Bolts -Joists -Vents -Cripples Ii<mar Walls; Nailing -Bolts 15. Insulation . Insulation-Walls-Clg. 60. Infiltration -Wal is-Wndws Card-B1at and -B1 Date Card- 1 Da and -B1 Date Card -B1 Dat and -B1 Date 1 Card -B1 > Dat —7 10 Card -B1 Date •' Date PLUMBING (Permit) OK except #'s 16 at r Ht en Access -Combustion Air -Baffle Date FIN (Plans) OK except #'s ter Pipe; t & nchors-Nail Protection . E . Steps -Door & Sidelight Protection -Landings � D.W.V. _ & Anchors -Nail Protection 6 oke Detector 19 "Shower Pan; Test, First Floor -Tub Access. Furnace; Vents -Clearance -Comb. Air -Connector- !2!! `arage; Above Floor-Ducts-Mech. Protection est Tub & Shower, 2nd Floor -Tub Access Gas Pipe; Size & Anchors . &/Bpdroom Exiting 68"G_FI. & Bath Fixtures & Tub Access -Spa 6 . lec. Trim & Subpanel; Breaker Sizes -Labels Card -B1 Date 2/ _ Card -B1 Date Rails Card -131 Dat ;l4Card-81 Date . 69-FirepJace or Stove; Clearances -Hearth c. utlets at Wood Panel; Int. & Ext. Date EL CTRICAL (Permit) OK except #'s t F x1jAre & Transformer Clearance -Ins. Prot Etion it. Fixt. & Appliance; Grnd. -Air Gap -Cooking Clearance C. Outlets & Receptacles at Kit. Counter c. Receptacles Spacing -Lights & Swi hes at Doors ara Fire Door; Swing -Landing -Closer ize Boxes & No. of Conductors- Duct in Garage -Damper ex Installed Close to a Stud & C.J. tr. Htr.; Vents -Clearance -Comb. Air-Connec r-P.R. .- Iarage; Above Floor-Mech. Protection uip. Ground made up!(fte6h. ner on s ater ppliance Circuts in Kitc fSize/G.F.I. ., Elec. &Mech. Equip. Listed for Location Sat�-WiT2"Stie / / ga. Cu or AI-A.C. Wire Size / /ga. or Al EI Receptacles in Garage; (G.F.I.)-Rom x Protec. .tu Ra ie Cir ,,��// ga. Cu or AI -Oven Circ. / / ga. Cu or Al. Jy(sulated aI Yes No 71P.11 ation- Foam- Looked in Attic es 7 . Guard Rails & Deck Construction -Post Caps S ice -Riser Conductors & Ground -Main Disconnectn. Amts & Crawl Hole Door -Drainage & Wood -Earth Clearance Looked undg yFloo ❑ Yes uip. Clearances Panels-Motors-Mech. Equip. . Following instld.; Dr' a es ❑ No; Walks es ❑ No; P rs ❑Yes No V. lothes Closet Light -Shower Light -Spa Light 3 . Smoke Detector 8 . Siucco; Brown -Finish Card -81 Card -B1 SA Date Card -B1 Date Date&k7W Card -B1 Date f1 . A.0 nit; Disconnect, Electrical, Plumbing 8 ents Above Roof; Plbg.-Appliance-Firepl.-Clearance to O "ings. Date MptHANICAL (Permit) OK except #'s 8 r Well; Disconnect, Electrical, Plumbing Q. . Ducts Insulation & Support Exterior Elec. Trim; G.F.I. Receptacle -Underground '196.,Vent Fan; Exhaust above insulation . Ven ilation throughout House Condensate Drain & Overflow; Size & Grade Furnac en Access -Comb. Air -Return Air Vent -115 outlet ass Protection orr ctions from Previous Inpections form if Furnace in Attic . G est -Meters Tagged; Gas -Electric ater & Sewer Connected -C/O to Grade -HD Approval Card -B1 Card -B1 Date Card -B1 Date ate Card -B1 Date LWEnergy Compliance Certificate -Other Certificates �-�_ '�Ofing Certificate Card -61 Date S k-�J Card -B1 Date Date FR MING (Plans) OK except #'s Card -61 Date S -19-!a Card -B1 Date ills, Proper Material & Anchors Card -B1 Date Card -131 Date . Xalls Studs -Nailing, Spacing & Bracing—Plates-Sound Comments at Final: 4rjaearing Walls over Girders & Floor Nailing raft Stop in Walls (rat proof) 4. re Stops; Furred Ceilings -Stairs -Chases Header & Beam -Size & Bearing (NOTE: An entry must be made each time you visit job site) = OK 0 = Not OK - - = Not Applicable = Not Ready MOBILE HOMES - - N` MISCELLANEOUS Date MOBILE HOME UTILITIES (Plans) OK except #'s Date DECKS,COVERS,CARPORTS,GARAGES, (Plans)OK except #'s 1. Zoning Requirements -Setbacks -Easements 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support -Sketch 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Sewer; Location -Test -Fall -C/O -Concrete 3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Water; Location -Test -Easement Needed (Sketch) 4. Wood Awn.; Posts-Beams-Rftrs.-Connec.- Shthg.-Rfg.-Bracing 5. Electricity; Location-Clearances-Grnd.-/ / Amp -Concrete 6. Gas; Location -Test -Wrap: / P'U ft. / /"Nat. or/ /"L"ft./ P'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 -131 Date Card -131 Date 10. Roof; Shthg-Roofing Card -131 Date Card -131 Date 11. Ext.; Steps -Doors -Landings Date MOBILEHOME INSTALLATION (Plans) OK except 4's 1. Zoning Requirements -Setbacks -Easements Card -131 Date Card -81 Date 2. Footings; Size -Spacing -Marriage Line Card -61 Date Card -131 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 8. Elec.;Grounding; Equip. w/5' -circulating Equip. -Pool Lghtg. Boxes -Enclosures -Panel boards -Ins. to Main in Conduit Card -81 Date Card -B1 Date Card -B1 Date Card -81 Date 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test Card -61 Date Card -131 Date Card -61 Date Card -81 Date COUNTY OF BUTTE4 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 matter, or need additional explanation, please contact this office immediately. 1 Rr.�,e e' Inspector f Date_ 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 CORkECTION NOTICE l/YY INCn- / PERMIT NO. A routine inspection Indicates that the following violations of County Ordinance exist t the above address and should be corrected. Please notify this office when orrection of work is completed. if you have any question pertaining to this mat mor need additional explanation, please contact this office immediately. 1 i FA AFAI 29' I I' • ATION E N E It G Y C E R T I F I C A T I O N DESCRIPTION OF INSULATION ROOF Material Thickness (inches)_ EXTERIOR WALL' Material Fiberglasss Thickness(inches) ,3 CEILING Batt or Blanket Type Fiberglass Thickness(inches)_ , �y // Loose Fill .Ty.pe. Fi:Derglass Itininnam.Titicknes$(Ittcltes) ,�� 'Area covered(ft. FLOOR, EM-WATED. Materia t Fiberglass Thickness(inches) FLUOR, SjAj3 Material Thickness(inches) Width(Inches) FOUNDA'1'Ti.)N 14ALL Mater -la l I'h.ick'nes's (i'tictFes)_ P. No. Brand Name_ Thermal Resistance (R Value) Brand Name CertainTeed, Thermal Resistance(R Value) Brand Name CertainTeed Thermal Resistance(R Value)_ Brand Name CertainTeed Number of Bags2,,Z Wt. per bag 25 lb. Thermal Resistance(R Value)__ Brand Name CertainTeed Thermal Resistance(R Value) Brand Name Thermal Resistance(R Value) Brand Name. _ Thermal Resi•strirtce(R Value) I hereby certify that the above insulation was instalLed in the above buil(ling in conformance with the State of California ruergy Requdrements. .Hawkins Insulation Co.', Inc.