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056-110-015
LDING CODE VIOLATION 30 ' ll— R—Q1 056-110-015 HANSON,BRYAN 9969 COHASSET, COHAS CONT: LEE, GARY NEW SINGLE FAMILY 056-110-015 HANSON, BRYAN 9969 COHASSET RD, CO Cont: GARY LEE CONST ONETIME TO FINAL 03- s s�� NOTES RESIDENTIAL PERMIT NO. !; 1. ' C),% icy --oil Haron 2rqah qq(cq �T(YU7UFulal BPo3-o4qS SPECIAL CONDITIONS CHECKED BY SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER L JOB FINALED (Date) �(J `' - Signature J=OK 0 = Not OK . = NotReadyable DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support Sketch 3. Sewer; Location -Test -Fall -C/O -Concrete 4. Water; Location -Test -Easement Needed (Sketch) 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete 6. Gas; Location -Test -Wrap;-/ P' L 'ft. / P Nat. or / P' L "ft./ P LPG 7. Well Clearance & Disconnect 8. Utility Clearance Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line POOLS (Plans) OK except #'s 3. Gas; MH Test -Demand -Valve -Connector Setbacks -Easements 4. Electricity; MH Test -Crossovers -Breakers -Clearances Soils; Compaction -Structure Stability 5. Drain; MH Test -Fall -Flex Connector Pool Structure; Steel -Connections -Thickness Dead Men -Lining 6. Water; MH Test -Regulator -Connector Elec.; Receptacles and Lighting, Distance-GFI 7. Water and Sewer Connected -C/O to Grade -HD Approval Elec.; Pool Lighting; 15 Volts-GFI 8. Gas and Electricity Tagged Elec.; Enclosures; Conduit Entries -Terminals -Listed 9. Tie Downs -Type -Installation Cert. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 10. Exits; Insp.-Sketch Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosures -Panel boards- Ins. to Main Conduit 11. Cert. of Occupancy Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PERMANENT END SYSTEM (ONLY) 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Blocking 4. Gas; MH Test -Demand -Valve 5. Electricity; MH Test 6. Water; MH Test 7. Water and Sewer Connected 8. Gas and Electricity Tagged 9. Exits 10. License Decals 11. Verify #'s with Office 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- Beams-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 POOLS (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 -Panel boards- Ins. to Main Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche 12. Enclosure; Fencing -Alarms Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 J=OK 0 = Not OK - = Not Applicable . = Not Ready RESIDENTIAL (Single & Duplex) Date UNDERFLOOR (Plans) OK except #'s Hangers -Post Caps -Anchors -Connectors 1. Zoning -Setbacks -Easements -Flood -Slope 49. 2. Ftg., Main; Soils-Elec. Grnd.-/ /" Ftg. Depth Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 3. Ftg., Garage; Soils-Steel-Elec. Grnd.-/ /" Ftg. Depth 52. 4. Ftg., Porches & Decks; Soils -Steel-/ /" Ftg. Depth Property Line Firewall & Openings 5. Stemwalls, Main; Steel-Blockouts-Wrapped Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 6. Stemwalls, Garage; Steel -Blockouts-Wrapped 56. 6a. Hold Downs and Special Anchors Siding -Nailing Veneer 7. Slab, Steel -Wrapped 59. 8. Piers -Fireplace Ftg.-Steel Shear Walls; Nailing -Bolts 9. D.W.V.; Fall -Fitting -Test -2 Way C/0 -Sewer Test 10. UF, Gas Pipe; Size Anchors -Yard Gas Piping; Size Test 11. Water Pipe; Test -Anchors -Regulator -Service Test 12. Electric Underground 13. Plenums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts-Joists-Vents-Crippies Plb.; Elec. & Mech. Equip. Listed for Location 15. Access & Ventilation 79. 16. Insulation 80. Insulation -Foam -Looked in Attic Date Guard Rails & Deck Construction -Post Caps Card B-1 Date Card B-1 Date Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except #'s 17. Water Htr.; Vent -Access -Combustion Air Baffle Following Instid./Drive 0 Yes 0 No/Walks 0 Yes 0 No/Planters 0 Yes 0 No 18. Water Pipe; Test & Anchor -Nail Protection Stucco Brown -Finish 19. D.W.V.; Test Fittings & Anchor -Nail Protection A.C. Unit Disconnect, Electrical -Plumbing 20. Shower Pan; Test, First Floor -Tub Access 86. Vents Above Roof, Pibg-Appliance-Fireplace-Clearance to Openings 21. Test Tub & Shower, Second Floor -Tub Access Water Well, Disconnect, Electrical, Plumbing 22. Gas Pipe; Sixe & Anchors Exterior Elec. Trim, G.F.I. Receptacle -Underground 23. Fire Sprinkler; Test Ventilation Throughout House 90. Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s 93. 24. Fixture & Transformer Clearance -Ins. Protection 94. 25. Elec. Receptacles Spacing -Lights & Switches at Doors 95. 26. Size Boxes & No. of Conductors Stapled 96. 27. Romex Installed Close to Edge of Studs & C.J. 28. Equip. Ground made up w/Mech Fasteners -Bond Gas & Water 29. 2 Appliance Circuits in Kitchen & Conductor Size GFI 30. Subfeed Wire Size/ /ga. Cu or AI-A.C. Wire Size/ /ga Cu or At 31. Range Circle/ /ga Cu or AI -Oven Circ. / /ga Cu or Al Insulated Neutral ❑ Yes ❑ No 32. Service -Riser Conductors & Ground Main Disconnect 33. Equip. Clearances Panels-Motors-Mech. Equip. 34. Clothes Closet Light -Shower Light -Spa Light 35. Smoke Detector Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s 36. A.C. Ducts Insulation & Support 37. Vent Fan, Exhaust above insulation 38. Condensate Drain & Overflow, Size & Grade 39. Furnace -Vent Access -Comb. Ait-Return Air Vent 115 Outlet 40. Attic Access & Platform if Furnace in Attic Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FRAMING (Permit) OK except #'s 41. Sills Proper Materials & Anchors 42. Walls Studs -Nailing Spacing & Braces -Plates -Sound 43. Bearing Walls over Girders & Floor Nailing 44. Draft Stop in Walls (rat proof) 45. Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs 46. Headers & Beams -Size & Bearing Date FRAMING (Continued) 47. Hangers -Post Caps -Anchors -Connectors 48. Cling. Joist-Rftr. Ties- Purl in-Rcff Brac.-Truss-Shting.-Rtng. 49. Fireplace Ties or Type A Flue -Fireplace Throat Clearance 50. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 51. Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 52. Garage Fire Protection Framing -RC Channel 53. Property Line Firewall & Openings 54. Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 55. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 56. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 57. Siding -Nailing Veneer 58. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 59. Glazing Area -Glass Protection -Skylights -Plastic 60. Shear Walls; Nailing -Bolts 61. Brace Interior/Exterior Wall Panels 62. Insulation -Walls -Ceilings 63. 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 64. Ext. Steps -Door & Sidelight Protection -Landings 65. Smoke Detector 66. Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 67. Bedroom Exiting 68. G.F.I. & Bath Fixtures & Tub Access -Spa 69. Elec. Trim & Subpanel, Breaker Sizes & Labels 70. Stairs & Rails 71. Fireplace or Stove, Clearance -Hearth 72. Elec. Outlets at Wood Panel, Int. & Ext. 73. Kit. Fixt. & Appliance; Ground -Air -Gap -Cooking Clearance 74. Elec. Outlets & Receptacles at Kit. Counter 75. Garage Fire Door; Swing -Landing -Closure 76. A.C. Duct in Garage -Damper 77. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 78. Plb.; Elec. & Mech. Equip. Listed for Location 79. Elec. Receptacles in Garage (F.F.I.)-Romex Protection 80. Insulation -Foam -Looked in Attic 81. Guard Rails & Deck Construction -Post Caps 82. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor ❑ Yes 83. Following Instid./Drive 0 Yes 0 No/Walks 0 Yes 0 No/Planters 0 Yes 0 No 84. Stucco Brown -Finish 85. A.C. Unit Disconnect, Electrical -Plumbing 86. Vents Above Roof, Pibg-Appliance-Fireplace-Clearance to Openings 87. Water Well, Disconnect, Electrical, Plumbing 88. Exterior Elec. Trim, G.F.I. Receptacle -Underground 89. Ventilation Throughout House 90. Glass Protection 91. Corrections from Previous Inspections 92. Gas Test -Meters Tagged, Gas -Electric 93. Water & Sewer Connected -C/O to Grade -HD Approval 94. Energy Compliance Certificate -Other Certificates 95. Address Posted 96. Fire Sprinkler 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: BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION M (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE M (530) 538-7541 FAM (530)538-2140 WEBSITE: www.buttecounty.neAdds PERMIT NO. BP043224 LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of Issued Date: 11/04/2004 APN: 056-110-015-000 the Business and Professions Code, and my license is in full force and effect. 4 416D License Class: x•41-� License Number: , Site Address: 9969 COHASSET RD COH j t Date: 11 Contractor: c. LL' �' Cc Map Index: t Description: ONE TIME TO FINAL BP 03-0445 OWNER -BUILDER DECI AIRATION 1 hereby affirm under penalty of perjury that I am exempt from the , Contractors' State License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a Owner: HANSON BRYAN A 8r DANA L permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a 9969 COHASSET HWY signed statement that he or she is licensed pursuant to the provisions of COHASSET, CA the Contractor's State License Law (Chapter 9 commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or 95926 she is exempt therefrom and the basis. for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).): ❑ 1, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Applicant: LEE, GARY CONSTRUCTION Code: The Contractors' State License Law does not apply to an owner of property who builds'or improves thereon, and who does such work himself or herself or through his or her own employees, 676 EAST 1 ST AVE provided that such improvements are not intended or offered for SUITE 15 95926 sale. If however, the building or improvements are sold within one year of completion, the owner -builder will have the burden of 530-343-2518 proving that he or she did not build or improve for the purpose of sale.): ❑ 1, as owner of the properly, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does Contractor: LEE, GARY CONSTRUCTION not apply to an owner of properly who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). 676 EAST 1 ST AVE ❑ 1 am Exempt under Article 3 of the Business and Professions Code SUITE 15 95926 530-343-2518 Date: Owner: License #: 451450 WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit Architect: issued. � `l Engineer: L►I'I have and will maintain workers' compensation insurance, as required by Section 3700 the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insuranceand policy numb are: )J carrier I Carrier: r_.� .,� Total Square Ft: 0 S. F. Valuation: $0.00 Census Code: qCl Policy #: I I �'S�'�C� ❑ 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 the 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. Date: Applicant: WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest, and attorney's fees. CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the This permi i he issued under the applicable provisions of the Buffe County Code anwor Resol rk i icated abov for which fees have been paid. �/' �41 performance of the work for which this permit is issued (Sec 3097 Civ.) _ __3.' • Name: By Date: PERMIT EXPIRES - r Address: (Date) ❑ I hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, handling and use of hazardous materials. ❑ Notification in accordance with Section 19827.5 of California Health & Safety Code is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above information is correct, and that I am the owner or the duly authorized agent of the owner. I agree to comply with of any official fo document f Bu at . I hereby all county and state laws relating to building construction. I acknowledge it is unlawful to alter the subs�rpo�s.. authorize repseatatives Butte Co my to enter poo th o e mentioned property for inspection p r i Print Name: )')') (� Signature:)1-0-�ti Cs� Date: �forontractor ❑ Owner ❑ Contractor ❑ Agent for Owne Agent NOTES / RESIDENTIAL 056-110-015 ';" 03-0445 PERMIT NO. I HANSON, BRYAN.• 1 w 9969 COHASSET, COHASSET �j CONT: LEE, GARY NEW SINGLE FAMILY bjvll� OFFICE COPY 66 V11 c e ., Addresslz {° GAS 2 1 . Fe Z'oy p� y Meter By �• 3< I V l Lo 0 lrof ` ELECTRIC Z n Meter By Date • V rr SPECIAL CONDITIONS j CHECKED, "BY SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. / SPECIAL INSPECTION ITEMS v . • VERIFY 1' S'ft'�GOh ort P rl haua�c.. belorG USE MIT CONDITIONS - SUB-STANDARD HOUSING LETTER t - f W�7E1z TI S, r zoM M0 _ ,_...1A1 D l�j�� ; Col�GeoSN E C.oIJD(Tlo�• r I � , :,;JOB FINALED (Date) os rSignature � i . °.:4y ;, J=OK 0 = Not OK . = Not AppflcReady ble MOBILE HOMES . _ Not Ready ., Date MOBILE HOME UTILITIE (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support Sketch 3. Sewer;, Location -Test -Fall -C/O -Concrete 4. Water; Location -Test -Easement Needed (Sketch) 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete 6. Gas; Location -Test -Wrap;-/ /" L 'ft. / P Nat. or / /" L "ft./ P LPG MISCELLANEOUS Date 7. Well Clearance & Disconnect 8. Utility Clearance 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks, Girders and/or Joists -Decking -Bracing -Stairs -Rails Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector , 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval Date 8. Gas and Electricity Tagged Date 9. Tie Downs -Type -Installation Cert. Date 10. Exits; Insp.