* 378407 R l NAWOWNER STATE C TRACTOR'S • LICENSE 1,10. SI('.NA�Fj'TION APPLICATOR llA'1'E I h9reby cettIfy the above insulation and all required items as shown on the Ruilding Department approved plans and attachments have been installed as required by tlte'State of California Energy Requirements. All equipment, devices and materials are of the quality prescribed or are specifically approved by the State of California. FT1M0FIWNlIt (Please print) S'TA'TE CONTRACTOR'S LICENSE 1.0 SIGIVA'1'URE 01, (TENERAL (,ONl'ItAUTOR 01-jW R UA'Y2; ; THIS CERTIFICATE M11S'T BE ON FILE WITH THE BUILDING DEPARTMI:N1' PRIOR TO FINAL INSPeCTION APPROVAL AND A COPY SHALL BE POSTED WITHIN THE BUILDING. January 1984 COUNTY OF BUTTE - DEPARTMENT OF PUBLIC WORKS 7 County Center Drive - Oroville, California 15965 - Telephone: 916/538-7541 APPLICATION AND PERMIT PE IT D ter,/r-/ i y ASSE R PAR EL NUMBER � — „ Q� Z G BUILDING PERMIT Ow E T LEPHONE SQ. FT. OCC. BUILDING VALUATICN OWN 'S MAILING ADDRESS CONTRACTOR'S NAME TELE HONE CONTRA TOR'S MAILING ADDRESS Fireplace CONSTRUCTION Ei3, , UNKNOWN Total Valuation $ Filing Fee $ 10,00 LENDER'S MAILING ADDRESS Permit Fee $ ARCHITECT O� EER LICENSE NO. Pian Checking Fee $ Energy Plan Checking Fee $ ARCHITECT OR ENGINEER'S MAILING ADDRESS Penalty $ BUILDING ADDRESS - Permit fee $ PLUMBING PERMIT Filing Fee 10.00' /,�' Each Trap y2.00 Solar or heat pump water heater LOT 0. SUBDIVISION NAME PARCEL/MJA/y I� % v Water piping 5.00 Each qas water heater or vent 5.00 USE OF STRUCTURE SF� Duplex❑ Mobilehome❑ Other SPECI FY Gas piping system 1 - 5 outlets 5.00 5 , Building sewer 5.00 _ Mobile Home S I G I W 0.00 ea TYPE OF WORK NewA Addition❑ 6Remodel❑ UtilitiesUtilities[:]Installationinstallation[:]Other❑ -3 Describe work: �.�2 _ �— - Permit Fee _ Contractor ELECTRICAL PERMIT Filing Fee 10.00 Main service eoov OR LESS 100 AMP OR LESS 10.00 Main service EA. ADD'L 100 AMP 2.50 CONTRACTORS LICENSE LAW' I declare under penalty of perjury (Check one): ❑ I am licensed under provisions of Chapt. 9, Div. 3 of the BusinessPOWER and Professions Code and my license is in full force and effect. License No. Classification as the owner, or my employees with wages as their sole compen-Ex. sation, will do the work,and the structure is not intended or offered for sale. (Sec. 7044)Mobile I, as the owner, am exclusively contracting with licensed contract- ors. (Sec. 7044) ❑ I am exempt under Sec. , Business and Professions Code for this reason NEW CONST. DWELLING OC P. , OR AODNS. ACC. BLDGS. _ 1/ OR NEW CONSTR T. -OUTLET 2,50 ea NON-RESID .BRA CH CIRCUITS)' / APPARATUS e (SINGLE OUTLET CIR. I EX. Occup(OUTLETS OR FIXTURES Occup. OUTLETS FIXED P(RESID )REA.1 qAI, Temporary service Home Facilities e Misc. 1Yiring Permit Fee $ Contractor WORKMEN'S COMPENSATION INSURANCE I declare under penalty of perjury (check one): ❑ The permit is for $100.00 (valuation) or less. ❑ 1 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 Filing Fee 10.00 Heating Cooling Hood 3.00 Ventilation Permit Fee $ Contractor 1 certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby authorize representatives of the Countyot 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 liabilities, judgments, costs, and expenses which may in any way acc\3 against ss * County in consequenc the granting of this permit. �r(�, / 7 (� /370 Date o2 Signature of Applicant - Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 5'0" deep and demolition or construct -ECT ion of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ / TOTAL PERMIT FEE t �V OCCu P. C��.TTPc N(� lscH2O�FLOODJ PARCEall This permit is hereby issued under sions of the Butte County Code and/or work indicated above for which F: OF UBLIC By PERMIT EX IRES.. Date the applicable provi- resolutions to do fees have been paid. WORKS Da aO 0 zo Receipt No. O �0 GD �5'� WHITE-D.P.W.. TILL LOW-ASDESS R, PINK -INSPECTOR• OLD NR LI r J F\ COUNTY OF BUTTE - DEPARTMENT=aF°PUBLIC WORKS - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE: 916/538-7541 / PERMIT APPLICATION DATA SHEET /f Permit No. OWNER A. P. No./��� Proposed Building Use s�r% Building Inspector�� Date 111d7 ff C 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. 2 4. rComplete 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 $ , , . . . , , , Letter of signature authorization. . . . . . . . . . anitation approval fromI: gfze 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, Mail to ownerU) c _ _15. Improvements may be required. , . , . . . , , , , 16. Mobilehome Installation Data. . . . . . . . . . Pre-Inspec. to (D) 17. Pre -Inspection for Required. Building Insprequest ector .8. Recorded copy of Agricultural Acknowledgment Statement. s�/a 19. Driveway Permit, e a 20. Plot plan approval from city of 21 ._ Engineered trusses in duplicate (required prior to plan check). 22. `men you issue the permit p ocess as follows: Mail to owner, Mail to contractor. Telephone�—and hold for pickup at��'`-olfice, Deliver w/inspector. . _ Other , Applicant—,2e ,,.',e6)JI,(t7l 6 Copy of plans sent Health Dept., Fire Dept., Other Date The following data must be submitted prior to permit issuance: (Circle new item not checked above). 1. Index permit for above items No. 2. Additional items required: 11 in Contractor, designer, owner, was advised of above required data by_phone---- inail_counter by date Contractor, designer, owner dvised of a7/;/ equired data by—phone—mall— cou er by date Plans checked by Date 6 Plans approved by Date Sets of plans on hold in File cabinet AP folder Copy—DPW TO Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance Owner LocaPtign AP# Plan A / pprove8 for: Sewage Disposal Water Supply ✓ Hold final for: Water Supply Final clearance O.K. for: Water Supply Clearance for _ 3 bedroom nye-home. Other. NOTE :** San tarian Date �J 9� �9� �� ' �� �� ��.���, "'� � '�"P `� �t-�'--�- *-^� -�`�e . �/�PiY �>- sus -o./) . COUNTY OF BUTTE - Department of Public Works 7 County Center Drive, Oroville, CA 95965 OWNER-BUILDERVERIFICATION Attention Property Owner: Phone: 916 -538 -7541 - An 'owner -builder" building permit has-been applied for in your name and bearing your signature. Please complete and return this information at your earliest opportunity to avoid unnecessary delay in processing and issuing your building permit. No building permit will be issued until this verification is received. 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement (yes or no) ,sclo 2. I (have ave not) _ signed an applica ion for 4L building permit' fo t e proVac'%e osed work. �;l�f i�eLCvyrJ ,l GrJ- 3. I have cont with the following person (fi m) to provide the proposed construction: Name Address City Phone Contractors License No. 4. I plan to provide portions of this work, but.I have hired the following person to coordinate, supervise, and provide the major work: Name Address City Phone Contractors License No. 5. I.will provide some of the work but I have contracted (hired) the following persons to provide the work indicated: Name Address Phone Type of Work Signed: Property Owner % ifma E ei Social Security Number, - - Date NOTE: This Owner -Builder Verification is sent to you as required by.Sections 19831 and 19832 of the California Health and Safety Code. This verification must be completed and returned to -our office before we are per- mitted to issue the permit. Y 9 �e3—oii Oleusc Cr�r�r� 12 :. SLIT7E COMHE RECORD R SERIAL N�- RECORDE.REQUEST OF MID VALLEY TITLE COMRW DATE RECORDED: TIME:.e , 9 10 19es Return to DPW AGRICULTURAL STATEMENT OF ACKNOWLEDGEMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8.1 of the Butte County Code requires this acknowledgement be recorded prior to issuance of a building permit. - The property.described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort arising from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural zones which have as a 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 as follows: SEE ATTACHED DESCRIPTION..... Date: — q O 9 State of SS. County of OFFICIAL SEAL MARY R. CASEDEER NOTARY PUBLIC - CALIFORNIA BUTTE COUNTY ,t,Foa, My Comm. Expires Jan. 29. 1993 PROPERTY OWN! Ax rn ur NJ On this the day of 19 of before me, the undersigned Notary Public, personally appeared Ll Personally known to me. k Proved to me on the basis of satisfactory evidence. to be the person(s) whose name s ( ) / S subscribed to the'within instrument and acknowledged that executed the same for the purposes therein contained. IN WITNESS WHEREOF, I hereunto set my hand and official seal. Present A.P. No. 0/7/7 '11-3'0•-D 2. Notary Public �= i-:E�x`..+1. a.., `Sc "i .i�:. 4y t: �.�i a i;. fi.�,6 YY. _ s'.�. '1'� ..'t•� �`K. :;i'1 ="�� -'1 f ORDER NO. BU -104260 MC DESCRIPTION ALL THAT CERTAIN REAL PROPERTY SITUATE IN THE STATE OF CALIFORNIA, COUNTY OF BUTTE, DESCRIBED AS FOLLOWS: PARCEL I• PARCEL 2, AS SHOWN ON THAT CERTAIN, PARCEL MAP, RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA; ON FEBRUARY 8, 1989, IN BOOK 113 OF MAPS, AT PAGE(S) 84, 85 AND 86. RESERVING THEREFROM A NON-EXCLUSIVE EASEMENT FOR ROAD AND PUBLIC UTILITY PURPOSES OVER THE EXTENSION OF QUAIL COVEY COURT AS SHOWN ON SAID PARCEL MAP. PARCEL II• ' Ail EASEMENT FOR ACCESS AND PUBLIC UTILITY- PURPOSES OVER THAT PORTION OF PARCELS 1, 2, 3 AND 4, LYING WITHIN_QUAIL COVEY COURT, AS SHOWN ON THAT CERTAIN PARCEL MAP, RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON MAY 15, 1987, IN BOOK 107 OF MAPS, AT PAGE(S) 32 AND 33. PARCEL III• AN EASEMENT FOR ROAD AND PUBLIC UTILITY PURPOSES 50 FEET IN - WIDTH, MORE PARTICULARLY DESCRIBED AS FOLLOWS: A PORTION OF PARCEL 1, AS SHOWN ON THAT CERTAIN PARCEL MAP WHICH PARCEL MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON AUGUST 15, 1979, IN BOOK 71 OF MAPS, AT PAGE(S) 84, DESCRIBED AS FOLLOWS: BEGINNING AT THE MOST NORTHERLY CORNER OF SAID PARCEL 1; THENCE SOUTH 37 DEG. 42' 00" EAST, 150.99 FEET; THENCE SOUTH 72 DEG. 39' 05" WEST, 53.33 FEET; THENCE NORTH 37 DEG. 42' 00" WEST, 149.69 FEET; THENCE NORTH 72 DEG. 39' 05" EAST, 3.88 FEET; THENCE NORTH 71 DEG. 13' 26" EAST, 49.10 FEET TO THE POINT OF BEGINNING. PARCEL IV• A NON-EXCLUSIVE EASEMENT FOR ROAD AND PUBLIC UTILITY PURPOSES OVER THE EXTENSION OF QUAIL COVEY COURT AS SHOWN ON THAT CERTAIN PARCEL MAP, RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 8, 1989, IN BOOK 113 OF MAPS, AT PAGE(S) 84, 85 AND 86. EXCEPTING THEREFROM ALL THAT PORTION LYING WITHIN THE BOUNDS OF PARCEL I, DESCRIBED HEREIN. ,, 8*Lurx to DPW ACRIC � FOR KESl|)KN]lAL UEVB1}PMkNT ' "-01501^ ' ~'timo 26-8,1 of the Butte County Code j.equi.res this k l d be recorded NOT CC]kAPAUD, VVRH �-'prior to issuance of a building permit. ORIGINAL DOCUMEN'T :',to land or included within an area x-oned for agricultural purposes, and residents Qj* this property may be sub-iect to incon �.,yeniences or discomfort arising from the -,use of agricultural chemicals, including, 'and 'fertilizers; and from the Pursuit ,,of 'agricultural. operations illClUding, pruning, and harv6sting which occaazooally 8eneroL.e uuaL, smoke, noise, and 000r' Butte couuLy has eaLaUi1ohcd ogric//} �tural"zoneu which have as u priority uae for productive a8riculturaL purposes, and resi,|,'/'|�' rwi�hio said zones and on adjacent proyeriy should be prepared to accept such ixrmnva/i,o''` � -or diocon[urm from normal, necessary �zm operations. `. .�� ~~^. 'All. Lhmt cuul properLy situate in the County of Butte, State of California, drxrrii`,J ;Is . ollowa: ' COUNTY OF BUTTE - DEPARTMENT OF PUBLIC WORKS 7 County Center Drive - OroviIIe, C,•?liforrAi95965 - TeIephcne 916/534-4541 APPLICATION AND PERMIT ' ERMIT NO. A 54 O PA f UMRr, It)B '" - BUILDING PERMIT DwN `+ n4A:1131neli � TELEPHONE SQ. FT. OCC. BUILDING VALUATION OWNER'S MAILING AVORE CONTRACTOR'5NAME TELEPHONE CONTRACTOR'S MAILING ADDRESS ' CONSTRUCTION LENDER- UNKNOWN Fireplace Total Valuation $ LENDER'S MAILING ADDRESS Permit Fee $ A A CHI ECT ENGI EE IC NSE NO. Plan Checking Fee $ Penalty $ ARCHIT R ENGINEER'S AILING DDRESS t t Permit fee $ BUIL AD RES PLUMBING PERMIT Filing Fee 3.00 O Each Trap 2.00 Repair drainage or vent piping 2.00 Water piping LOT NO.SUBDI VISION NAME PARCEL MAP Each pas water heater or vent 2.00 Gas piping system 1 - 5 outlets USE OF STRUCTURE � SF ❑ Duplex❑ Mobilehome❑ Othe� � ECI Building sewer awn sprinkler system 2.00 �� TYPE OF WORK New Addition ❑ Remodel ❑ Utilities ❑ Installation[] Other ❑ I? Describe work: — Permit Fee $ Contractor ELECTRICAL PERMIT Filing Fee 3.00 Main service 100 AMP OR ORSLESS 5.00 Main service EA. ADD'L 100 AMP 2.50 NEW CONST. DWELLING OCCUP.& OR ADDNS. ACC. BLDGS. 1 22 sq ft CONTRACTORS LICENSE LAW I declare under penalty of perjury (check one): F-1 I am licensed under provisions of Chapt. 9, Div. 3 of the Business and Professions Code and my license is in full force and effect. License No. Classification ❑ I, as the owner, or my employees with wages as their sole compen- sation, will do the work,and the structure is not intended or offered for sale. (Sec. 7044) ❑ I, as the owner, am exclusively contracting with licensed contract- ors. (Sec. 7044) ❑ I am exempt under Sec. , Business and Professions Code for this reason NEW CONST R.MULTI-OUTLET NON-RESIG BRANCH CIRC ITS 2.50 ea NEW -CONSTR (POWER APPARATUS .