-Sketch 11. Cert. of Occupancy 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PERMANENT END SYSTEM (ONLY) 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Blocking 4. Gas; MH Test -Demand -Valve 5. Electricity; MH Test 6. Water; MH Test 7. Water and Sewer Connected Date 8. Gas and Electricity Tagged Date 9. Exits 10. License Decals 11. Verify #'s with Office 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- Beams-Rftrs-Con nectors Shthg- Frg- Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-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 POOLS (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 Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche 12. Enclosure; Fencing -Alarms Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 J=OK 0 = Not OK - - = Not Applicable. R5�IDENTIAL . =Not Ready �� fM,C, ►( &A Q IF -03 Date UNP FLOOR (Plans) OK except #'s �effing-Setbacks-Easement94FIood-Slope F .,Main; Soils-Elec. Gr '-/ P' Ftg. Depth 3VYtg., Garage; Soils-SteekElec. Grnd.-/ P' Ftg. Depth 4. Fia., Porches & Decks; Soils -Steel-/ P' Fta. Depth / 6aC.I WkMowns and Special Anchors 8. PieC5rFireplace Ftq.-Steel .V; Fall -Fitting -Test -2 Way C/0 -Sewer Test 0. UF, Gas Pipe; Size Anchors -Yard Gas Piping; Size Test 11. Water Pipe; Test -Anchors -Regulator -Service Test 12. Electric Underground 13. Plenums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts-Joists-Vents-Crippies 15. Access & Ventilation 16. Insulation Date C4rZflb Card B-1 Date Card B-1 Date I Card B-1 Date Card B-1 Date PLUM WING (Permit) OK exceot #'s : 19 Water Htr.: Vent -Access -Combustion Air Baffle9F 1b! .W.V; Test Fittings & Anchor -Nail Protection I xL Shower Pan; Test, First Floor -Tub Access C5l IuL' OIVIIUWCf, 0 Cl:U11U rIUUf- IUU Mla:CSJ Gas Pipe; Sixe & Anchors 2& Fire Sprinkler: Test -^ Date Card B-1 �01, Date Card B-1 -Date ELE ICE Date Card B-1 Date Card B-1 OK except #'s Fixture & Transformer Clearance -Ins. Protection P5. Elec. Receptacles Spacing -Lights & Switches at Doors qe<26. Size Boxes & No. of Conductors Stapled _jfw27,o ex Installed Close to Edge of Studs & C.J. quip. Ground made up w/Mech Fasteners -Bond Gas & Water f27 2APpliance Circuits in Kitchen & Conductor Size GFI ey-Afeed Wire Size/ /ga. Cu or AI-A.C. Wire Size/ /ga Cu or Al Range Circle/ /ga Cu or AI -Oven Circ. / /ga Cu or Al Insulated Neutral O Yes O No -92. 42ice-Riser Conductors & Ground Main Disconnect K -42f, p. Clearances Panels-Motors-Mech. Equip. lothes Closet Light -Shower Light -Spa Light Smoke Detector Dat , I Card B-1 Date Card B-1 Date Card B-1 - Date Card B-1 Date MEC ANICAL (Permit) OK except #'s ' X. A. ucts Insulation & Support yrerft Fan, Exhaust above insulation ` 3r C clensate Drain & Overflow, Size & Grade urnace-Vent Access -Comb. Ait-Return Air Vent 115 Outlet Attic Access & PI ttorm if Furnace in Attic Dat Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FRANKING (Permit) OK except #'s Sills Proper Materials & Anchors W IIs Studs -Nailing Spacing & Braces -Plates -Sound ring Walls over Girders & Floor Nailing 44/15,tft Stop in Walls (rat proof) 7 ► F' a Stops, Furred Ceilings -Stairs -Chasers -Tubs . - 4 Headers & Beams -Size &.Bearing (Single & Duplex) Date FRAlWNG (Continued) Hangers -Post Caps-Ariehors-Connectors Cling. Joist-Rftr. Ties-Purlin-Roll Brac.-Truss-Shting.-Rtng. 49-• F. replace Ties or Type X Flue -Fireplace Throat Clearance - 98' Attic Access; Size & Romex Protection-Draft•Stop-Ins. Baffles SYBorm. Windows or Exiting Doors -Sill Ht. & Dimensions rage Fire Protection Framing -RC Channel W. operiv-Line Firewall& Ooeninasa:: • . 3rd Story, 2 Exits I-Landina-Fire Protection :wood on Roof Overhang -Attic Vents -Rafter Outriggers . SidA-Nailing Veneer .1 1. L cco Mesh -Drip Screed -Fd. Vents-Underflr. Access —61. Brace Interior/Exterior:Wall Panels 62. Insulation -Walls -Ceilings I 63. Infiltration -W indows Date& ZA 3 q Card B- ► Date Card B-1 Date Card B-1 Date Card B-1 Date FIN (Plans) OK except #'s ae E4--steps-Door & Sidelight Protection -Landings 6J,4moke Detector , ' -e6—Funace Vents -clearance -Comb, Air -Connector - Garage; Above Floor-Ducts-Mech.. Protection F.I. & Bath Fixtures & Tub Access -Spa c. Trim & Subpanel, Breaker Sizes & Labels JAM • Stjairs &Rails it place or Stove, -Clearance -Hearth ' c. Outlets at Wood Panel, Int. & Ext. Fixt. & Appliance; Ground -Air -Gap -Cooking Clearance 74" Vlec. Outlets & Receptacles at Kit. Counter (-YGarage Fire Door; Swing -Landing -Closure ,A.C. Duct in Garage -Damper ' Wtr. Htr.; Vents -Clearance -Comb. Air. Connector-P.R.V. i arage; Above Floor-Mech: Protection 7 . P .; Elec. & Mech. Equip. Listed for Location ec. Receptacles in Garage (F.F.I.)-Romex Protection , I ulation-Foam-Looked in Attic, Guard Rails & Deck Construction -Post Caps -W.. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth _ Clearance Looked under Floor O Yes Following Instld./Drive O Yes O No/Walks O Yes 0 No/Planters D Yes D No cco Brown -Finish 8 . AP. Unit Disconnect, Electrical -Plumbing 8 nts Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings Ver Well, Disconnect, Electrical, Plumbing 8AAEY6rior Elec. Trim, G.F.I. Receptacle -Underground 8 �e(itilation Throughout House ss Protection rrections from Previous Inspections s Test -Meters Tagged, Gas -Electric 9 ater & Sewer Connected -C/O to Grade -HD Approval 9 nergy Compliance Certificate ther Certificat 'C90- Address Posted -96. Fire Sprinkler Date < Card B-1 Date Card B-1 Dat Card B 1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: t -r �. r.-. .. . COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE .-� 0 - ?_0 OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. Date -t-L REV 10/92 Inspector I -I 1 .%_¢ COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive • Oroville, CA • (530) 538-7541 4� CORRECTION NOTICE WNER PERMIT NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected. Please call for re -inspection when correction of work i completed. If you have any questions pertaining to this matter, or need additional expl ation, please contact the Building Inspector as indicated below. C � J r � 1 ,,, ��, � ` ,..� �� / alp• � n .A r/5. r r rJ 1 QV`S � r k C «i l 1 fa 1. ►�U , ✓� ,S. .k Date' v' J Inspector. : REV 4/05 Phone # st: FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 �,� COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE J PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, ntoasa contact this office immediately. Date t V% C__. f LY Inspector REV 10/92 ,............... COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE ��� OWNER PERMIT NO. A routine inspection indicates that the following violation's of butte county Ordinances exist at th'e 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:.. -r-A /V\e, I �7r' Date r Inspector REV 10/92 I 'COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected.Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, pleas contact this office immediately. Date REV/9; Ins,ppetor COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street - Chico, CA - (530) 891-2751 7 County Center Drive - Oroville, CA - (530) 538-7541 CORRECTION NOTICE ±7TO �S�o n <- v / `j�— OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice -this office when correction of work is c.o pleted. If you have any questions pertaining to this matter, or need additional explanation, DIAase contact this office immediately. / �,A V'k /5: c. i c r #Z Datd- REV 10/92 Inspector COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street - Chico, CA - (530) 891-2751 7 County Center Drive - Oroville, CA - (530) 53877541 CORRECTION NOTICE l--lG�<� ••r ��ui�Z OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. It you have any queslions pertaining to this matter, or need additional explanation, please contact this office immediately. � � 7 s C.../)C JV V \ I v r Y REV 10192 . e REV 10192 -� COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street •Chico, CA • (530) 891-2751 r f 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE OWNER PERMIT NO. A routine ins ection indica es that the following violations of butte county Ordinances exist at the P t F above address and should'be corrected. Please notice this office when correction of work is F` completed. If you have any questions pertaining to this matter, or need additional explanation, nlnacc rnntart this nffire immediately. €Z Date 7 • L 1- v ► Inspector REV 10/92 1 Date 7 • L 1- v ► Inspector REV 10/92 COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES �. 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE 03_ OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is comDleted. If you have any questions pertaining to this matter, or need additional explanation, r rig wLA,' C199 19 kt-Ad Date Inspector �� p REV 10/92 COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street - Chico, CA - (530) 891-2751 7 County Center Drive - Oroville, CA - (530) 538-7541 CORRECTION NOTICE -Oy4 5� OWN'ER' PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. It you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. Date Inspector REV 10/92 ~ COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico CA • (530) 891-2751 7 County Center Drive Oroville, CA • (530) 538-7541 CORRECTION NOTICE OWNER I PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. :t ,I t tt } _yr , Date Inspector REV 10/92 • • • INSULATION CERTIFICATE Job'Whmber: 4409 Gary Lee 9969 Cohasset Rd., Cohasset Contractor/Owner Name Job Address (street, city, state) Butte County Subdivision Name Lot Number DESCRIPTION 1. ROOF Material: Brand Name: Thickness (inches): Thermal Resistance (R -Value): 2. CEILING Batt or Blanket Type: Fiberglass Brand Name: Johns Manville/Knauf Thickness (inches): 12 & 101/a Thermal Resistance (R -Value): 38 & 38HD Loose Fill Type: Fiberglass Brand Name: Johns Manville/Knauf Minimum Installed Weight/ft lb Minimum Thickness: inches Installed weight per square foot to achieve Thermal Resistance (R -Value) of: 3. EXTERIOR WALL Frame Type: A. Cavity Insulation Material: Fiberglass Brand Name: Tohns Manville/Knauf Thickness (inches): 61/a Thermal Resistance (R -Value): 19 B. Exterior Foam Sheathing Material: Brand Name: Thickness (inches): Thermal Resistance (R - Value): -4. RAISED FLOOR Material: Fiberglass - Brand Name: JohnsManville/Knauf Thickness (inches): Thermal Resistance (R -Value): 5. SLAB FLOOR/PERIMETER Material: Brand Name: Thickness (inches): Thermal Resistance (R -Value): Perimeter Insulation Depth: 6. FOUNDATION WALL Material: Thickness (inches): Brand Name: Thermal Resistance (R -Value): DECLARATION I hereby certify that the above insulation was installed in the building at the above location in conformance with the current Energy Efficiency Standards for residential buildings (Title 24, Part 6, California Code of Regulations) as in icated ori the Certificate of Compliance, where applicable. �J Chico Insulation Item Number's . _ Signature and Date Installing Subcontractor (Co. Name) or -� General Contractor (Co. Name) or Owner_.. -. Item Number's Signature and Date Installing Subcontractor (Co. Name) or General Contractor (Co. Name) or Owner Oct 28 04 01:52p r' -GDF' -- N RC FO VOLUNTCCR FIHLCOMPANICC, BANGOR 01CGr OUTTC CHtFK CANYON 3U1'1 t MEAI)OVV.S CHL"(WI: CUVI'LH MI(I $. COHASSFT DURHAM URBrian and Dana Hanson DURHAM r"I""'9969 Cohasset Road rOHkS.i PANCH 6011"NKATI I`n Cohasset CA 95973 RRF.ATCR GnIDLCY KCLLv n10CC MAGALIA NON I H C HICU VAI ►HMG I'CNI/ VAI I FT 1`1QN1,-*I:R Dear Mrs. Hanson, HI(:HVAI F. n001N50N MILL 15301'.538-2105 p.l '5� Same C LANI) OF NATURA1• W CAL I H ANLj L).LAU I BUTTE COUNTY FIRE DEPARTMENT CALIFORNIA DEPARTMENT OF FORESTRY AND FIRE PROTECTION "Seventy -rine Years of Cooperative Emergency Serv;ces" 176 NELSON AVENUE • OROVILLE. CALIFORNIA 95965-3495 TELEPHONE: (530) 536-7111 FAX: (530) 536-7401 October 28, 2004 TIRLING CITY THEnMAL170 This letter is to certify that on August 7, 2003 Fire Captains Ted Crawford BCFD FULL•TIMC wNF STATIONS and Steve fowler observed the condition of your under ground propane tank and BANGOR hIGCS installation. DURHAM GnIDLCT HID(+� NOM0 The tank was free from pits, dents, scratches and defects. The tank was NONI� 01`40%ALLE O set on blocks next to an anode bag