&) NONRESIC. SINGLE OUTLET CIR &) ExOccu 50 @250 . P�OUTLETS OR FIXTURES 13AL@1 EX. QCCU FIXED APPLN5. OR Occup. (RESID.) EA.) 2.00. Temporary service 10.00 Mobile Home Facilities 15.00 Misc. Wiring 6,25 Permit Fee $ Contractor WORKMEN'S COMPENSATION INSURANCE 1 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 3.00 Heating Cooling Hood 2.00 Ventilation permit Fee $ Contractor I certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby authorize representatives of the Countyot Butte to enter upon the above-mentioned property for inspection purposes. 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 said County in consequence of the granting of this permit. X Date Signature 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 $ Land Development Fee $ TOTAL PERMIT FEE J§=U . GROUF T�i=F CpNST. V N` PARCEL P/ V No 55uE This permit is hereby issued under sions of the Butte County Code and/or work indicated above for which DIRECTOR OF PUBLIC BY PERMIT EXPIRES Date the applicable provi- resolutions to do fees have been paid. WORKS Date Receipt -NO. ` 0 _4' `(J� WHITED. ..vycol-AG��>/SOR, PINK -INSPECTOR, GOLDENROD -APPLICANT COUNTY OF BUTTE - DEPARTMENT OF PUBLIC WORKS - BUILDING DIVISION 7 County Center Drive — 0roville, California 95965 — Telephone: 534-4541 PERMIT APPLICATION DATA SHEET Ms v Permit No. c) R'`tnY' e_N rr` 's' 15)OWNER A. P. No. "` `,`� It / K"r Proposed Building Use ` V-V�C- S113VA(-,E, "Y -Pm - 1 r� P 9 • 4,o Permit fee based upon: Complete Contract Price er >< DPW Valuation Other (explain)���� Building Inspector CC-- Date 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.........8..%.� ��s cts�....�QEccL® Plot plans i tri licate.....6tL....eaftr.lasl 3. 69 T. VA . Complete plans in duplicate/triplicate................................................ 4D Complete engineered plans and calcs...SIAW llftl%S��lE1�T SEL.... `. 5. Plans with Energy Design Compliance Statement ............................ 6. State Energy Forms No. .................... 7. Statement of Intent for Non- eate & AC BtAildings.........yy.'.�.... Fees of $ J b 9. Letter of signature authorization............................................................. Sanitation approval from C KO H th Dept.... 11. Planning approval for Seo s re 4 ate e- 7-3�-$c7 ?. • L • QE ME iZ Certificate of Workmen s Compensation Insurance ........................ 1-13n.Contractors License Information (no., name style, classification) ............................... Improvements may be required. Contact Land Development Section of Dept. Public Works (see addressbelow)................................................................................................. 15. Pre -inspection for required. Pre-inspec. request to date Other Sla'A co ETg 't�EiL1111NT bld��VA R, _� When you issue the permit, process as follows: Mail to owner Mail to contractor. Telephone and hold for pick-up at office. Deliver w/inspection. Other Applicant Date Copy of plans sent Health Dept., Fire Dept., Other Date During the plan checking process, the following data must be submitted prior to permit issuance: (For required items not checked above at time of annfic n, le ) 1. Index permit for above Items No. Z IJ �2 13 1 16 2. Additional items required: (Contractor, Designer, Owner) was advised of above required data by Telephone Mail Other By Date Plans checked by Date Plans approved by Date 442 OTHER: Copy/DPW 1 OWNER Zoning Use Proposed Permit fee based upon: I. 2. 3. 16 1 r r APPL ICAT ION..WORK . SHEET Complete contract price. Partial contract price DPW Valuation (show):_ in) Permit No. A. P. No. % Approved Not approved At time of permit application, the applicant was zdvisP the following data or information must be submitted prior to permit processing and/or issue ce: \_1_J Date received 1. All items have been submitted. -------------------------- 2. Plot plans in duplicate/triplicate- --------------------- 3. Complete plans in duplicate/triplicate- ----------------- 4. Complete engineered plans and calcs. ---=---------------- 5. Fees ----- --- -- er oilsign ure authorize ion. --------- - ----------- 7. Sanitation approval.-----�-/------------------9-' J'-ry---- Planning approval for uGfc jj2 �' re,DA/1' /A4/a1h�,. C'� 3 q!� Sp d Workmen's Compensation Insurance ertificat . - ------- 0 Contractors cense informa on. --------- ------------- Pa era ed c ---- - ------------ 12. Access declaration- ------------------------------------- 13. Aunt Minnie information. -------------------------------- 14. Deed of access, recorded copy. -------------------------- 15. Deed of parcel creation, recorded copy. ----------------- 16. Parcel map, recording data - ----------------------------- 17. Pre -inspection request for -- 18. Improvements - plans required & DPW approval. ----------- 19. Othe --- - By 01Date Bldg. InspectorTL �LC TomN1� APP. 0%)L4 -� Fo F, During plan checking process, the following data or information must be submitted prior to permit issuance: 1. Index permit for items above and in addition the following: 2. Applicant advised Tel C\ . ria !J 3. Plans checke by Date 4. Plans appro ed by pate When permit is i sued, process tott�riz 1. Mail owne 2. Mail to contractor. 3. Deliver with inspection. 4. Telephone and hold.,, for pickup @ office. X5. Other Before permit issuance, all of the following items must be signed or marked NA: 1. Zoning use 2. Legal parcel 3. nvir.Health - Date Plans Sent Sa 'tation 4. 5. M %ing ant k�i - Date Notice Sent Imp. e & Fees A. Use Permit B. Variance C." Other !3Iv# Other Agencies Date Plans Sent _ A. Fire Dept. B. Other - - g aN (7- IS - s tea`• 5a air °^ � r-es R MULTIPLE FAMILY AND COM11ERC IAL PLAN CHECKING GUIDE Pe it # 3q 0% - W -2 -1 3 W - Bldg. OWNER A. P. PAGE 1 v� A. GENERAL /j Zoning requirements (sideyards, parking, special conditions) . s k -t Valuation. 30 Signature by R.C.E. or Architect (if required). Calculations. `� �. 4. Improvements and drainage. Complete plot plan with dimensions, easements, other -buildings, and other pertine t data. B. OCCUPANCY REQUIREMENTS �`�� 1. Building use 'Tr�e� �%PQIi� Occupancy Class 0.A .... s 14 2. Type of construction- N Fire Zone 3 3. Building floor area -74.70 sq.ft. Occupant load 4. Total allowable floor area 1bo133 sq.ft. 11n� Basic allowable floor area 3$O0 sq.ft C1�Qeketl Toti-''t Basis for increase F;�`. -a-,3 Iftc. -aft-S64 T + r%n V. --b 1 n _ 123 ih .&I Additions, alterations, and repairs exceeding 50% (Sec. 104). 610",.Xompliance with occupancy group requirements (Chapters 5-13). 7/ Occupancy separations (Sec. 503). 8 -Area separations (Sec. 505). firewalls due to location on property (Sec. 504)._ 100.Maximum height requirements (Sec. 507). OAttic separations (Sec. 3205). Ventilation and special hazards requirements (Chapters 6-13)., v;--Fire extinguishing systems (Chapter.38). 1echanical code requirements. 1estaurant Act requirements. 1 Smoke detection system. C. TYPES OF CONSTRUCTION REQUIREMENTS 100.0' Fire retardant roof coverings (Sec. 1704). Parapet walls (Sec. 1709). Toilet room floors and walls (Sec. 1711). physically handicapped (Sec. 1711 & Table 33A). Guardrails (Sec. 1716). 5etailed types of construction requirements (Chapters 18-22). 7. roper roof pitch for roof covering (Chapter 32). 8! Attic access and ventilation (Sec. 3204). -- 9Roof drainage (Sec. 3207). 10" Skylights (Chapter 34). 11/ Stages and platforms (Chapter 39). 12! Interior wall and ceiling finish (Chapter 42). 1 Fire resistive requirements (Chapter -43). 19'.'- Wall and ceiling coverings (Chapter 47). 15/Glass and glazing (Chapter 54). Human Impact (Sec. 5406). PAGE 2 .� MULTIPLE FAMILY AND COMMERCIAL PLAN CHECKING GUIDE (continued) D. STAIRS, EXITS, AND OCCUPANT.LOADS 40.'. Number of exits, width and,locations (Sec. 3302). Doors (Sec. 3303): Corridors and exterior exit balconies (Sec. 3304). Stairways, rise & run, width, winders,.and construction (Sec. 3305). Horizontal exit (Sec. 3307). 640'—Exit and smokeproof enclosures (Sec. 3308 & 3309). 7.e--- Exit signs and illumination (Sec. 3312). Exits for occupancy groups -A-E (Sec. 3315-3319). _ E. EN NEERING REGULATIONS DESIGN UALITY MATERIALS AND DETAILED REQUIREMENTS, Complete plans sufficient to show how building is proposed to be constructed and to verify conformance with Chapters.23-29. Plans must include plot.plan, floor plan, foundation plan, elevations, and complete structural details. Energy design, calcs, and necessary details (State law). 3�'Veneer (Chapter 30). 60."Chimneys and fireplaces (Chapter 37). Engineered plansif required. 51 Plastics (Chapter 52). 60"'Excavation and grading (Chapter 70) - not -adopted. 7O."' Continuous or Special,Inspection (Sec. &0007 -Factory or other certification. Soils or compaction data. Y ' COUNTY OF BUTTE — DEPARTMENT OF PUBLIC WORKS 7 County Cente4 IeCalifornia 95965 Telephone: 34-4541 �Jy APPLICATION AND PERMIT aU111U11LC ICiJICJCIIIaIIVCJ UI LI1C VUU[ILY UI DUMC lU CALCI UNUII lnC above-mentioned,property for�nspection purposes. / 1171 C If Date 3 gnature of Ferm/tee or This permit is hereby issued under the applicable provisions of the Butte County Code and/or resolutions to do work indicated above for which fees have been paid. DIRECTOR OF PUBLIC WORKS By Receipt No. White-D.P.W. – Yellow -Assessor – Pink -Inspector – Goldenrod -Applicant Building permit expires Date Date BUILDING Owner C r L� SQ. FT. OCC. BUILDING VALUATION Mailing Address �2�c� 1` A C (o Telephone No. ' — S Contractor k—" Mailing Address Fireplace Total Valuation Telephone No. Permit Fee Building Address s LS Plan Checking Fee&/or Penalty Permit Fee DD ✓� C3 fye� o s, PLUMBING No. @ FEE 01 t % PERMIT FILING FEE $3.00 ,p0 Each Trao 1.50 _ 76Th"g V&RIce#ion Only Repair drainage or vent piping 1,50 A. P. No. �� `� �p A_ Ai- & lanning Water Water piping 1.50 ,1050 Each gas water heater or vent 1.50 Rik.- n Fire Dept.FireZone Use Permit Gas piping system 1 - 5 outlets 1.50 EQA Parking Plans Parcel Declaration Parcel Map 60' R/W Improvements Each additional outlet .30 Building sewer 5.00 Bldg.ans Recd Par Plans Approval Lawn sprinkler system 2.00 NEW ❑ ADDITION ❑ UTILITIES OTHER ❑ permit Fee $ ,CO. ELECTRICAL No. @ FEE PERMIT FILING FEE $3.00,7,0 a Main service soov OR LESS 100 AMP OR LESS 5.00 • O v Single Family ❑ Duplex ❑ Mobil Home Others ❑ Main service EA. ADD'L 100 AMP 2.50 Main service ovER soov 25.00 100 AMP OR LESS Main service EA. ADD'L 100 AMP 1.00 NEW CONST. OR ADDNS. ( DWEACCLBLDGS,CCUP. S) 22sgft CONTRACTORS LICENSE LAW 1 am licensed under the provisions of Chapter 9, Div. 3, of the State of California Business & Professions Code under the name style of: NEW CONSTR MULTI -OUTLET NON.R ESID BRANCH CIRCUITS) 12.50ea NEW CONSTR., POWER APPARATUS & NON.RESID, (SINGLE OUTLET CIR, Ex. OCCUD(OUTLETs OR FIXTIIPES e , FIXED APPLNS, OR Ex. Occup. (OUTLETS (RESID.) EAJ 2.00 Temporary service 10.00 Mobile Home Facilities 15.00 , License No. Classification Misc. Wiring 6.25 65eil XL4X 0 cJ� I am exempt from the Contractors License Laws of the State of California. Permit Fee $ $ Z WORKMEN'S COMPENSATION INSURANCE 1 am aware of the provisions of Section3700 of the California Labor Code which requires every employer to be insured against liability for Workmen's Compensation. ❑I have placed on file with the County of Butte a certificate of Workmen's Compensation Insurance. I certify that in the performance of the work for which this it is issued I shall not employ any person in any manner so as to become subject to the Workmen's Compensation Laws of California. MECHANICAL No. @ FEE PERMIT FILING FEE $3.00 Heating Cooling Ventilation Hood 2.00 Permit Fee $ $ I certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby Land Development Fee $ '� TOTAL PERMIT FEE $ aU111U11LC ICiJICJCIIIaIIVCJ UI LI1C VUU[ILY UI DUMC lU CALCI UNUII lnC above-mentioned,property for�nspection purposes. / 1171 C If Date 3 gnature of Ferm/tee or This permit is hereby issued under the applicable provisions of the Butte County Code and/or resolutions to do work indicated above for which fees have been paid. DIRECTOR OF PUBLIC WORKS By Receipt No. White-D.P.W. – Yellow -Assessor – Pink -Inspector – Goldenrod -Applicant Building permit expires Date Date BUILDING DEPS T-EEN—L E RZAI'Mri Sewace and/or Water a-L-djor Ad-1-ition Clear-ance(s) I McKINNEY BROS., INC. 9001 South of Hwv. 99'.& -Keefer 0N. ER LIKA1 ION nes Plans are approved for; Sewage Disposal x Water Supply_&_ 11-1 A up final for: Water Supply Final Clearance ok for: C lea-rance is for a 2 bedroom (home or mobile- home)'- Other- addition(s) will b -- Water Supply�_ HM/ U ffi aj� October 17, 1978 Date PERM -IT APPLICATJON WnRK SHEET OWNER //J Zoning Permit fee based Permit No. l�cl�==Y A.P. No. �7-v?�--- /�. , Use Pr posed Approved _ Not approved upon: 1. Complete contract price. 