to prevent corrosion and back filled with sand r CH AN0 and tamped. We approved the burial to the point of the connection to pipe. :(,IIJI M I:HICI) UPPO nIDGC CD13 FIR F MI:ACKIW\ STATIONS OUTTC The tank is also the correct distance from the structure and is protected DDH"``I FtAIHFH ►Al IN from possible vehicle damage. - F(IHI::iT RANCH HARTS MILL o'11�ENO If you should need any additional information concerning your tank IlAnDiSL no(I'AN;.QN Mil I installation please contact Fire Captain Steve fowler at 538-7888 SIIHUN(i OITv ($UTI► MINE CCNTCR MACALIA 11EF0nF:r TATI ON NIIHSFNT 1)AVI:i MAGIIL IA Ain ATTACK RASE (;MI(;() rIRC LOOKOUTS (BALD MOUNTAIN OLOOMO HILL TT rLAC M(X:NIAIN ;;AWPAI.I. VfAK StiWiir HILL ALSO PROUDLY SERVING CITT Or D1r-.C.1, CITV OI- (:HID(Fv CC: Steve Fowler Chrono Sincerely, Steve Fowler Life Safety Officer By: Darren Read Fire Protection Planning Officer it ; } : White Copy - Business Fire Prevention Bureau Butte County Fire Rescue 176 Nelson Avenue California Department of Forestry Yellow Copy —Occupancy File Oroville, CA 95965 r and Fire Protection Pink Copy — Station File Telephone 530-538-7888 Facility Inspection Report Occ. Class. Fax 530-538-2105 ` S4 Address: Business Name: owner/Manager: Bus: Hm: Fax: Assistant Manager: Bus: Hm: Building r. Bus: �: Owner Addr ess. OF YOUR FACILITY REVEALED THE FOLLOWING: AN INSPECTION 10. Exit(s) obstructed, inadequate 1. Fire Extinguishers: Required, service due 2. Extension cords: Excess use, defective 11. Exit sign(s) required, illumination 3. Excessive rubbish, trash, debris 12. Exit sign lights need replacing 4. Fire alarm system defective 13. Exit lighting: Required, defective 5. Sprinkler system: Service required, defective 14. Smoke detectors: Required, defective 6. Kitchen hood extinguishing system service due 15. Wiring: Exposed, damaged connectors, etc. 16. Heating system: Defective appliance, flue combustibles 7. Fire walls, ceilings, fire doors, draft stops 17. Address posted and visible from road 8. Knox Box keys 9. Fire Drill Witnessed Yes 0 No 0 18. DETAILED EXPLANATION AND CORRECTIONS: Other CORRECTED: rA Date:Discussed with: S 7-0� (Print) Signed: Battalion 1 213 4 5 6 7 Station: 1jrbJ 1 FIRE PREVENTION SAVES LIVES, PROPERTY, AND BU:11SS. YOUR COOPERATION WITH CORRECTING THE ABOVE LISTED ITEMS IS APPRECIATED. RE -INSPECTION DATE: Sent By: R.C.E.; 530 894,8882; Apr -27-04 3:39PM; Page 2/2 40C.E 3060 Thorntree Drive A:O • ChicoP C►' 95973 (530) 894-833 voice o (530) 89478882 fax email: cj@r-c-e.com Butte County Building Department 7 County Center Drive Oroville, CA 95965 (530) 538-7541 RE: Hanson Residence 9969 Cohasset Rd, Cohasset, CA To Whom It May Concern, We are "Titing in response to inspection comments made for the above residence. 1.) In the instance where double 2x's are used: for -the `holdown'framing member, only one of the 2x's needs, to receive edge nailing, as long as. the two members are joined per the: "table on detail 6/S3.1. Alto the nailing may be staggered on the studs to help prevent splitting, 2.) It has been brought to our attention that the contractcir.fiir the above project would like to use standard 2x foundation sill framing mcmbers:,:.Aftert`rcvicw ofthe calculations and'layoul of the shear walls, we have assembled the following changes to the shr~ar'sill plates. For shear walls specified with wall types 4,:and ebove.additional anchors may be installed to t accommodate the 2x fowidation sill. Accordin&i to. the .2001 t.BC, 2x sill plates may lie used instead of 3x plates if the anchor bolts are designed using -half cifthe allowable capacity. Retrofit anchor bolts shall be installed of the same size and with a spacing that would result in the anchor bolts beim; spaced at one half of the spacing.called out on plan.! For example, if the plans called for a type 5 shear wall with '/z inch anchor bolts -at -18 inches: o.c., % inch retrofit anchor bolts '$ would be installed at 18 inches o.c. to achieve a net spacing of 9 inches o.c. All retrofit bolts shall be. installed using Simpson ET epoxy and shall have an embedment depth of 6 inches into the concrete. Thank you: for the opportunity to be of. service. Please contact us at the address and number above if you have any questions. Charles J. Roberts, Pp, MS RIZIE , P A. Certificate of • �� � r Certificate 052736 THIS.IS Tp CERTIFY that the glued laminated timber products identified with a colle� ve mark of Engineered wood Systems (EWS) were manufactured in accordance with the applicai>ir standards and associated specifications indicated below. ANSI Standard A130.1-1992, For Wood Products- Structural Glued Laminated Timber NER-486 Glued Laminated Timber Combinations And "GAP" Computer Program Tor. Determining Design Stresses RITC 117-93 - Manufacturing - Standard Specifications For Structural Glued Laminated Timber Of Softwood Species 11- 1S i iERLB'r CE>=sT11=1ED #gat the Apq. EWS trademarked structural -glued laminated tirnb,6r members were produced in a manufacturing facility subject to regular audits in 3cLordance"with the d l:gineerd Wood Systems.(EWS) Quality Assurance Program.. Routine audits include insp.:ctio.n of the manufacturing process and evaluation of the in -plant QA.program with adequate sampling to verily conformance to indu'stry.standards for lumber grade and giueline bond quality. 41,0000, Ali GLSYv�� 000�� 7 I J D 49 '14# i r. Com.. � • EL y r >�= Thomas G'. Williamsc Executive Vice Presib(.:)i 4��A>tl�gt►a�v 1FNC1-EERED PIVOD SYSTEMS,:, a retsaeo C,pmaj,on o!.a4 - ?rE ciJu!lJEcAc'DWOQDASSOCIl71UN ?Ot75oum 197h Saeot - p.,0. 8or. 11700 • I&comn.. VSA gaunt-0no 7�Seahonr: (253) 5oSS-8600 - Fey tvumber. i253j 5&&726L COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive Oroville, California 95965 • Telephone (530) 538-7541 P !T N 1! ( ;.1 sj APPLICATION AND PERMIT ASSESSOR PARCEL NUMBERZONING 056-110-► BUILDING PERMIT .. OWNER ti r�-.4�- Hanson B an Dana. 345-73093116 TELEPHONE SO. FT. OCC. BUILDING VALUATION R3 168 264.00 - OWNER'S MAILING ADDRESS .. 9969 s 568 U 10 224.00 - CONfRACT,Qa NAM ry Lee TELEPHONE 09.00 87 6 �r w 111 COV 10443.00 CONTRACTOR'S MAILING ADDRESS / IC I CONSTRUCTION LENDER! I r Fireplace A 1500.00 LENDER'S MAILING ADDRESS .� Total Valuation $18200 4+0. ARCHITECT OR ENGINEER LICENSE NO. Flln Fee $ 20.00 Permit Fee $, 944 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 613,40 BUILDINGADDRESS CohRm.-Ret Bond ' Energy Plan Checking fee $ 23.009969, $ PERMIT FEE $ 1 LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 4a 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 ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: N@ W SF V� At pehM aroge Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home S G W 920.00 PERMIT FEE $17 ELECTRICAL PERMIT Fling Fee 20.00 ""v OR LESS Main Service zo.A OR LESS 23.00 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. Q 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 .i _ z 4? n,b( Main Service P00A To 46.00 OR ADDNs. DW:CCU000A NEW D NST. ( owEACC ocS. 3.54(,' 128 • Acc. BLDs. =ICE34 SID MULTRANCI-OUTLET @7,50 POWELER APPARATUS IN. a SI OUTLET CIR. 20 @ 1.00 oun.Er DR FocruREs Ex. OCCU SAL @ .50 Ex. Occu . oui>Frs .=.) E 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ 17194 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. 0 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) Q I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that f 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 L/! S;, Signature of/Applicant - ❑ Owner ❑ Contractor ❑ Agent'' An OSHA permit is required for.excavations over 5'0" deep a d demolition or construction of structures over 3 stories in height. S- ��� . 9Ji i MECHANICAL PERMIT Fling Fee 20.00 Heating 1 15.00 Cooling Hood 6.50 .6-150 Ventilation • PERMIT FEE $ • Mobile Home Installation Fee $ Energy Inspection Fee $4 • UU occ R3/11 CONST. TYPE TO AL FEE $ VNHA D P� �,D v V 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. W*tt,� Date k% . PERMIT EXPIRES ONq ! ! Data f Receipt No. .So� (�"� :' tori '>t' y• 5 Cl%� %/ WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLD@NHOD-APPLICANT BUTTE COUNTY DEPARTMENT OF DEVELOPMENTSERVICES. G BUILDINPERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 FAX#: (530)538-2140 WEBSITE: www.buttecounty.net\dds PERMIT NO. BP043224 LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of Issued Date: 11/04/2004 APN: 056-110-015-000 the Business and Professions Code, and my license is in full force and effect. 'nn License las -44- Number: Site Address - •9969 COHASSET,RD COH OLJerase Date: 11 Contractor.p. �ef Co Jc Map Index: Description: ONE TIME TO FINAL BP 03-0445 OWNER43UILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors' State License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a Owner: HANSON BRYAN A 8r DANA L permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a 9969 COHASSET HWY signed statement that he or she is licensed pursuant to the provisions of COHASSET CA the Contractor's State License Law (Chapter 9 commencing with Section , 7000) of Division 3 of the Business and Professions Code) or that he or 95926 she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).): ❑ 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 (Sec. 7044, Business and Professions Applicant: LEE, GARY CONSTRUCTION Code: The Contractors' State License Law does not apply, to an owner of property who builds or improves thereon; and who does such work himself or herself or through his or her own employees, 676 EAST 1 ST AVE provided that such improvements are not intended or offered for SUITE 15 95926 sale. If however, the building or improvements are sold within one year of completion, the owner -builder will have the burden of 530-343-2518 proving that he or she did not build or improve for the purpose of sale.). ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does Contractor: LEE, GARY CONSTRUCTION not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). 676 EAST 1 ST AVE ❑ I am Exempt under Article 3 of the Business and Professions Code SUITE 15 95926 530-343-2518 Date: Owner: License #: 451450 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 Architect: issued. Engineer: CN1 I have and will maintain workers' compensation insurance, as required by Section 3700 the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy numb are: Cartier: Total Square Ft: 0 S.F. Valuation: $0.00 Census Code: Policy #: I —1 754 c) ❑ I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. (' , 69,9 9 L 9 (/,/' \Jv�/ Date: Applicant: WARNING: Failure to secure workers' compensation. coverage is I unlawful, and shall subject an employer to criminal penalties and one hundred thousand dollars ($100,000), in addition to the cost of ,compensation, damages as provided for in Section 3706 of the Labor code, interest, and attorney's fees. CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the This permi i he issued under the applicable provisions of the Butte County Coda anrUor Resol c i icated.abovti for which fees have been paid. performance of the work for which this permit is issued (Sec 3097 Civ.) �a Name: By: Date: ' C� Address: PERMIT EXPIRESIJ a e ❑ 1 hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, handling and use of hazardous materials. ❑ Notification in accordance with Section 19827.5 of California Health & Safety Code is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above information is correct, and that I am the owner or the duly authorized agent of the owner. I agree to comply with all county and state laws relating to building construction. I acknowledge it is unlawful to alter the substa ce of any official for document f Bu . I hereby authorize reptivesrq Butte Co my to enter fipon th o e mentioned property for inspection p rpo s. , ^r/I Print Name: I'YI d ✓ Signature: c>� Date: 0 Owner ❑ Contractor ❑ Agent for Owne Agent for Contractor COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 4a /0 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 3 PFA IT '(Rev. 1246) APPLICATION AND PERMIT (� 'AS SESSOR PARCEL NUMBER f 056-110-015 ZONING 'IM - BUILDING PERMIT OWNER Hanson Bryan and Dana 3 - TELEPHONE SQ. FT. OCC. BUILDING VALUATION 3116 R3 168 264.00 OWNER'S MAILING ADDRESS 568 U 10;224.00 CONiRACTf�Ra'rNAMFt Lee TELEPHONE 87 609.0 111 Cov 111443.00 CONTRACTORS MAILING ADDRESS CONSTRUCTION LEND Fireplace I A 1500.00 LENDER'S MAIUNG DRESS Total Valuation $ 2.040.00 ARCH OR ENGINEER LICENSE NO. Filen Fee $ 20.00 Permit Fee $ 944.00 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ BUILDINGADDRESS Energy Plan Checking Fee $ PERMIT FEE $ LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 9,9.