2. Partial contract price (explain). 3. DPW Valuation (show): At time of permit application, the applicant was advised the following data or information must be submitted prior to permit processing and/or issuance: Date received 1. All items have been submit ----------------------- 2. Plot plans in duplicate/ riplicat - --------------------- 3. Complete plans in duplicate replicate- ----------------- 4. Complete engineered plans and calcs. -------------------- 5. Fees of $ -------------------- Letter of signature authorization. ---------------------- 7. Sanitation approval. ------------------------------------ _1011;-17k" Planning approval for -- 9. Workmen's Compensation Insurance Certificate. ----------- 10. Contractors license information. --------------------- 11. Parcel declaration, recorded copy, ---------------------- 12. Access declaration- ------------------------------------- 13. Aunt Minnie information. -------------------------------- 14. 15. Deed of access, recorded copy. -------------------------- Deed of parcel creation, recorded copy. ----------------- 16. Parcel map, recording data. ----------------------------- 4 17. Pre -inspection request for -- 18. 19. Improvements - plans required & DPW approval. ----------- ther ---- - By Date 7LS Bldg. I ector During plan checking process, the following data or information must be submitted prior to permit issuance: 1. Index permit for item624 , above and in addition the ollowing: 2. Applicant advised by Telephone Mail r 3. Plans checked by Date 414Z / 4. Plans approved b Date When permit is issued, process as fol ows: 1. Mail to owner. 2. Mail to contractor. 3. Deliver with inspection. 4. Telephone and hold for pickup @ office. 5. Other Before permit issuance, all of the following items must be signed or marked NA: 1. Zoning use 2. Legal parcel 3. Envir.Health - Date Plans Sent A. Sanitation B. Restaurant C. Other 4. Public Works - Date Ndtice Sent` A. Street Imp. B. Drainage -C. Permits & Fees D. Other 5. Planning A. Use Permit B. Variance C. Other 6. Other Agencies - Date Plans Sent A. Fire Dept. B. Other $ —0EAlMIT NO. 7385-79E,E PERMIT EXPIRES % /Z McKin-ey Bros. OWNER CONTR. owner ` 47-26-162 ;LOCATION (A.P. ) E/S Hwy 99E, app.900'S.of Keefer Rd., opposi Anita Rd., Chico kms_ lV �Y Temp. Power Pole Called PG&E Temp. Elea Serv. Called PG&E Temp. Gas Serv. a Called PG&E, JOB FINALED (Date) (Signa i tioiucco I I Final I Sub ane Mesh MECHANICAL Grd. F It Prot. Scr h Heati Servl —Brq6n I Coo ng T p. Pole InfOrlor Lath ntilation Permanent or Closer anal Inal MOBILEHOME UTILITIES ------------------ Elec_ Service Elec. Pedestal Water Piping . Sewer Gas Piping OBILEHOME INSTALLAIION - - - - - - - - - - - - - Support Elec. Continuity Water Piping Drainage Gas Piping DATE REMARKS OR CORRECTIONS • r f (NOTE: An entry must be made on this form each time you visit the job site.) COUNTY OF BUTTE — DEPARTMENT OF PUBLIC WORKS BUILDING INSPECTION'RECORD BUILDINGBUILDING (Cont'd) PLUMBING Seillipck FUNall Ail Piping Foralk y Para ets t Floor Mai Bldg. Restro m Finish 2AL Floor FooXings Window 3rd Nloor Stem II Siding To out Slab Roof Sheatlkng Water PlAg Piers Roofing Sewer Garage Fdn. Vents Fixtures Footings Stemwal I Garage Vents Insulation Water Htr. Heaters Slab Car ort p Footings Prov. for ph sicall handica ed Conformance of ex. A structure Appliances Gas Piping &Test Temp. Gas Slab Final Sanitation Patio JAREPVCE Final Footings Footing LECTRIC L Masonry Walls Throat Rou h Reinf. Ste Final - Fixtures Bond Be FIRE SPRINKLE Motors tioiucco I I Final I Sub ane Mesh MECHANICAL Grd. F It Prot. Scr h Heati Servl —Brq6n I Coo ng T p. Pole InfOrlor Lath ntilation Permanent or Closer anal Inal MOBILEHOME UTILITIES ------------------ Elec_ Service Elec. Pedestal Water Piping . Sewer Gas Piping OBILEHOME INSTALLAIION - - - - - - - - - - - - - Support Elec. Continuity Water Piping Drainage Gas Piping DATE REMARKS OR CORRECTIONS • r f (NOTE: An entry must be made on this form each time you visit the job site.) COUN'T-Y V� BUTTE —" DEPARTMENT OF PUBLIC WORKS 7 C&nty Center Drive - Oroville, California 95965 Tel ephone: -534-4541/- APPLICATION AND PERMIT a duulvnce [VPF"SentdUves of the uuunry or tune to enter upon the above-mentioned property for inspection purposes. X L Date oturel. a it gent Rece' t No. White-D.P.W. - Yellow -Assessor - Pink -Inspector - Goldenrod -Applicant This permit is hereby issued under the applicable provisions of the Butte County Code and/or resolutions to do work indicated above for which fees have been paid. DIRECTOR 0F, PUBLIC WORKS By— Date B ding permit expires Date BUILDING Owner SO. FT. OCC. BUILDING VALUATION Mailing Address �� S� , Tele hone No. �`Si I Contractor Mailing Address Fireplace Total Valuation Telephone No. Permit Fee Building Address e/66 6' -15 mac- Oe' Plan Checking Fee&/or Penalty Permit Fee �y/J U DP�os/-/6 4ulf'm ,eo. PLUMBING No.1 @ FEE PERMIT FILING FEE $3.00 . C>Z> Each Trap 1.50 CF�LGt7 Repair drainage or vent piping 1.50 A. P• • q-7 2, L Zoni g & Planning Water piping 1.50 /0,40 Each gas water heater or vent 1.50 es ion Fire Dept. Fire Zone Use Permit Gas piping system 1 - 5 outlets 1.50 •445 EQA Parking Plans Parcel Declaration 7 $_ Farce M p 60' R/W Improveme Each additional outlet .30 Building sewer 5.00 OD Bldg. PI s Recd -f Parcelroval Plans Approval Lawn sprinkler system 2.00 NEW ❑ ADDITION ❑ UTI LITIES XJ OTHER ❑ Permit Fee $ — .$ � ELECTRICAL No. @ FEE PERMIT FILING FEE $3.0000V OR LES 5.00 Z5, 0& Main service 10CC AMP ORSL=SS Single Family ❑ Duplex ❑ Mobil Home ®, Others ❑ Main service EA. ADD•L too AMP 2.50 , �Z Main service OVER 25.00 100 AMPP OR LESS O Main service EA. ADD'L 100 AMP 1.00 NEW CONS. DWELING O OR ADDNST ( ACCLBLDGS.CCUP. Y� 20sgft CONTRACTORS LICENSE LAW 1 am licensed under the provisions of Chapter 9, Div. 3, of the State of California Busin81 ess Professions Code under the name style of: �s .CONST BRANCH CRCUITS 2.50ea NEW NONRESID. BRANCH CII T NEW CONSTR. POWER APPARATUS B NON•RESID. SINGLE OUTLET CIR. Ex. OCCUO(OUTLETS OR FIXTIIRES\ 50@@ ) BALM Ex. Occup. FIXED APPLNS. OR P• OUTLETS (RESID.) EAJ 2•�0 Temporary service 10.00 Mobile Home Facilities 15.00 ,pd License No. -D 62-3 Classification Misc. Wiring 6.25 ,d0 ❑ I am exempt from the Contractors License Laws of the State of California. Permit Fee $ WORKMEN'S COMPENSATION INSURANCE 1 am aware of the provisions of Section3700 of the California Labor Code which requires every employer to be insured against liability 9for rkmen's Compensation. I, have placed on file with the County of Butte a certificate of orkmen's Compensation Insurance. I certify that in the performance of the work for which this h ❑ permit is issued I shall not employ any person in any manner so as to become subject to the Workmen's Compensation Laws of California. MECHANICAL No. @ FEE PERMIT FILING FEE $3.00 Heating Cooling Ventilation Hood 2.00 Permit Fee $ $ 1 certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby Land Development Fee $ -► TOTAL PERMIT FEE $�S duulvnce [VPF"SentdUves of the uuunry or tune to enter upon the above-mentioned property for inspection purposes. X L Date oturel. a it gent Rece' t No. White-D.P.W. - Yellow -Assessor - Pink -Inspector - Goldenrod -Applicant This permit is hereby issued under the applicable provisions of the Butte County Code and/or resolutions to do work indicated above for which fees have been paid. DIRECTOR 0F, PUBLIC WORKS By— Date B ding permit expires Date RESIDENTIAL PLAN CHECKING GUIDE 7/85 (S.F-., DUPLEX-& MISC. ONLY) Bldg. Permit' # 126 OWNER A. P. # Y 7 7k O !/ GENERAL 1�l Zoning requirements: (sideyards and number of permitted living units). 2✓.�-aluation. 3. Plans signed by designer. 4aergy Design and Compliance. 5 Existing violations on property. PLOT PLAN lt"­Complete parcel size ,and dimensions. 2e' --Setbacks, sideyards, easements,.etc. 3k---O—ther buildings or structures._ 4c.,-'�Grading, fills, drainage. 5✓ Flood hazard. &----Special conditions.on creation map or compliance document. FLOOR PLAN 14---C-omplete to scale plan with dimensions. 2 �quired windows for light and ventilation (Sec. 1205). 3 �equired windows for second exit (Sec. 1204). 4� Skylights (Chapter 34 & Sec. 5207). 5�uman impact glass (Sec. 5406). 6.�equired room sizes, ceiling heights (Sec. 1207). 'V. G.F.C.I.'s in baths, garage and exterior outlets (Article 210-8). 8<'�' Light fixtures, switches, recepta les, and exterior receptacles for maintenance of mechanical equipment. No .0"W-4 9.�,ocations of water heater, heating and cooling equipment, other electrical or gas equipment, and plumbing fixtures. 10. Garage firewall, door size, and closer (Sec. 503(d)(3)). 11. 3'0" exterior exit door (Sec. 3304(e)). 12. Fireplace and wood stove location. 13. Smoke detectors (Sec. 1210). STRUCTURAL DETAILS 1!�Foundation plan complete enough :to construct building. 2•.,4 loor construction details complete enough:to construct building. 3 elevations and wall construction details complete enough to construct building. 4 Roof construction details complete enough to construct building. -57---Flreplace construction details and calcs if necessary. 6.• Sufficient data and details to satisfy energy requirements (State Law) (Form 1). MISCELLANEOUS ITEMS TO LOOK OUT FOR 14-�- Exposure I plywood on exposed locations and overhangs. ---fairway details: -landings, rise and run, head clearance, handrails (Sec. 3306). ----13u--ulrail details (Sec. 1711 & 3306(j)). ,,;;&r -ick or stone veneer (Chapter 30). terior plaster - weep screeds (Sec. 4706). 16.�oper roof pitch for roof covering (Chapter 32). Rafter ties or bearing ridge beam. RESIDENTIAL PLAN.CHECKING GUIDE (CONT'D) 7/85, MISCELLANEOUS ITEMS TO LOOK OUT FOR (CONT'D) SB/ age door or porch header sizes. Adequate bracing. -+6--Mv-ing area over garage - complete 1 -hour separation :required on garage side including supporting walls and posts, etc. ��two emits on three-story dwellings (Sec. -33Q3 & see Mezannines 1715). _ Attic access and ventilation (Sec. 3205.). underfloor access and ventilation (Sec. 2516). 14! Wood stoves, clearances, alcoves & 1 -hour shafts.. 1-5-.---ombustion'air for fuel burning appliances. L -Noise requirements on duplexes. 17 Adob soils - special foundation design. 1Ret a-ining walls requiring design. Unusual shape, size or split level house requiring lateral design. -•-_ -- --- ------------------ - O r nN♦ OO NnNA 0• rN >•: n O. I •• J 1 1 1 1 1 .• r N N �' A • f 1 n C I' r 1 d � f]iN .f .p00Nd.0 I70N•I 1p iY i. - - M - 1 w <af •w .• •1 1 1 1 ••. 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NONE « .. n0 n •O �, •y «= 0 O♦ 1 1 1 ~ r Q ♦ N •• N N n V M -- • r 0 0 0 Q 0 0 L � V V • Iv w N .• ♦ P ••• n P- -• N w / IT11 .••1111111 ♦ Y r ♦ i V •Y f O 1 - - - - ------ - -- - ------ On 00 F±11 111./••..••!11 f1 •111 11 u N -..---_ V NVr I l . . . . . . . l f 1 _- y w♦1 ------------.--------- .• - - n♦ w♦ •n w w O M 0 N �• h n 00000 •- 1•I N •• w o 0 ••• n♦ r ; V• .. ..._ _-_--- • 1 • O V 1 OYr O N--00 O.••..r ^ N Oy 1 1 1 1 1 .• 1 / 1 ••hwl •Oe0 ♦ •p L • p• O V O 1 1 1 1 1 1 1 1 1// i l '1 i i .•. a 000-�- •r nNewe y..y� - - - - -O-'-^------ --n -O_O -_- .-_----_ 1 1 G 1 p^ O N G Ix ------ -.--.-.- __- 1 o Y r d W• -.--.--- N♦ n N O Y M• O n - - - - - - - ------•------ � Y N O Y ONn♦O O Y O»h Oe O!•♦ ♦ r O nr: on -•-_ -- --- ------------------ - O r nN♦ OO NnNA 0• rN >•: n O. I •• J 1 1 1 1 1 .• r N N �' A • f 1 n C I' r 1 d � f]iN .f .p00Nd.0 I70N•I 1p iY i. - - M - 1 w <af •w .• •1 1 1 1 ••. 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NN1••♦nn �. ►• N b0 r -- N -.- --- •-----...-----... r.---•( 46 42 1p n Y O O Y 1 1 1 1 I l l l� l i •, • MMM � � �••w P♦• h II GOA .pr 11� ♦ � Q r N N I• d N N♦• y I- e e V• `tt •-------------- N. --------------------- M 0 C; •♦♦ 1 1 1 1 1 1 7.?.7 1p - -- ----- - -- - - r 1 M•NO I� � 0 11T 1 OONd IOAO- r A • 1 r r N Q 0 0 0 1 1 1 1 1 1 r •-------------------- --rut; - ------------- -- - • w �• �� � i 7 w/f•N♦wwN♦•. ------------------- "P• 0 ft"^Nw e0 N•1w1 • pYp OrNn.•pw••..•. •1 0 0• = I I I/ 1 1 1 1 1 1 1 I�r M ` n ♦ 1� •• N d I� a Q• r I. 1• O rNwl♦ ew o••MNw1 .♦.r r-•---•- •---..-------..w-- a ff f1 \O \Q n n 1 1 1 N N N \O O\ n h n 1 40 4 fi Of d Q. NO w\NA •)O PI ./100 ' 1.vo O♦7♦ �, 11111117.. r _ V rf.00qVy NON eONNer.•.• ff o D •♦♦ 1 T 1 1 r .- N ••• . -Q w r - _ - -- 41 1 r V o f O C w 1 r N N e O f+l I1 w r N w I N f .. ♦♦♦ 1 1 1;� w; N N N; 41 ----- ---- w..----- A •♦ ♦\OM�h wh NA pn • M r 8 Y o Y♦ r w A A e� O O I. O r /• • r h < . • , � 6r NM wrrwe•:rwirr� • 7 r r.-.-- ---•---------- 0 1 i 1 N W. 0 34 W H n L•1 w T. o •3 � O l e l w �TYTN.o g • w i ' o y • 7 •� 0 1 1 1 1 • ri • a Q 11 1 M N 111 N r O 1 1 1 y 4 - ••i M N N r 1 r1 r N 1/1 • r ♦ m W .-w. ---•-•--- • -r• --..- V 0 Y Y -I n N •J Fq � • + O 1 1 1 C w .c1 O ♦ ♦ ♦ Y fY C C t%•, • w • l� Y .O 1 •j j O P p �l' r Y w r • M � �+ r q�q •• N n n♦ r w♦ O O Cti •••• ] ; V• r r N wl • 1 1 1 0 A O O♦♦♦ I.1 ^ � O• p r N r • • y N .