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: NPw SF W/ attached garage Gas piping system 1 - 5 outlets 15.0 Building sewer 15.00 Mobile Home S G W @20.00 PERMIT FEE $ ELECTRICAL PERMIT Filing Fee 20.00 Main Service z*OA OR LESS 23.00 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect.P 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. ® 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec Businessnd Professions Code for this reason 2✓�I3163 Main Service ZOGA TO tOooA 46.00 NEW CONST. DWELLING OCCUP. SO OR ADONS. a ACC. BLDs. 3.5¢FT. 128.3 NEW NON-palpT RANCHO RCUTITS @7.50 OWER APPARATUS E SINGLE OUTLET CIR. 20 Ex. Occup. OUTLET OR FIXTURES @'•50 BAL @ .SO Ex. Occup. DUXT>Frs R LNS DF 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE S WORKERS' OMPENSATION TIECLARATION 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 permitis issued. My workers' compensation insurance carrier and policy number are: Carrier MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling Hood 6.50 Ventilation 13.50 PERMIT FEE s 75.00 Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. X - Date Z 13 Signature of/Applicant - ❑ Owner ❑ Contractor ❑ Agen An OSHA permit is required for excavations over 60" deep a d demolition or construction of structures over 3 stories in height. 3 3157.4311317 6L) Mobile Home Installation Fee $ Energy Inspection Fee $46.00 occ CONST. TYPE HA D. F AL FEE $ �Loyo c D SUE n 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. ate . ) Q 2 PERMIT EXPIRES ON IDe C3 Receipt No. �% I S WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLD OD -APPLICANT COUNTY OF BUTTE - DEPARTMENT OF DVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive - Oroville, California 95965 - Telephone (530) 538-754 PE-�RY�IT NO. .(Rev. 12/96) APPLICATION AND PERMIT ' a qT� ,<�— ASSESSORPARCEL UMBER C0 - -ais, ZONING 2 T BUILDING PERMIT OWNER TELEPHONE 3 SO. FT. OCC. BUILDING VALUATION • 00 OWNERS I DqS Q , O CONTRACT° NAME 1 TELEPHONE V -O CONTRACTO/R(S MAIU DRESS CONSTRUCTION LENDER Fireplace I Ilk LENDER'S MAIUNG ADDRESS Total Valuation $ Q ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ 0 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan CheckingFee $ BUILDING ADDRESS Energy Plan Checking Fee $ 2 �j, 00 1 I $ PERMIT FEE $ LOTNO. SUBDIVISIONS NAME _ PARCEL MAP PLUMBING PERMIT FiTing 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 , CSO TYPE OF WORK New Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: Gas piping system 1 - 5 outlets 1 5.00 , O Building sewer 15.00 , O Mobile Home I S I G W @20.00 PERMIT FEE S , ELECTRICAL PERMIT Filing Fee 20.00 RLE Main Service 200A OR LESS 23.00 ' LICENSED CONTRACTOR'S DECLARATION I hereby affirm u er penalty of perjury that I am licensed under provisions of Chapter 9 (commencing w action 7000) of Division 3 of the Business and Professions Code, and my license is I full force and effect. License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under nalty of perjury that I am exemp a ntractors License Law for the following re on: ❑ I, as owner of the pr erty, or my employees i a s ast air sole compensation, will do the work, an the structure is not i en ed or o red for sale. ❑ I, as owner of the pro � erty, a exclusively contract with licensed contractors toconstruct the rojec ❑ 1 am exempt and Sec Busine and Professions Code for this reason WOR E PENSATIO DECLARATION I hereby affirm under p al of perj ry one o the following declarations: IJI have and will alntain a ce lc of consent to self -insure for workers' compensation, as provided for b section 3700 of the Labor Code, for the performance of the work for whi thi permit is issued. ❑ 1 have and will maintain worker compation Insurance, as required by Section 3700 of the Labor Code, for performan q of work for which this permit is issued. My workers' compensati insurance carri and policy number are: Carrier Policy Number (The above sectio need not be completed if the pNhfor work of a valuation of one hundre dollars ($100) or less.) ❑ 1 certify that ' the performance of the work for whiermit is issued, I shall not empl any person in any manner so as toa subject to workers' compo tion laws of California, and agree that . Ibecome subject to the worke ' compensation provisions of section 3700 of the Labor Code, I shall fo ith 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 stories in height. Receipt No.PERMIT WHITE-D.D.S.-B. CANARY- S E GOLDEN RODAKPPLICANT Main Service sow TO 1000A 46.00 NEW CONST. DWEWNG OCCUP. SO OR ADDNS. ( a ACc. BLDs. 3.50FT, Z , NONpEOSIDT. .101OUTLET @7.50 POWER APPARATUS 8 SINGLE OLm1:T CIR. Ex. Occup. OUTLET OR FIXTURES BAL @.-50 Ex. Occup. °F"XL,T Ao ,°EO 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling 0 Hood 6.50 Ventilation SQ PERMIT FEE $ Mobile Home Installation Fee $ Energy Inspection Fee $ OiD 'I U T. TYPETOT L FEE $ HAI. D IMP FLOOD COF pAq PD HD ISSVE _ 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. By Date EXPIRES ON ate Feb 01 02 08:13a .6. . r P. 1•. •t COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDIN� DIVISION `-• 7 County Center Drive - Oroville, California 95965 - Telephone (530)5,38-754 p 1 (Rev. 12/96) APPLICATION AND PERMIT ✓ ASSESSOR PARCEL NUMBER05(0:110 S� - ©' 20 I ZF B ILDING P R 1 zyrSO. OCC. ILDING VALUATION OWNERS P%-, L ADDRESS 11 A 1 -'i-' y 3 n • A CONTRACTORS MMUNG.PORESS CONSTRUCTION LENDER LENDER'S MAILING ADDRESS ARCHITECT OR ENGINEER ARCHITECT OR ENGINEERS MAILING ADDRESS BUILDING ADDRESS /Z /1• _cz_-t-Ass-lor L16tV LOT NO. ' i SUBDIVISIONS NAME \ 1 l.G US/EOFSTRUCTURE SF Y Duplex ❑ Mobilehome ❑ Other TYPE OF WORK Now CP Addition ❑ Remodel [3 Utilities ❑ Installation ❑ Describe Work: `W [ 1� a Q�✓a� 3 bed rI I So©'11J LOgA!� �SOa T® ice "PER# -IT FEE PAXb SRA SHERIFF OTHER AAkb W RECEMI> luatlon Is - - -- - Fling Fee $ ELECTRICAL PERMIT Permit Fee S Plan Checkin Fee $ - Energy Plan Checking Fee $ NEW CONST. DR AODNS: S PERMIT FEE $ PARCEL MAP PLUMBING PERMIT 2- i 0 4 C Each Trap B Solar or heat pump water heater Water pipingj Each gas water heater or vent ❑ ) (,J Gas piping system 1 - 5 outlets Building sewer Mobile Home Is I G W 00 _ `j 2 6 *R�scesr�r Num -7( " TO " PJT INTO COM link -fling hee 20.00 7.00 23.00 15.001116,0-0 15.00 15.00 15.00 r� @20.00 ig Fee 20.00 23.00 .co 46.00 EX. OCCU PERMIT FEE ELECTRICAL PERMIT Main Service eoov oR LEss 200A OR LES6 Main Service ( 200A TO 1000A ) NEW CONST. DR AODNS: DWELLING OCCUP. A acc a ns -fling hee 20.00 7.00 23.00 15.001116,0-0 15.00 15.00 15.00 r� @20.00 ig Fee 20.00 23.00 .co 46.00 EX. OCCU OUTIET OR FIXTURES 200 1'00 SAL a .50 I.`_.x. OCCU FU(ED APPLNS. OR olmetn EsID. EA 5.00 Temporary Service _ 23.00 Mobile Home Facilities 20.00 Misc. Wirin 23.00 PERMIT FEE $ 1 fI J MECHANICAL PERMIT *Rling20.00 HeatingCoolin IHood i t"<,h PERMIT FEE I S Mobile Home Installation Fee $ Energy Inspection Fee $ DO y+vE TOTAL FEE $,Q -....... HAZ.. FE M O D 1 CDV jL'�pjf I)ISSUE. --- This permit is hereby issued under the applicable pTiuvtsrohi of the Butte County Code and/or Resolutions to do work Indicated above for which fees have been -paid. BY Date _ ReceiptPERMIT EXPIRES ON _ WHITE D.O..O.S.•B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD•APPLICANT COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET / OWNER: �l`�" ASSESSOR PARCEL NUMBER U J 1 1 7 O f Proposed Building Use: 1" J� W' A r( ` Counter Technician: Date: ` G Items required in order to apply for a permit. All boxes MUST be checked OR marked NA in order to apply. 1.. Plot plans, 3 or 4 sets, signed by the preparer of the plans. 02. Complete plans, 3 or 4 sets, signed by the preparer of the plans. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. Engineered truss details and layouts in duplicate. No faxes! #114 05. Energy compliance design and supporting documentation in duplicate. ❑ 6. Manufactured homes: (A) Data sheets and installation instructions, (B) Marriage line information, (C) Floor Plan, (D) Tie down or 11 foundation plans, all in duplicate. ❑ 7. Metal buildings: (A) Metal Building Plans, (B) Foundation plans and calculations in triplicate, (C) Elevation views in triplicate (D) Floor plans in triplicate. All of these must be stamped and wet-si ng ed by the engineer. / V Items required for initial plan review. If checked items have not been received, plan review cannot proceed. The permit will �e indexed and returned to the plan review line-up when required items are received. Date Received By 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate ............. ❑ 9. Plot plan and business license approval from the City of Biggs ................. ❑ 10. Letter of intent for non-residential buildings ...............:....................... ❑ 11. Detached Accessory Building Form filled out by the owner ................... ❑ 12. Hazardous Material Form......................................:..................... ❑ 13. Other Remaining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) r 14. Fees as shown on the attached Schedule of Fees Due Sheet ....................................... Q JAS. Statement of Intent for Non -heated and A/C Buildings..................................�?.; �. V. 16. Sanitation and plot plan approval from the Environmental Health *rtnt❑ 1. City of Chico Plumbing permit .....................:. .......................: �California Department of Forestry plan approval L�paid. Sent b................. 1 Planning approval for (A) Use: O )< (B)Parking: ck: ❑ 20. Contact Land Development about ❑ Improvements, ❑ Drainage ............................... ❑ 21. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). ❑ 22. Pre -Inspection for required ................ ❑ 23. Contractor's license information. (Number, Name Style, Classification) ...................... ❑ 24. Worker's Compensation Carrier and Policy Number ..............:.............................. ❑ 25. Owner -Builder Verification (❑ Given to owner, ❑ Mailed to owner) ..................... ❑ 26. Letter of Signature authorization ................... :................................................ ❑ 27. Recorded copy of Agricultural Acknowledgment Statement .................................... ❑ 28. Manufactured home utility clearance............................................................... ❑ 29. Existing violations and/or expired permits .............: �........... 0. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts, ❑ Letter from L Other: When issued Telephone to H.C.D. $ I have been informed of the above items and requirements for obtaining a building permit. Applicant: `, 1. Index permit application for the above items numbered: l an Check Letter 2. Additional items required Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Contractor, designer, owner, was advised of the abge data byrl phone, ❑ mail, ❑ counter, by Date: ` Plans reviewed by: _Date: 4 L4 • O j Plans approved by: Date: Structural reviewed by: Date: LZ Structural approved by: Date: Z Z u Note transfer by: Date: -2— Yellow: Building Division . :,a, . TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance EA. USE ONLY j Plot Plan Anachad Flowan Attssle®d Sent Pl/ • �®Rt to S.D. Nc�nro r 996 S6-1 /S Owner Location AP# Plan Approved for: Sewage Disposal Dater Supply: Public Private Well >e Clearance for-�nre4lirtg. Other 3 e Hold final for: Final clearance O.K. for: NOTE: C, e- /d X - / Z— /4--63 Environmental Health Specialist Date 8/96 OWNER COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION ,7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 �� I SCHEDULE OF FEES DUE � F `� 0-417 PROPOSED 'JILDING USE V —1 N0" 1. BU DING PERMIT FEES al c=u .................. $ Additio 1 -Fees -H e Additional Fees Due ................. $ evisea Plan unecKing Fee ............. SCHOOL DISTRICT FEES (paid at District Office) (Available after Plan Check) 3. SHERIFF FEES (paid at Building Division) Residential ...................... —x$360.00 = $ Units Commercial (sq. ft'.) ............... x $0.03 = $ Sq. ft. 4. URBAN AREA FEES (paid at Building Division) Residential ................... —x-=$ • A.P. # 0`J('P • I G 0- 0 l� DATE Z— 15 —o-5 RECEIPT # 37% Y # Units Amt. Commercial (sq. ft.) ............ —x—=$ Sq. ft. Amt. 5. RECREATIONAL DISTRICT FEES (paid at District Office) (Available after Plan Check) 6 THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) T SRA FIRE INSPECTION AND PLAN CHECKq$89.00 (paid at Building Division) �� �' 8. WATER TENDER FEES (Battalion # ) $200.00 (paid at Building Division) 9. CSA 87 TRAFFIC FEE $2500.00 (paid at Building Division) 10. OTHE *- DATE REC. 03 2-1"-a3 At time of permit application, I was advised the above fees are required to be paid prior to issuance of the building permit. These fees may be changed during the plan checking process. APPLICANT DATE Z 13 U 3 Pursuant to Government Code Section ' 6020, you are hereby notified that items 2, 3, 4, 5, 6, 7, 8, 9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original - Buiding Div. 2nd Copy - Applicant 3rd Copy - Owner i (Rev. 6/00) El School District A.P. Number Property Owner Property Location/A( Subdivision BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) _ Building Department No. O.3- 0 �1' 7 .7 Jurisdiction: city County ................................................................................................................... Residential Development L Sq. Footage 13 " No of Living Mobile Home Addition/ 'Supplemental to (Group R) :Units"' -=*Alnstallatio ;+ '!•Conversions }-Permit'# ' '(No foundation inspection); ................................................................................................................... Commercial/Industrial New Addition Building Department Representative Irroor rians reviewea oy scnooi uistnct District+ldentification No. OO v School District'certifies,' that Sq. Footage (Including Exterior Roofed Areas) Date (Applicant) 3145 -73D� (Street Ad` U (Phone Number) C (D {�S.t �� /-dres^s) C - `QS-1% (City) (State) (Zip Code) has complied the Resolution No. U Z. 2, with requirements of — by payment of $ I( representing ,� .,, ,_ gip, ,square feet. _. ( B 2926 ;. ( $ 1 _ _ i FULL MITIGATION i s Lo School District Representativeh Date Paid by Check # ;� 7i) I Remarks: 54) y -Le, �� -7 J Notice: You may protest the imposition of the fees identified above by submitting a written protest to the District, in compliance with Government Code Section 66020(a), within 90 days from the date fees are paid. Failure to submit a timely written protest will prohibit you from challenging the imposition of the fees in any court action. If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is notified by the applicable Local Planning Agency that this project is being reviewed under the California Environmental Quality Act (CEQA), this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. White (applicant), Yellow (building department), Pink (school district) feeform.xis (10/98)dmm Dec 17 02 11:3aa p.2 I OWNER -BUILDER VERIFICAZ`ION Attention Property Owner: 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. I personally plan to provide the major labor and materials for construction of the proposed property improvement: YES 0 NO 11 I HAVE 0 HAVE NOT ❑ signed an application for a building permit for the proposed work 3. I have contracted with the following person (firm) to provide the proposed construction: NAME: ADDRESS: CITY: PHONE: CONTRACTOR'S LICENSE NO. 4. I plan to provide portions of this work, but I have hired the following person to coordinate, supervise, and provide the major work: NAIVIE: ADDRESS: CITY: PHONE: CONTRACTOR'S LICENSE NO. 5. I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated: NAME ADDRESS PHONE TYPE OF WORK SIGNED: PROPERTYOWNER,-/'C r SO-CLT.R: --- DATE: NOTE: This Owner -Builder Verification is required by Section 19831 and 19832 of the California Health and Safety Code. Tltis verification must be completed and returned to our office before we are permitted to issue the permit. OVER Dec 17 02 11:37a s Dear Property Owner. An application for a building permit has. been submitted in your name listing yourself as the builder of property improvements specified For your protection, you should be aware that as "owner -builder" you are the responsible party of record on such a permit. Building permits are not required to be signed by property owners unless they are personally performing their own work. If your work is being performed by someone other than yourself you may protect yourself from possible liability if that person applies for the proper permit in his or her name: Contractors are required by law to be licensed and bonded by the State of California and to have a business license from the city or county. They are also required by law to put their license number on all permits for which they apply. ' If you plan to do your own work, with the exception of various trades that you plan to subcontract, you should be aware of the following information for your benefit and protection: t 0 If you employ or otherwise engage any persons other than your immediate family, and the work (including materials 'and other costs) is $300 or more for the entire project, and such persons are not licensed as contractors or subcontractors, then you may be an employer. 0 If you are an employer. you must register with the State and Federal Governments as an employer and you are subject to several obligations including state and federal income tax withholding, federal social security taxes; workers compensation insurance, disability insurance costs, and unemployment compensation coritnbutions. 0 There may be financial risks for you if you do not carry out these obligations, and these risks are especially serious with respect to worker's compensation insurance. 0 For, more specific information about your obligations under Federal Law, contract the Internal Revenue Service (and, if you wish, the U.S. Small Business Administration). For more specific information about your obligations under State Law, contact the Department of Benefit Payments and the Division of Industrial Accidents. N the structure is intended for sale, property owners who are not licensed contractors are allowed to perform their work personally or through their own employees, without a licensed contractor or subcontractor, only . under limited conditions. . a . A frequent practice of unlicensed persons professing to be contractors is to secure an"owneibuilde? building permit, erroneously implying that the property owner is providing his or her own labor and material personally. Building permits are not required to be signed by property owners unless they are performing theiriown work personally. Information about licensed contractors may be obtained by contracting the Contractors State License Board in your community. or at 1020 N Street, Sacramento, CA. 95814. Please complete the "Owner Builder Verification" on the reverse side of this form so that we can confirm that you are aware of these matters. The building permit will not be issued until the verification is returned. 7in&rel , N icha 1 C. Vierra, C.B.O. Manager. Building Inspection' NOTE: This Owner -Builder Information is required by Section 19830 of the California Health and Safety Code. �@ J_ L ALL STRUCTURES AND EQUIPMENT IN ILUDiNG OVERHANGS SHALL BE CLEAR OF ALL EAS IMENTS. I ES AND 3-D ::AR PROPER WY Ll C ENTER �-"-JU7 FILINE HALL BE -RY -- -' - ^- -- ` - --- \ � STRUCTURAL CALCULATIONS RCE Job #2002.052 for Bryan 8z Dana Hanson Hanson Residence 9969 Cohasset RD Cohasset, CA Calculation Index: • Project Layout • Gravity Analysis • Lateral Analysis • Beam Analysis • Wood Connection Analysis • Footings Analysis • Retain Wall Analysis • Steel Frame Analysis Revision Summary: Rev. 0 Rev. 1 11/11/02 02/25/04 Page # 1-2 1 L1 — L7 BI — B34 WC1 F1 — F8 R1 — R3 SF1.1 — 3.0 Initial Issue Pages 1,61-137,139,1115,1317- B31 Have Been Revised Pages B35,SF 1.1-3.0 W re Added �•-4� ' BU§E COUNTY BUILDING DIVISION APPROVED ev4a, CIVIL — STRUCTURAL ENGINEERING SURVEYING 1060 Thorntree Dr. Suite #10 - Chico, CA 95973 'hone: (530) 894-8833 — Fax: (530) 894-8882 fax co0r-c-e.com - http://www.r-c-e.com Structural Calculations Criteria Project: Hanson Residence Owner: Bryan & Dana Hanson Loaction: 9969 Cohasset Rd. - Cohasset, CA Date: February 25, 2004 Code: California Building Code, 2001 Edition. Code Enforcement: Butte County Building Department Loads: Seismic Design: Seismic Zone: 3 Importance factor: 1.0 Soil Profile Type: SD Seismic Source Type: A Closest Distance Seismic Source: N/A Wind Design: (Method 2) Wind Speed: 75 mph Exposure: C Soil Bearing: 1500 psf Notes: No Special Inspection is required for this project. RCE job Number: 2002.052 Roberts consulting engineering does not represent that these calcultions or any specifications in connection therewith are suitable whether or not modified, for any other site than the one for which they were specifically prepared. Roberts consulting engineering disclaims responsibility for these plans and specifications if they are used whole or in part at any other site. Plans are not valid until reviewed and approved by appropriate governmental agencies CIVIL — STRUCTURAL ENGINEERING SURVEYING 1060 Thorntree Dr. Suite #10 - Chico, CA 95973 'hone: (530) 894-8833 — Fax: (530) 894-8882 fax co0r-c-e.com - http://www.r-c-e.com HAN50N RE51E�)ENGE JOB #2002.052 SHEAR WALL, BEAM a FOOTING LAYOUT A55UMED Ak NORTH 7 WE Q 4 T L'J UN uo HANSON RES 1 DENGE JOB #2002.052 Fade 2 SHEAR WALL, BEAM � FOOTING LAYOUT ASSUMED NORTH EG I I I Em 2ND FLOOR WN v py (T 1 11/7/02 - Lateral Analysis -Hanson Res - R.C.E. ]ob 2002.052 Gravity Loads: Copyright 200/ - Spyder Software Roof Dead Load 1/2" Ply. 1.7 psf Slope= T11 @ 16" o.c. Comp Roofing 5.0 psf 10 Insul. 2x Framing 5.0 psf to 5/8" Gyp. 2.8 psf 12 Insul. 1.0 psf Misc. 2.2 psf Total (sloped) I/./ psi 11 ota onz ps ota(axial) psf Roof Live Load ILonstruction 16.0 psf now 60.0 pst Wall Dead Load Stucco Stone 15.0 psf (exterior) 3/8 Ply. 1.8 psf 2x6 Framing @ 16" o.c. 1.7 psf Gyp. 2.2 psf Insul. 1.0 psf Misc. 1.3 psf otazTups Wall Dead Load 2x6 Framing @ 16" o.c. 1.7 psf (Interior) Gyp. 2 sides 4.4 psf Misc. 1.9 psf ota13.0 ps Floor Dead Load Carpet 1.0 psf 3/4 TatG 2.5 psf T11 @ 16" o.c. 5.0 psf 5/8" Gyp. 2.2 psf Insul. 1.0 psf Misc. 1.3 psf Total 13.0 psf il Floor Live Load Residential 40.0 psfj 11/7/02 - Lateral Analysis - Hanson Res - R.C.E. Job 2002.052 P5 Ll UBC Wind Loads -- Method 1 Wind Speed: 75 mph Resultant Horizontal Wind Loading @ Wall Lines 3-5 Tributary Exposure: B p= Ce*Cgegs•I @ Wall Lines 3-5 where; Pressure Force feet @ @ eave 6.25 Ce = 0.62 @ 0 to 15' IWW OLW IWR OWR OLR OPR Ce = 0.67 @ 15 to 20' p= 7.1 4.5 3.6 0.0 6.2 6.2 psf-@Oto 15' Ce = 0.72 @20 to 25' P= 7.7 4.8 3.9 0.0 6.8 6.8 psf - @ 15 to 20' Ce = 0.76 @ 25 to 30' p= 8.3 5.2 4.1 0.0 7.3 7.3 psf-@20 to 25' Ce = 0.84 @30 to 40' p= 8.8 5.5 4.4 0.0 7.7 7.7 psf - @ 25 to 30' Ce = 0.95 @ 40 to 60' p= 9.7 6.0 4.8 0.0 8.5 8.5 psf - @ 30 to 40' Cq = 0.8 (IWW) Inward @ Windward Wall p=I 10.91 6.81 5.51 0.01 9.61 9.6 1 psf - @ 40 to 60' Cq = 0.5 (OLW) Outward @ Leeward Wall @ Wall Lines A -B Cq = 0.4 (IWR) Inward @ Windward Roof Force Cq = 0 (OWR) Outward @ Windward Roof 7.1 psf = 45 lbs. (IWW) @ 0 to 15' Cq = 0.7 (OLR) Outward @ Leeward Roof feet @ 7.7 psf = 0 lbs. (IWW) @15 to 20' Cq = 0.7 (OPR) Outward @ Parallel To Ridge 6.25 feet @ 4.7 psf = 29 lbs. (OLW) qs = 14.4 psf 6.6 psf 12.50 feet @ 3.8 psf = I = I Importance Factor 12.50 feet @ Roof Slope = 10 Rise to 12 Horiz. Roof Fn = Wind Loading Tributary Normal Resultant Horizontal @ Wall Lines 1-4 Area Pressure Force 4.75 feet @ 7.1 psf = 34 lbs. (IWW) @ 0 to 15' 0.00 feet @ 7.7 psf = 0 lbs. (IWW) @15 to 20' Mean Roof Height = 17.0 feet 4.75 feet @ 4.6 psf = 22 lbs. (OLW) @ 15 to 20' Uplift Pressure = 6.5 psf 16.00 feet @ 3.7 psf = 59 lbs. (IWR) @ 15 to 20' 16.00 feet @ 6.5 psf = 103 lbs. (OLR) @ 15 to 20' Fo = 1 218 olf - horiz. Roof Tributary Normal Resultant Horizontal Wind Loading @ Wall Lines 3-5 Tributary Normal Resultant Horizontal Pressure @ Wall Lines 3-5 Area Pressure Force feet @ @ eave 6.25 feet @ 7.1 psf = 45 lbs. (IWW) @ 0 to 15' feet @ 0.00 feet @ 7.7 psf = 0 lbs. (IWW) @15 to 20' Mean Roof Height = 18.5 feet 6.25 feet @ 4.7 psf = 29 lbs. (OLW) @ 15 to 20' Uplift Pressure = 6.6 psf 0.00 feet @ 3.8 psf = 0 lbs. (IWR) @ 15 to 20' Uplift Pressure = 0.00 feet @ 6.6 psf = 0 lbs. (OLR) @ 15 to 20' @ 15 to 20' Fn = 1 74 nlf - horiz. 