• � " ' s • o '• » fq s f1; � r • � -•-_ -- --- ------------------ - O r nN♦ OO NnNA 0• rN >•: n O. I •• J 1 1 1 1 1 .• r N N �' A • f 1 n C I' r 1 d � f]iN .f .p00Nd.0 I70N•I 1p iY i. - - M - 1 w <af •w .• •1 1 1 1 ••. 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N .. v N N a u IN .. u w w � w N • N v J o• s s P w w w N N N N N c• • •.. -+ w r• • u o o• w w )• N... N N .v v N n I `• +• •.. u s .. u •. � •• n .. w J.• N N •.• N N N o 0 1 • � + ✓r •• • r ♦ • •• t. a .. w • • • •. N N N h N O O I N) i• .. •• .. ., •.. i u .� � s • • ,. w w • . • N N ., . N u u wIJ o 1 I ♦ • •. J .. • .� • A n • I. • ♦ • N N N N V N O J ^IU RESIDENTIAL ENERGY PLAN CHECK/INSPECTION SUMMARY FORM Owner Climate Zone �— Permit No.21 Floor Area Impig Compliance path: Package ❑ A ❑ B ❑ C L 'oint _System ❑ Budget RIther IYO MIN R -VALUE DESCRIPTION REQ'D INSTALLED ITEMS (1) INSULATION: RIO, Roof/Ceiling �30 ffP000* Wa11-11 ❑ Slab Floor Perimeter ❑ Raised Floor (2) INFILTRATION: (A) A vapor barrier is required in climate zones, 1, 14 & 16. �❑ f� (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. Tight - the above standard features plus: ❑ (D) Continuous infiltration barrier ❑ (E) Electrical outlet plate gasket ❑ (F) Air-to-air heat exchanger (3) GLAZING: (A) Location / Area Glazing %Floor Area Single Double, Triple Total Bldg / gS/ /0 - -A- ZNorth LTJ NorthD C -®-7-1-D �- East qt_ s.j-'I [[ South 7F700,� �- (�/ West s 1-7 — Skylights 40.7- .7(B) (B)Shading Shading Coefficient Description East (� ,./ �i. AN -2'r'VV V, South I to 5/ West to Skylights _ /� /• [+J�' (C) South Overhang Length of projection ft. Description ❑ (D) Moveable insulation: Area ft2 Description (E) Thermal mass Type A_1.we✓ak - Area !Vlq? Ft. 2 C= 4=43 MC=QA_ Location i ❑ Type - Area Ft. HC= R MC= Location ❑ Type - Area Ft.2 HC= R= MC= Location ❑ Type - Area Ft.2 HC= R= MC= Location ❑ Type - Area Ft.2 HC= R= MC= Location ❑ Type e - Area Ft.Z HC= R= MC= Location 7/83 ORA4 ❑ (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, V$NTILATING,.AIR CONDITIONING SYSTEM / (A) Heating 800000, �/ Central Gas' Furnace ; �� 0 - (brand and model number) Btu/hr (heating capacity) Heat Pump — (brand and model number) Btu/hr (heating capacity at 47°F) Active Solar model number SE ACOP type (liquid or air) Collector brand and ft2 solar fraction collector area collector orientation collector tilt rated y -intercept �• rated slope l Other w O® C1 T'IAoN e. (describe) *1 (B). Cooling Electric Air Conditioner (brand and model number) (seasonal EER) Btu/hr (cooling capacity at 95°F) ❑ Electric Heat Pump EER 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. (o--' (D) AN AUTOMATIC SETBACK shall be provided for all thermostats, except those controlling heat pumps. (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. (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 (6) DOMESTIC WATER SYSTE (� (A) Gas Only Gallons (brand and model number) (tank size) ❑ Heat Pump w/Electric Backup (brand and model number) Gallons 2 (tank size) ❑ * 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 y - (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. *00000, (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). W00000, (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. 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(g), and fill out the following: �,,yt Heating: Winter design tempera ure 27°, elevatio ,Zyy ', heating load BTU elevation factor _ x heating load = maximum outlet capacity gas furnace BTU Cooling: Summer design temperature °, cooling load;?/SOO BTU (USE ONLY AS A SIZING GUIDE, COOLING MAY BE INADEQUATE) * Submit T.I.P.S.E. chart or other approved system (for m.#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. 7/83 IGNATURE OF BUILDING DESIGNER OR APPLICANT 3 ---+ a cn - d N A I FN t+C-ch"_Cn a lii£ T9ii�F�l'.Ji£D wk"Nslow, � i ii,F�si t�P- T aAorI:rpas S�5I�1/ S[TOI7fA3:ti �. ifJrJJ�I�Ys�Upli ®�Jrlhf� ll� IV PUIL" 4m lmh f no, mwzt--W FPi-T{fiS IYC.liuiw-rp7s a; mm i �e(k sncE +ii Uro .m tR LKSR tlfi ■Ss�t fP$'ly(/aL.�= MIN i J_so . :"^�'`'= __ .._..''.•F•----s-� .:_.. _} -rra� it-vv-.- - �a a.r r��. rr ++Ra_w.s-•-: ra r-..--vim-z ;+a�.r...w. _4a, ;'s`.it�o. .� . _ v.=s -a.ar- src�..r�.vy.-t.w�a'[rza..-�„tse�.s�'-�. �1w: . `-_ .'.�-aa _sus. 3•_.. «st= 4;=:-:: - =.. ,.<- - -, '*" "` z;. r*r. --•..aa..v>.'r=F-..x c x.t _ _ _ u- - "+f y.a y,i, :. yam_.. •-z -..' _.. _ .*C`�:'L=OC`f1.= d_R +.B .���--�l��.� �6 IS-JON 23 73 -�1 �1 -�.��.... rzz?c<�"��'?'<--��::�•�_--. . BS Xt - . R t pac .H -. , STil1e 3;. EX ErT RS,._:5)ttriili . _ :SL' ( Dom' -R z 23IMMMM�i �t ° 3 �3 3 '; 3 a . 1 - - ,-•. ---_ T .....,.:� - '�-=;yam _w�. -s. ;�- -- -- _ - ='�',•�•Y=.�=-. - .�,. .«T. 'CONNECTOR: PATE'S M4JST BE. UISTAILLED 'I X ACOMDANCE WI Tki 1R.E{3tii8Fir!EItTS. JF C:B..R_ RESEARCH REPORT #2949.; ::AAL is PLATES' _ARE TO 8 E7 CENTERED Olt TRE JO€NT„ LEFT TO ATr.HT AND tlU) BOTTtM CHO" CHECKED FOR 1-0 PSF LIVE LOAD_ i4iP' TomBOTTOM,. EXCEPT- tHFll: LOCATZD 3Y C I iti:a € OR L? I EMS`ION ID SSL€ DRAW-MC- -:3$ FOP; `PLATE LOCATIONS" ON TYPICAL 7OINTS_' ibltlk4- -&3 HEM-FIR 0& BETT£R CGM1r''Iti'€OUS LATERA. 3RA%l*G T4 CD BE -EQUALLY SPACED.. A _TT -AC-ii WITIN dam) 6d qA M _ BRACM; A_L TC.P CHORD SPLICES 101C-MRING SETIVEEN 'AhTERIfiL TO CE SUPPLIED AND ATT- CHED AT &01M. ENDS TO Al F6:t!TS' AkE TO BE LOCATED AT APFRuXIMATEL.X S�LITAR E SUPPORT 9t ERECTION CONICL CT R . _114 OF PAKEL LENGTH FROM•_ PANES POINT iVITHTN 12') AND, 'Hed7L! ROT OCCi3R 1'.'i fg-AME,S NEYT TO ti PAMEt FOlf 14T SRLICFE. TOP 'C"QRD S4ALL BE LATERALLY BP;.-'L..CED WTTM PROPERLY CO;+(MECTED - - - Pt3fLt M MS SPA - AT A MAXIM1M OF 24' C-_ W3TE-z FLAi-ES ARE DESIGMEQ' V1 T-4 A OURAT., N FACTOR O -0.92_ _5Y,1} ,�...�f Ulf C 5X 4 ��I � I ;:� t _ • - - { max 2X7 21 300 0_R7_ low i ' -7 -7; f -Ii - ' _ _ r _s'ia c _y SEiJf�l-1 � F I% R: 1MM OF 1HIS �fiai'-M 9LErT3- �}KRXTiR - _, .s y SME - a a rr TLS - carne assr[r� esouc�, s.e_ y : rirs� — sEN MIT e $iF3-- :I I Fit ice' E gS�'Or6I 9i" aero Y 1�r*ciI1:7 11 3lYii� 9unm :S, j7` y�'s. rags, as c`m.sros , ,. LL.- 6 l i % I . Imm SOLD W_ tam pxnw a n siw::aE ate. wwac` ar rn A.- au r M -DES= -cgq Aiiat_ . GM � I� � �� -��-'-` - a 10- .� _ _ �F I3000 INEN� sr.�srr sear!; asps: aeass OF QrwiE s. i sasri say cwt aisrEtstia' Err , 7o:sw yes wr.aEx ..a as; az+Y �r s< sa`nra� ; y�s mo-o m mom we+mww as s zw+rmm sar+_! towwalm aeicMIMM1 n q � -Mr.. s -0rs: a _ _ . _, < $-mss w�-, � �rF aEaar`i»raf_- Lll lR. 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