6.6 psf = Wind Loading Tributary Normal Resultant Horizontal @ Wall Lines 3-5 Area Pressure Force @ ridge 8.75 feet @ 7.1 psf = 62 lbs. (IWW) @ 0 to 15' 5.00 feet @ 7.7 psf = 39 lbs. (IWW) @15 to 20' 4.25 feet @ 8.3 psf = 35 lbs. (IWW) @20 to 25' Mean Roof Height = 18.5 feet 18.00 feet @ 4.7 psf = 85 lbs. (OLW) @ 15 to 20' Uplift Pressure = 6.6 psf 0.00 feet @ 3.8 psf = 0 lbs. (IWR) @ 15 to 20' 0.00 feet @ 6.6 psf = 0 lbs. (OLR) @ 15 to 20' Fp = 221 plf - horiz. Roof Wind Loading Tributary Normal Resultant Horizontal @ Wall Lines A -B Area Pressure Force 6.25 feet @ 7.1 psf = 45 lbs. (IWW) @ 0 to 15' 0.00 feet @ 7.7 psf = 0 lbs. (IWW) @15 to 20' Mean Roof Height = 18.5 feet 6.25 feet @ 4.7 psf = 29 lbs. (OLW) @ 15 to 20' Uplift Pressure = 6.6 psf 12.50 feet @ 3.8 psf = 47 lbs. (IWR) @ 15 to 20' 12.50 feet @ 6.6 psf = 83 lbs. (OLR) @ 15 to 20' Fn = 1 204 nif - hnri7_ Copyright 2001 - Spyder Software 11/7/02 - Lateral Analysis -Hanson Res - R.C.E. job 2002.052 Py LZ Roof Wind Loading Tributary Normal Resultant Horizontal @ Wall Lines C -D Area Pressure Force 9.00 feet @ 7.1 psf = 64 lbs. (IWW) @ 0 to 15' 5.00 feet @ 7.7 psf = 39 lbs. (IWW) @15 to 20' Mean Roof Height = 20.3 feet 14.00 feet @ 4.8 psf = 68 lbs. (OLW) @ 15 to 20' Uplift Pressure = 6.8 psf 6.00 feet @ 3.9 psf = 23 lbs. (IWR) @ 15 to 20' 6.00 feet @ 6.8 psf = 41 lbs. OLR @ 20 to 25' Fp = L235 plf - horiz. Copyright 2001 - Spyder Software 11/7/02 - Lateral Analysis -Hanson Res - R.C.E. ]ob 2002.052 P9 L3 1997 UBC Seismic Loads - Static Force Procedure where; V = (Cv*I)/(R*T) *W = 0.439 *W (Eqn 30-4) Z = 0.3 Zone 3 V = (2.5*Ca*I)/R *W = 0.164 *W (Eqn 30-5) 1 = 1.00 Importance Factor V = 0.1 1 *Ca*I *W = 0.059 *W (Eqn 30-6) hn = 25 feet R = 5.5 Plywood Shear Walls p= 0.164 *W (Eqn 30-5) governs Soil Profile Type Sp Seismic Source Type A Closest Distance Seismic Source n/a km Ct = 0.02 All other Buildings Foot print area, AB= 2440 ft` T = 0.224 (Method A) Ca = 0.36 Table 16-Q Cv = 0.54 Table 16-R Na = 1.00 Table 16-S Nv = 1.00 Table 16-T W = Building Weight Use 25% of Snow Load in the Seismic design. Seismic Roof Loading Tributary Weights = 39.75 feet of Roof @ 23.00 psf Lines 1 to 2 9.50 feet of Ext. Wall @ 23.00 psf 17.50 feet of Int. Wall @ 8.00 psf 15.00 feet of Int. Floor @ 13.00 psf V 240 pif - horiz. ULT 39.75 feet of Snow @ 15.00 psf 172 p oriz. Seismic Roof Loading Tributary Weights = 39.00 feet of Roof @ 23.00 psf Lines 2 to 4 9.50 feet of Ext. Wall @ 23.00 psf 17.50 feet of Int. Wall @ 8.00 psf 10.50 feet of Int. Floor @ 13.00 psf V 228 p - honz. ULT 39.00 feet of Snow @ 15.00 psf 163 pit - horiz. Seismic Roof Loading Tributary Weights = 30.75 feet of Roof @ 23.00 psf Lines 3 to 5 12.50 feet of Ext. Wall @ 23.00 psf 17.50 feet of Int. Wall @ 8.00 psf 28.75 feet of Int. Floor @ 13.00 psf V 247 p onz. ULT 30.75 feet of Snow @ 15.00 psf pit - honz. Seismic Roof Loading Tributary Weights = 23.00 feet of Roof @ 23.00 psf Lines A to B 12.50 feet of Ext..Wall @ 23.00 psf 12.00 feet of Int. Wall @ 8.00 psf 14.00 feet of Int. Floor @ 13.00 psf V I 7Y pit - honz. 23.00 feet of Snow @ 15.00 psf p1t - horiz. Copyright 200/ - Spyder Software 11/7/02 - Lateral Analysis - Hanson Res - R.C.E. job 2002.052 Py Ly Seismic Roof Loading Tributary Weights = 53.75 feet of Roof @ 23.00 psf Lines C to D 15.50 feet of Ext. Wall @ 23.00 psf 17.50 feet of Int. Wall @ 8.00 psf 32.00 feet of Int. Floor @ 13.00 psf V 352 p onz. ULT 53.75 feet of Snow @ 15.00 psf 25 1 pit - horiz. Copyright 2001 - Spyder Software 11/7/02 - Lateral Analysis - Hanson Res - R.C.E. Job 2002.052 Py LS Copyright 200 / - Spyder Software Lateral Load Summary Roof Level Loadings Wall Line ID Tributary Length (ft.) Unit Loads Seismic Wind (p.l.f.) (p.l.f.) Wall Loads Seismic Wind (kips) (kips) Controlling Load Case 1 8.00 172 218 1.37 1.74 Wind Controls 2 -West Side 8.00 172 218 1.37 1.74 Wind Controls 2 -East Side 17.75 163 218 2.89 3.87 Wind Controls 3 10.50 176 148 1.85 1.55 Seismic Controls 4 17.75 163 218 2.89 3.87 Wind Controls 5 10.50 176 148 1.85 1.55 Seismic Controls A 14.50 128 204 1.86 2.96 Wind Controls B 14.50 128 204 1.86 2.96 Wind Controls C 18.25 251 235 4.58 4.28 Seismic Controls D 18.25 251 235 4.58 4.28 1 Seismic Controls Copyright 200 / - Spyder Software 11/7/02 - Lateral Analysis - Hanson Res - R.C.E. job 2002.052 1 s[ Level (UBC Section 16.50 7.00 North-South Direalon: Story Shear 12.22 kips 10.93 0.380 p Max 1.00 0.366 MST37 w/ PHD2 w/ DBL 2x POST H SSTB 16 A.B. Wall Line ID • Laterala Load Height a Length 0.15 wall Stress Applied Forces Uniform Point AppliedForces OTM Resisting Uniform Point Resistive OTM et Uplift Force Comments Used 100% of Tabulated Values I See Note (kips) (fee[) (feet) p (plf) (klf) (kips) (foo[ -kips) (klf) (kips) (foot -kips) (kips) Simpson Products 1 1.37 16.50 7.00 0.08 95 10.93 0.380 8.37 0.366 MST37 w/ PHD2 w/ DBL 2x POST H SSTB 16 A.B. Ist Seismic 16.00 16.00 0.15 206 52.84 0.368 Ist Seismic 8.00 Level 126 20.25 7.50 0.08 95 14.38 0.466 11.79 0.345 MST37 w/ PHD2 w/ DBL 2x POST et SSTB 16 A.B. 6.50 1.74 16.50 7.00 12.75 120 4.15 13.89 0.380 6.20 1.099 MST37 w/ PHD2 w/ DBL 2x POST H SSTB 16 A.B. 16.00 Wind 20.25 7.50 63.87 120 31.40 18.27 0.466 8.73 1.271 MST37 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Horizontal Diaphragm Lengths at Stresses East Side West Side East Side West Side Sill Plate Shear Anchorage for above wall line Sill Plate Shear Anchorage for above wall line feet I (feet) I 9.50 6.50 Bol[ 01a. in. Capacity kis Spacing Shear Wall ID I 16d 0.125 12 In. o.c. 3 1.85 12.50 8.00 0.09 126 12.61 0.288 42.39 0.653 PHD2 w/ DBL 2x POST 8t SSTB16 A.B. 2 4.26 16.00 16.00 0.15 206 52.84 0.368 Ist Seismic 8.00 0.09 126 12.61 0.288 8.28 1.55 12.50 Level 9.50 6.50 0.15 206 1 6.13 12.75 0.219 4.15 1.322 PHD2 w/ DBL 2x POST at SSTB16 A.B. 5.61 16.00 16.00 250 63.87 0.368 31.40 2.029 PHD2 w/ DBL 2x POST at SSTB16 A.B. 9.69 Wind 6.13 Horizontal Dlaphragm Lengths at Stresses East Side West Side Sill Plate Shear Anchorage for above wall line feet I feet I 9.50 6.50 0.500 0.818 48 in. o.c. 250 15.41 0.219 3.08 1.897 PHD2 w/ DBL 2x POST at SSTB 16 A.B. Horizontal Diaphragm Lengths Bt Stresses East Side West Side 7:0.500 Sill Plate Shear Anchorage for above wall line feet I feet I Bolt Dia. in. Caaci kI s S acin Shear Wall ID 2 1 0.818 36 in. o.c. 3 1.85 12.50 8.00 0.09 126 12.61 0.288 8.28 Ist Seismic Wind Wind Horizontal Diaphragm Lengths et Stresses Level 7: 12.50 8.00 0.09 126 12.61 0.288 8.28 1.55 12.50 8.00 97 9.69 0.288 6.13 Wind 12.50 8.00 97 9.69 0.288 6.13 Horizontal Dlaphragm Lengths at Stresses East Side West Side Sill Plate Shear Anchorage for above wall line feet I feet I Bolt Dia. in. Capacity (kip!) Spacing 0.500 0.818 48 in. o.c. 0.542 IPHD2 w/ DBL 2x POST BE SSTB16 A.B. 0.445 IPHD2 w/ DBL 2x POST Bt SSTB16 A.B. 4 2.89 15.75 15.00 0.15 210 49.58 0.362 36.68 0.860 PHD2 w/ DBL 2x POST a SSTB 16 A.B. 1st Seismic Level 3.87 15.75 15.00 258 60.95 0.362 27.17 2.252 PHD2 w/ DBL 2x POST et SSTB16 A.B. Wind Wind Horizontal Diaphragm Lengths et Stresses East Side West Side 7: Sill Plate Shear Anchorage for above wall line feet I feet 1 Bolt DiSpacing 0. 0.818 36 in. O.C. Shear Wall ID 2 5 1.85 12.50 9.50 0.15 212 25.23 0.288 11.68 1.426 PHD2 w/ DBL 2x POST at SSTB 16 A.B. Ist Seismic Level 1.55 12.50 9.50 163 19.38 0.288 8.65 1.130 PHD2 w/ DBL 2x POST e< SSTB 16 A.B. Wind Horizontal Diaphragm Lengths at Stresses East Side West Side 7: Sill Plate Shear Anchorage for above wall line Feet I feet I Bolt Dia. tn. Ca act kl Spacing 0.500 0.818 36 in. o.c. Shear Wall ID 2 Copyright 200/ - Spyder Software 11/7/02 - Lateral Analysis -Hanson Res - R.C.E. Job 2002.052 A n Level (UBC Section 6.75 East-West Direction: Story Shear 12.88 kips Level P max 1.09 wTD8L Zx POST 81551610 Wall Lin ID • Laterala Load Heigh[ a Length A a Stress Applied Force, Uniform Point Applied OTM ones Resisting Uniform Point -Resistive OTM e[ p i Force Comments Used 100% of Tabulated Values See Note (kips) (feet) (feet) 0.20 (plf) (klf) (kips) (foot•kips) (klf) (kips) (foot -kips) (kips) Simpson Products A 1.86 6.75 0.11 150 Level Wind wTD8L Zx POST 81551610 IstSeismic Seismic .50 12.50 6.75 0.11 150 12.64 0.288 5.89 0.999 PHD2 w/ DBL 2x POST at SSTB 16 A.B. feet I feet (I 2.96 I . 5.50 0.20 I 1 .47 0.219 4.3 2.096 PH w/ DB x PO BL TBI A.B. Wind 12.50 6.75 0.20 219 18.47 0.288 4.37 2.089 PHD2 w/ DBL 2x POST 8t 557816 A.B._U ontal D aphragm Lengths 8E tresses 4.28 9.50 3.50 Side West Side 7.91 Sill Plate Shear Anchorage for above wall line I feet (I D2 w/ DBIL 2x POST 8t SSTB 16 A.B. Bolt Dia. tn. Ca aci kis Spavin ng ear a 3.50 m. Copyright 200 / - SpyCer Software . w xPOST 8t 551 Ist Level Seismic I. T7T- 3634 P D w/ DBL 2x POST 81 SSTB20 A.B. Level Wind w x 8t551 551 1 Horizontal laphragm Lengths 8C Stresses Seismic 9.50 3.50 East Side West Side 278 Sill Plate Shear Anchorage for above wall line feet I feet (I 1.20 L Bolt Dia. in. Ca acit kis S acin V. n. o.c. ear Wall feet I feet (I Copyright 200 / - SpyCer Software Ist Seismic . Level 9. w x 8t551 551 1 Ist Level Seismic 9.50 3.50 0.20 278 9.23 0.219 1.20 2.293 PHD2 w/ DBL 2x POST at SSTB 16 A.B. feet I feet (I 9.50 5.50 0.20 278 14.50 0.219 2.97 2.096 PHD2 w/ DBL 2x POST at SSTB 16 A.B. 9.50 5.50 0.20 278 14.50 0.219 2.97 2.096 PHD2 w/ DBL 2x POST 8t SSTBI6 A.B. 4.28 9.50 3.50 238 7.91 0.219PH D2 w/ DBIL 2x POST 8t SSTB 16 A.B. Wind 9.50 3.50 238 7.91 0.219 0.89 2.005 PHD2 w/ DBL 2x POST es 557616 A.B. 9.50 5.50 238 12.43 0.219 2.20 1.859 PHD2 w/ DBL 2x POST 8t SSTBI6 A.B. 9.50 5.50 238 12.43 0.219 2.20 1.859 PHD2 w/ DBL 2x POST at SSTB16 A.B. Horzontal Diaphragm Lengths at tresses ---L East Side West Side SIII Plate Shear Anchorage for above wall line feet I feet (I Bolt Dia. in. Ca aci ki S acin Wall m. o.c.Shear Copyright 200 / - SpyCer Software Ist Seismic P w DBL x 8t TB A. . Level 9. .6 I Wind Horizontal Diaphragm Lengths et Stresses East Side West Side SIII Plate Shear Anchorage for above wall line feet I feet (I L Bol[ Dia. in. Capacity (kips) S acin U.5-1 IS I 12 In. O.C. ear a Copyright 200 / - SpyCer Software %Sg COMPANY PROJECT ® R.C.E. Hanson Residence WoodWorks 3080 Thorntree Dr.#10 Chico CA 95973 (530)894-8833;fax(530) 894-8882 cj@r-c-e.com R.C.E. 20020.52 Nov. 5, 2003 13:48:10 FB1.wwb Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location (ft) Pattern Shear 1425 Total Start End Start End Load? 1 Dead Full UDL 30 Bearing: Length No 2 Live Full UDL 150 L/360 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 19' Dead 406 Value 406 Live 1425 Shear 1425 Total 1831 190 1831 Bending(+) fb = 1109 Fb' = Bearing: Length 1.0 Live Defl'n 1.0 Glulam-Simple, VG West.DF, 24F -V4, 5-1/8x10-1/2" Self Weight of 12.78 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 46 Fv' = 190 fv/Fv' = 0.24 Bending(+) fb = 1109 Fb' = 2400 fb/Fb' = 0.46 Live Defl'n 0.49 = L/461 0.63 = L/360 0.78 Total Defl'n 0.71 = L/323 0.95 = L/240 0.74 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+L, M = 8699 lbs -ft Shear : LC# 2 = D+L, V = 1831, V@d = 1663 lbs Deflection: LC# 2 = D+L EI= 889.9le06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This Is conservative except where point loads occur at 113 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. S. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 9�%z COMPANY PROJECT R.C.E. Hanson Residence WoodWorks® 3060 Thorntree Dr.#10 Chico CA 95973 (530)894-8833;fax(530) 894-8882 cj@r-c-e.com R.C.E. 20020.52 Feb. 24, 2004 15:39:50 FB2.wwb Design Check Calculation Sheet LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pattern Shear 4185 Total Start End Start End Load? 1 Dead Full Area 23 (9.00) Bearing: Length No 2 Snow Full Area 60 (9.00) L/360 No 3 Dead Full Area 12 (8.00) L/240 No *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 15'-6" Dead 2510 Value 2510 Live 4185 Shear 4185 Total 6695 _Value 218 6695 Bending(+) fb = 2000 Fb' = Bearing: Length 2.0 Live Defl'n 2.0 Glulam-Simple, VG West.DF, 24F -V4,5 -1/8x13-1/2" Self Weight of 16.43 pif automatically included In loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Analysis/Design Shear fv @d = 124 Fv' = _Value 218 fv/Fv' = 0.57 Bending(+) fb = 2000 Fb' = 2760 fb/Fb' = 0.72 Live Defl'n 0.37 = L/501 0.52 = L/360 0.72 Total Defl'n 0.70 = L/264 0.77 = L/240 0.91 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.15 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+S, M = 25945 lbs -ft Shear : LC# 2 = D+S, V = 6695, V@d = 5724 lbs Deflection: LC# 2 = D+S EI=1891.38e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used In the calculation of Cv Is assumed to be unity for all cases. This is conservative except where point loads occur at 113 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). % 9z COMPANY PROJECT R.C.E. Hanson Residence WoodWorks3060 Thorntree Dr.#10 Chico CA 95973 (530)894-8833;fax (530) 894-8882 SOFTWARE FOR WOOD DESIGN cj@r-c-e.com R.C.E. 20020.52 Jan. 15, 2004 08:55:50 FB3.wwb Design Check Calculation Sheet LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft) Pattern Shear 4050 Total Start End Start End Load? 1 Dead Full Area 21 (9.00) Bearing: No 2 Snow Full Area 60 (9.00) L/360 No 3 Dead Full Area 12 (8.00) L/240 No -TriAurary wiaLn trL) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 15' Dead 2295 Value 2295 Live 4050 Shear 4050 Total 6345 218 6345 Bending(+) fb = 1834 Fb' = Bearing: fb/Fb' = 0.66 Live Defl'n 0.33 = Length 1.9 L/360 1.9 Glulam-Simple, VG West.DF, 24F -V4,5 -1/8x13-1/2" Self Weight of 16.43 pif automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 117 Fv' = 218 fv/Fv' = 0.54 Bending(+) fb = 1834 Fb' = 2760 fb/Fb' = 0.66 Live Defl'n 0.33 = L/553 0.50 = L/360 0.65 Total Defl'n 0.60 = L/299 0.75 = L/240 0.80 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.15 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+S, M = 23792 lbs -ft Shear : LC# 2 = D+S, V = 6345, V@d = 5393 lbs Deflection: LC# 2 = D+S EI=1891.38e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This Is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tenslon), Fcp(comp'n). . p� aq COMPANY PROJECT R.C.E. Hanson Residence WoodWorks® (53 0 T94-883 ; Dr.fax (53 Chico CA 95973 (530) 894-8833; fax (530) 894-8882 50"WAae FOR w000 DESIGN cj@r-c-e.com R.C.E. 20020.52 Nov. 5, 2003 08:51:06 FB4.wwb Design Check Calculation Sheet LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pattern Shear 3240 Total Start End Start End Load? 1 Dead Full Area 23 (8.00)v Bearing: Length No 2 Snow Full Area 60 (8.00)v L/360 No 3 Dead Full Area 12 (8.00) L/240 No *Tributary width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 13'-6" Dead 2016 Value 2016 Live 3240 Shear 3240 Total 5256 218 5256 Bending(+) fb = 1731 Fb' = Bearing: Length 1.6 Live Defl'n 1.6 Glulam-Simple, VG West.DF, 241744,5-1/8x`12" Self Weight of 14.61 pif automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 109 Fv' = 218 fv/Fv' = 0.50 Bending(+) fb = 1731 Fb' = 2760 fb/Fb' = 0.63 Live Defl'n 0.27 = L/599 0.45 = L/360 0.60 Total Defl'n 0.52 = L/310 0.67 = L/240 0.77 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.15 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+S, M = 17738 lbs -ft Shear : LC# 2 = D+S, V = 5256, V@d = 4477 lbs Deflection: LC# 2 = D+S EI=1328.38e06 lb -int Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1l3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. S. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). P2 o6 - COMPANY R.C.E. WoodWorks3060 Thorntree Dr.#10 Chico CA 95973 (530) 894-8833; fax (530) 894-8882 SOFTWARE FOR WOOD DESIGN cj@r-c-e.com Oct. 1, 2002 10:20:12 Design Check Calculation Sheet LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pattern Shear 7508 Total Start End Start End Load? 1 Dead Full Area 26 (10.50) Bearing: Length No 2 Snow Full Area 60 (10.50P, 1/360 No 3 Dead Full Area 13 (7.00)1- L/240 No 4 Live Full Area 40 (7.00); - No *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' PROJECT Hanson Residence R.C.E. 20020.52 FB5.wwb 16'-6" Dead 3125 Value 3125 Live 7508 Shear 7508 Total 10633 218 10633 Bending(+) fb = 2263 Fb' = Bearing: Length 3.2 Live Defl'n 3.2 Glulam-Simple, VG West.DF, 24F -V4, 5-1/8x16-1/2" Self Weight of 20.09 plf automatically Included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) CriterionAnalysis CD Value Design Value Analysis/Design Shear fv @d = 157 Fv' = 218 fv/Fv' = 0.72 Bending(+) fb = 2263 Fb' = 2739 fb/Fb' = 0.83 Live Defl'n 0.44 = L/450 0.55 = 1/360 0.80 Total Defl'n 0.71 = L/277 0.83 = L/240 0.87 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.15 1.00 1.00 1.000 1.00 0.992 1.00 1.00 3 Fv' = 190 1.15 1.00 1.00 3 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 3 Custom duration factor for Wind load = 1.33 Bending(+): LC# 3 = D+L+S, M = 43861 lbs -ft Shear : LC# 3 = D+L+S, V =10632, V@d = 8861 lbs Deflection: LC# 3 = D+L+S EI=3453.27e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 113 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. S. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 136 COMPANY R.C.E. WoodWorks3060 Thorntree Dr.tt10 Chico CA 95973 (530) 894-8833; fax (530) 894-8882 SOFTWARE FOR WOOD DISICN cj@r-c-e.com Jan. 15, 2004 08:53:36 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Start End Location (ftl Start End Pattern Load? 1 Live Partial Area 10 (6.75)1 2.25 13.00 No 2 Dead Point 2545 1.50 No 3 Snow Point 5963 1.50 No 4 Dead Partial Area 5 (6.75) 2.25 13.00 No 5 Dead Partial Area 13 (6.75) 0.00 2.25 No 6 Live Partial Area 40 (6.75) 0.00 2.25 No 7 Dead Point 1890 2.25 No 8 Live Point 3463 2.25 No -Tr1DULary W1UL11 kLL) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' PROJECT Hanson Residence R.C.E. 20020.52 FB6.wwb 13' Dead 4287 Design Value 993 Live Total 8994 13281 207 1766 2759 218 fv/Fv' = 0.95 Bending(+) fb = Bearing: Length -- 4.0 2760 1.0 Glulam-Simple, VG West.DF, 24F -V4, 5-1/8x18" Self Weight of 21.91 plf automatically Included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion jAnalysis Value Design Value Analysis/Design Shear fv @d = 207 Fv' = 218 fv/Fv' = 0.95 Bending(+) fb = 977 Fb' = 2760 fb/Fb' = 0.35 Live Defl'n 0.08 = <L/999 0.43 = L/360 0.18 Total Defl'n 0.14 = <L/999 0.65 = L/240 0.21 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.00 3 Fv' = 190 1.15 1.00 1.00 3 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 3 Custom duration factor for Wind load = 1.33 Bending(+): LC# 3 = D+L+S, M = 22531 lbs -ft Shear : LC# 3 = D+L+S, V =13280, V@d =12711 lbs Deflection: LC# 3 = D+L+S EI=4483.28e06 lb -int Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used In the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. S. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT R.C.E. Hanson Residence WoodWorks3060 Thorntree Dr.#10 Chico CA 95973 (530) 894-8833; fax (530) 894-8882 SOFTWARE FOR WOOD DESIGN cj@r-c-e.com R.C.E. 20020.52 Jan. 28, 2004 11:27:54 FB7.wwb Design Check Calculation Sheet LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Start End Location [ftj Start End Pattern Load? 1 Live Partial Area 40 (6.25P 0.00 5.25 No 2 Dead Point 2012 5.25 No 3 Snow Point 3240 5.25 No 4 Dead Partial Area 13 (6.25) 0.00 5.25 No 5 Dead Full Area 7 (8.00)'' No 6 Live Partial Area 10 (6.25) 5.25 9.50 No 7 Dead Partial Area 5 (6.25) 5.25 9.50 No 8 Dead Point 1069 6.75 No 9 Snow Point 2430 6.75 No 'Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 9.,$1, Dead 1883 Value 2428 Live 3162 Shear 4086 Total 5045 218 6514 Bending(+) fb = 2044 Fb' = Bearing: fb/Fb' = 0.74 Live Defl'n 0.14 = Length 1.5 L/360 2.0 Glulam-Simple, VG West.DF, 24F -V4,5 -118x12" Self Weight of 14.61 pif automatically Included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) CriterionAnalysis CD Value Design Value Analysis/Design Shear fv @d = 154 Fv' = 218 fv/Fv' = 0.70 Bending(+) fb = 2044 Fb' = 2760 fb/Fb' = 0.74 Live Defl'n 0.14 = L/806 0.32 = L/360 0.45 Total Defl'n 0.27 = L/428 0.48 = L/240 0.56 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.00 3 Fv' = 190 1.15 1.00 1.00 3 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 3 Custom duration factor for wind load = 1.33 Bending(+): LC# 3 = D+L+S, M = 20948 lbs -ft Shear : LC# 3 = D+L+S, V = 6444, V@d = 6309 lbs Deflection: LC# 3 = D+L+S EI=1328.38e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT R.C.E. ; Hanson Residence WoodWorks� (53 0 Thorntree Dr.#10 Chico CA 95973 (530)894-8833; fax (530)894-8882 SOFTWARE FOR WOOD DESIGN Cj @ r-c-e.com R.C.E. 20020.52 Nov. 7, 2002 16:00:03 I Fb9 Design Check Calculation Sheet LOADS: ( lbs, psf, or pif ) !;Load Type Distribution I MagnitudeLocation [ft) Pattern i! I i Start End 1 Start _ End Load? 1 I Snow Full Area 60 (9.50) No i 2 ! Dead I Full Area 13 (9.50) ! No *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : E__ 61 0' 7'-6" 15' Dead j 181; I 6051 1811,: Live ! 759 25311 759'. Total 9911 I 31361 1 991: Bearing: Length j 1.01 1.9; 1.0' 4xbeams, D.Fir-L, No. 2, 4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC I SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design ShearIfv @d = 81 Fv' = 109 I fv/Fv' = 0.79 Bending(+) I fb = 518 Fb' = 1308 fb/Fb' = 0.90 Bending(-) i fb = 921 Fb' = 1306 fb/Fb' = 0.71 Live Defl'n 0.09 = <L/999 0.25 = L/360 0.17 Total Defl'n 0.06 = <L/999 0.38 = L/290 0.16 ADDITIONAL DATA: ;FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 875 1.15 1.00 1.00 1.000 1.30 1.000 1.00 1.00 2 Fb'-= 875 1.15 1.00 1.00 0.998 1.30 1.000 1.00 1.00 2 Fv' = 95 1.15 1.00 1.00 (CH = 1.000) 2 i Fcp'= 625 1.00 1.00 - S E' = 1.6 million 1.00 1.00 2 ;Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+S, M = 1323 lbs -ft Bending( -i: LC# 2 = D+S, M = 2352 lbs -ft Shear : LC# 2 = D+S, V = 1568, V@d = 1366 lbs Deflection: LC# 2 = D+S EI= 177.89e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: i 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams ; and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT R.C.E. Hanson Residence Woo�dWo rks® 3060 Thomtree Dr.#10 Chico CA 95973 (530)894-8833;fax (530) 894-8882 SOFTWARE FOR WOOD OFSIGN cj@r-c-e.com R.C.E. 20020.52 Nov. 7, 2002 16:00:32 FB10.wwb Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern 104 2860 Total Start End Start End Load? 1 Live Full Area 40 (6.50)1, Bearing: Length No 2 Dead Full Area 38 (6.50P, Total Defl'n No 3 Snow Full Area 60 (3.00) Wind load = 1.33 No 4 Dead Full Area 24 (3.00) No *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 13' Pg 6M Dead 2168 Design Value 2168 Live 2860 104 2860 Total 5028 Bending(+) 5028 1594 Fb' = 2760 fb/Fb' = 0.58 Bearing: Length 1.5 L/732 1.5 Glulam-Simple, VG West.DF, 24F -V4, 5-1/8x12" Self Weight of 14.61 plf automatically included In loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 104 Fv' = 218 fv/Fv' = 0.47 Bending(+) fb = 1594 Fb' = 2760 fb/Fb' = 0.58 Live Defl'n 0.21 = L/732 0.43 = L/360 0.49 Total Defl'n 1 0.45 = L/342 0.65 = L/240 0.70 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.00 3 Fv' = 190 1.15 1.00 1.00 3 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 3 Custom duration factor for Wind load = 1.33 Bending(+): LC# 3 = D+L+S, M = 16342 lbs -ft Shear : LC# 3 = D+L+S, V = 5028, V@d = 4255 lbs Deflection: LC# 3 = D+L+S EI=1328.38e06 lb -int Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT � R.C.E. Hanson Residence 0 TDr.#10 Chico CA 95973WoodWorks(530)894-8833; fax (530)894-8882 SOfrWARF FOR WOOD DFSfCN cj@r-e-e.com R.C.E. 20020.52 Oct. 23, 2002 15:32:03 Fj1 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [f t] Pattern Shear 413 Total Start End Start End Load? 1 Dead Full Area 8 (16.0) Length No 2 Live Full Area 40 (16.0) _ Yes "rr1DULary W1aLn tiri� MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 15'-6" Dead 108 Value 108 Live 413 Shear 413 Total 521 _ 521 Bearing: fb = --- 1.0 Length 1.0 Live Defl'n 0.44 = Lumber -soft, D.Fir-L, No.2, 2x10" Spaced at 16" c/c; Self Weight of 3.3 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design value Analysis/Design Shear fv @d = 51 Fv' = 95 fv/Fv' = 0.53 Bending(+) fb = 1133 Fb' = 1138 fb/Fb' = 0.99 Live Defl'n 0.44 = L/425 0.52 = L/360 0.85 Total Defl'n 0.61 = L/305 0.77 = L/240 0.79 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.10 1.000 1.00 1.15 2 Fv' = 95 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+L, M = 2019 lbs -ft Shear : LC# 2 = D+L, V = 521, V@d = 469 lbs Deflection: LC# 2 = D+L EI= 158.29e06 lb -int Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, -=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY R.C.E. WoodWorks® 3060 Thorntree Dr.#10 Chico CA 95973 (530) 894-8833; fax (530) 894-8882 SOFTWARE FOR WOOD DESIGN cj@r-c-e.com Oct. 23, 2002 15:32:43 Design Check Calculation Sheet LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pattern Live fv @d = 11 Start End Start End Load? 1 Dead Full Area 8 (16.0)1 1138 No 2 Live Full Area 40 (16.0) 1077 Yes *TrlDutary wlatn (in) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : n' 1'-9" PROJECT Hanson Residence R.C.E. 20020.52 Fj2 12 5'-6" Dead Analysis value 56 Value 20 Live fv @d = 11 215 95 100 Uplift fb = 60 Fb' = 1138 1 120 Total fb = 58 271 1077 fb/Fb' = 0.05 Bearing: 0.00 = <L/999 0.12 = L/180 1.0 Length 0.0 <L/999 1.0 L/120 0.02 Lumber -soft, D.Fir-L, No.2, 2x10" Spaced at 16" c/c; Self Weight of 3.3 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis value Design Value Analysis/Design Shear fv @d = 11 Fv' = 95 fv/Fv' = 0.12 Bending(+) fb = 60 Fb' = 1138 fb/Fb' = 0.05 Bending(-) fb = 58 Fb' = 1077 fb/Fb' = 0.05 Live Defl'n 0.00 = <L/999 0.12 = L/180 0.02 Total Defl'n 0.00 = <L/999 0.18 = L/120 0.02 Bending(+): LC# 4 = D+L (pattern: L), M = 108 lbs -ft Bending(-): LC# 3 = D+L (pattern: L ), M = 103 lbs -ft Shear : LC# 2 = D+L, V = 154, V@d = 102 lbs Deflection: LC# 3 = D+L (pattern: L_) EI= 158.29e06 lb -int Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, -=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. kd CdnCllevei 6POII yvvau,a uciic -WIL, ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.10 1.000 1.00 1.15 4 Fb'-= 900 1.00 1.00 1.00 0.946 1.10 1.000 1.00 1.15 3 Fv' = 95 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 3 Custom duration factor for wind load = 1.33 Bending(+): LC# 4 = D+L (pattern: L), M = 108 lbs -ft Bending(-): LC# 3 = D+L (pattern: L ), M = 103 lbs -ft Shear : LC# 2 = D+L, V = 154, V@d = 102 lbs Deflection: LC# 3 = D+L (pattern: L_) EI= 158.29e06 lb -int Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, -=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. W2 COMPANY PROJECT R.C.E. Hanson Residence WoodWorks3060 Thorntree Dr.#10 Chico CA 95973 (530) 894-8833; fax (530) 894-8882 .SOFTWARE FOR WOOD DESIGN cj@r-c-e.com R.C.E. 20020.52 Oct. 23, 2002 15:33:04 Fj3 Design Check Calculation Sheet LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Start End Location [ft) Start End Pattern Load? fv @d = 33 1 Total Dead Partial Area 8 (12.0)1 3.51 17.51 No 2 Live Partial Area 40 (12.0)1 3.51 17.51 No 0.79 = L/320 *Tributary Width (in) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0. 21' Dead 98 Design Value 98 Live 280 fv @d = 33 280 Total 378 fb = 976 378 Bearing: Live Defl'n 1.0 Length 1.0 Deflection: LC# 2 = D+L EI= 284.76e06 lb-in2 Total Defl'n Lumber -soft, D.Fir-L, No.2, 2x12" Spaced at 12" c/c; Self Weight of 4.01 pif automatically included in loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC #### WARNING: Member length exceeds typical stock length of 18.0 [ft] SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) CriterionAnalysis Value Design Value Analysis/Design FACTORS: F CD CM Ct CL CF CV Cfu Cr Shear fv @d = 33 Fv' = 95 fv/Fv' = 0.35 Bending(+) fb = 976 Fb' = 1035 fb/Fb' = 0.94 Live Defl'n 0.53 = L/471 0.70 = L/360 0.76 Deflection: LC# 2 = D+L EI= 284.76e06 lb-in2 Total Defl'n 0.79 = L/320 1.05 = L/240 0.75 M ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.15 2 Fv' = 95 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 E' = 1.6 million 1.00 1.00 - 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+L, M = 2573 lbs -ft Shear : LC# 2 = D+L, V = 378, V@d = 374 lbs Deflection: LC# 2 = D+L EI= 284.76e06 lb-in2 Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in -the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. M COMPANY PROJECT PROJECT R.C.E. Hanson Residence WoodWorks (530 Thorntree Drx (5 Chico CA 95973 ' (530)894-8833; fax (530)894-8882 : ' SOFfWARFFOR WOOD DISICN cj@r-c-e.com R.C.E. 20020.52 Nov. 7, 2002 16:28:04 I ' Fj3 i Design Check Calculation Sheet LOADS: ( Ibs, psf, or plf ) Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 j Load ; Type i Distribution Magnitude j Location [ft] Pattern 2 Fcp'= 625 1.00 1.00 End Start End iLoad? 2 1 i Dead i Partial Area I _Start 8 (12.0)1 3.51 17.51 No 2 l Live Partial Area.]. 40 (12.0)j 3.51 17.51 i No EI= 284.76e06 lb-in2 *Tributary Width (in) Total Deflection = 1.50(Defln dead) + Defln Live. MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : (All LC's are listed in 0' 21' Dead 98 98, Live 280; 280, Total 378; 378 Bearing: ( i �.. Length 1.0: 1.0 Lumber -soft, D.Fir-L, No.2, 2x12" Spaced at 12" c/c; Self Weight of 4.01 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBG -UBC #### WARNING: Member length exceeds typical stock length of 18.0 [ft] SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion (Analysis Value Design Value Analysis/Design j Shear fv @d = 33 Fv' = 95 fv/Fv' = 0.35 Bending(+) I fb = 976 Fb' = 1035 fb/Fb' = 0.94 Live Defl'n 0.53 = L/471 0.70 = L/360 0.76 Total Defl'n j 0.79 = L/320 1.05 = L/240 0.75 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.15 2 Fv' = 95 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 !Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+L, M = 2573 lbs -ft Shear : LC# 2 = D+L, V = 378, V@d = 374 lbs Deflection: LC# 2 = D+L EI= 284.76e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY Y I PROJECT R.C.E. I Hanson Residence 3060 Thorntree Dr.#10 Chico CA 95973 WoodWorkso (530)894-8833;fax(530) 894-8882 cj@r-c-e.com R.C.E. 20020.52 j LOADS: ( Ibs, psf, or plf ) Load Type Distribution 1 I Dead Full Area 2 Live i Full Area *Tributary width (in) Nov. 7, 2002 16:01:41 F]4 Design Check Calculation Sheet Magnitude I Location [ft] (Pattern Start End Start End Load? 5 (29.0)1._ No 10.. (24.0); .. .. i . Yes MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : I 981 155 i 253 �i 1.0i j Lumber -soft, D.Fir-L, No.2, 2x8" Spaced at 24" c1c; Self Weight of 2.58 plf automatically included in loads; r Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC i SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) 111 Criterion Analysis value Design value (Analysis/Design I Shear jfv @d = 32 Fv' = 95 fv/Fv' = 0.34 Bending(+) fb = 894 Fb' = 1292 fb/Fb' = 0.72 Live Defl'n 0.34 = L/545 0.52 = L/360 i 0.66 ` Total Defl'n 0.66 = L/280 10.77 = L/290 ; 0.85 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.20 1.000 1.00 1.15 2 Fv' 95 1.00 1.00 1.00 (CH = 1.000) 2 ; Fcp'= 625 1.00 1.00 2 E' = 1.6 million 1.00 1.00 :Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+L, M = 979 lbs -ft Shear LC# 2 = D+L, v = 253, V@d = 233 lbs Deflection: LC# 2 = D+L EI= 76.21e06 lb-in2 Total Deflection = 1.50(Defln_dead) + Defln-Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) j (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: i 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 0' Dead 981 Live 1 155 Total 2531 Bearing: i Length 1.0 I 981 155 i 253 �i 1.0i j Lumber -soft, D.Fir-L, No.2, 2x8" Spaced at 24" c1c; Self Weight of 2.58 plf automatically included in loads; r Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC i SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) 111 Criterion Analysis value Design value (Analysis/Design I Shear jfv @d = 32 Fv' = 95 fv/Fv' = 0.34 Bending(+) fb = 894 Fb' = 1292 fb/Fb' = 0.72 Live Defl'n 0.34 = L/545 0.52 = L/360 i 0.66 ` Total Defl'n 0.66 = L/280 10.77 = L/290 ; 0.85 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.20 1.000 1.00 1.15 2 Fv' 95 1.00 1.00 1.00 (CH = 1.000) 2 ; Fcp'= 625 1.00 1.00 2 E' = 1.6 million 1.00 1.00 :Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+L, M = 979 lbs -ft Shear LC# 2 = D+L, v = 253, V@d = 233 lbs Deflection: LC# 2 = D+L EI= 76.21e06 lb-in2 Total Deflection = 1.50(Defln_dead) + Defln-Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) j (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: i 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY Woodworks® R.C.E. 3060 Thorntree Dr.#10 Chico CA 95973 (530)894-8833; fax (530)894-8882 SOFMARF FOR WOOD DFSICN cj@r-c-e.com Feb. 24, 2004 16:17:48 Design Check Calculation Sheet LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pattern Live 213 19 Start End Start End Load? _ 1 Dead Partial Area 5 (1.33)1, 12.00 12.00 No 2 Live Full Area 40 (1.33)v 975 Yes 3 Dead Partial Area 13 (1.33) 0.00 12.00 No 4 Live Point 50 12.00 Yes *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 8' P) f315 - PROJECT Hanson Residence R.C.E. 20020.52 FJS.wwb 12' Dead 72 Value 215 Value Analysis/Design Live 213 19 555 95 fv/Fv' = 0.20 Uplift 7 147 Fb' = 990 fb/Fb' = 0.15 Total 285 229 770 975 fb/Fb' = 0.24 Live Defl'n 0.05 = L/929 0.27 = L/180 0.19 Bearing: 0.05 = L/899 0.53 = L/90 0.10 Length 1.0 1.0 0.0 Lumber n -ply, D.Fir-L, No.2, 2x10", 2-Plys Self Weight of 6.59 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 19 Fv' = 95 fv/Fv' = 0.20 Bending(+) fb = 147 Fb' = 990 fb/Fb' = 0.15 Bending(-) fb = 229 Fb' = 975 fb/Fb' = 0.24 Live Defl'n 0.05 = L/929 0.27 = L/180 0.19 Total Defl'n 0.05 = L/899 0.53 = L/90 0.10 (a cantilever span governs deflection) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.10 1.000 1.00 1.00 3 Fb'-= 900 1.00 1.00 1.00 0.985 1.10 1.000 1.00 1.00 4 Fv' = 95 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 4 Custom duration factor for Wind load = 1.33 Bending(+): LC# 3 = D+L (pattern: L_), M = 524 lbs -ft Bending(-): LC# 4 = D+L (pattern: L), M = 818 lbs -ft Shear : LC# 2 = D+L, V = 411, V@d = 352 lbs Deflection: LC# 4 = D+L (pattern: L) EI= 158.29e06 lb-in2/ply Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 213 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at Intervals not exceeding 4 times the depth and that each ply is equally top -loaded. Where beams are side -loaded, special fastening details may be required. 1 8,-6„ 232' 227. 459 1.0 Lumber -soft, D.Fir-L, No.2, 2x12" Spaced at 16" c/c; Self Weight of 4.01 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBG -UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion (Analysis Value Design Value Analysis/Design Shear Ifv @d = 32 Fv' = 95 fv/Fv' = 0.33 Bending(+) fb = 370 Fb' = 1035 Ifb/Fb' = 0.36 Live Defl'n 10.02 = <L/999 0.28 = L/360 I 0.08 i Total Defl'n 0.06 = <L/999 .0.28.= L/360 0.20 ADDITIONAL DATA: ,FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.15 2 Fv' = 95 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 .Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+L, M = 975 lbs -ft Shear : LC# 2 = D+L, V = 459, V@d = 358 lbs Deflection: LC# 2 = D+L EI= 284.76e06 lb-in2 Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 0' Dead 2321 COMPANY I PROJECT . R.C.E. Hanson Residence i 3060 Thorntree Dr.#10 Chico CA 95973 1.0: WoodWorks' (530) 894-8833; fax (530) 894-8882 SorrWARr FOR WOOD OESJG.9 cj@r-c-e.com R.C.E. 20020.52 Nov. 7, 2002 16:02:02 Fj6 Design Check Calculation Sheet LOADS: ( lbs, psf, or pif ) ;Load Type j Distribution I Magnitude Location [ft) (Pattern Start End I Start End (Load? .0 1 I Dead ( Full Area 38 (16) No I ! 2 Live Full Area 40 (16.0)1 Yes i *Tributary Width (in) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 1 8,-6„ 232' 227. 459 1.0 Lumber -soft, D.Fir-L, No.2, 2x12" Spaced at 16" c/c; Self Weight of 4.01 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBG -UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion (Analysis Value Design Value Analysis/Design Shear Ifv @d = 32 Fv' = 95 fv/Fv' = 0.33 Bending(+) fb = 370 Fb' = 1035 Ifb/Fb' = 0.36 Live Defl'n 10.02 = <L/999 0.28 = L/360 I 0.08 i Total Defl'n 0.06 = <L/999 .0.28.= L/360 0.20 ADDITIONAL DATA: ,FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.15 2 Fv' = 95 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 .Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+L, M = 975 lbs -ft Shear : LC# 2 = D+L, V = 459, V@d = 358 lbs Deflection: LC# 2 = D+L EI= 284.76e06 lb-in2 Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 0' Dead 2321 Live I 227; Total 1 4591 .Bearing: i Length 1.0: 1 8,-6„ 232' 227. 459 1.0 Lumber -soft, D.Fir-L, No.2, 2x12" Spaced at 16" c/c; Self Weight of 4.01 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBG -UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion (Analysis Value Design Value Analysis/Design Shear Ifv @d = 32 Fv' = 95 fv/Fv' = 0.33 Bending(+) fb = 370 Fb' = 1035 Ifb/Fb' = 0.36 Live Defl'n 10.02 = <L/999 0.28 = L/360 I 0.08 i Total Defl'n 0.06 = <L/999 .0.28.= L/360 0.20 ADDITIONAL DATA: ,FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.15 2 Fv' = 95 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 .Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+L, M = 975 lbs -ft Shear : LC# 2 = D+L, V = 459, V@d = 358 lbs Deflection: LC# 2 = D+L EI= 284.76e06 lb-in2 Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY R.C.E. WoodWorks® (53 0 T94-88 3; Dr.fax (53 Chico CA 95973 (530)894-8833; fax (530)894-8882 SOFTWARE FOR WOOD DESIGN cj@r-c-e.com Jan. 15, 2004 08:57:46 Design Check Calculation Sheet LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pattern Shear V @d = Bearing: Length Start End Start End Load? 1 Dead Triangular 126 0.00 3.42 11.67 No 2 Snow Triangular 360 0.00 3.42 11.67 Yes 3 Dead Partial Area 21 (6.00)r 0.00 3.42 No 4 Snow Partial Area 60 (6.00)r 0.00 3.42 Yes -Tr1Ducary wiaLn (rL) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0. PROJECT Hanson Residence R.C.E. 20020.52 RB1.wwb P� i3 I-1- 11'-8" Dead Live Total 646 1750 2396 Value 372 965 1337 Value Analysis/Design Shear V @d = Bearing: Length 1.8 4398 1.0 LVL n-ply,1.8E, 2800Fb,1-3/4x11-1/2", 1 -ply Self Weight of 5.8 pif automatically included in loads; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: ( lbs, lbs -ft, or In) Criterion Analysis Value Design Value Analysis/Design Shear V @d = 1925 Vr = 4398 V/Vr = 0.44 Bending(+) M = 5878 Mr = 10411 M/Mr = 0.56 Live Defl'n 0.26 = L/548 0.39 = L/360 0.66 Total Defl'n 0.40 = L/351 0.58 = L/240 0.68 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2800 1.15 1.00 1.00 1.000 1.01 1.000 1.00 1.00 2 Fv' = 285 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+S, M = 5878 lbs -ft Shear : LC# 2 = D+S, V = 2396, V@d = 1925 lbs Deflection: LC# 2 = D+S EI= 399.23e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. P1 rs 17 COMPANY PROJECT R.C.E. Hanson Residence WoodWorks® (53 0 T94-883 ; Dr.fax ( 3 Chico CA 95973 (530) 894-8833; fax (530) 894-8882 SOFTWARE FOR WOOD DESIGN cj@r-c-e.com R.C.E. 20020.52 Sep. 24, 2002 15:11:54 RB2.wwb Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft) Pattern Shear 4137 3152 Start End Start End Load? 1 Dead Triangular 225 0.00 0.00 13.83 No 2 Snow Triangular 525 0.00 0.00 13.83 Yes 3 Snow Triangular 285 0.00 0.00 13.83 Yes 9 Dead Triangular 112 0.00 0.00 13.83 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 1'-3" 13'-1 Dead Analysis 2168 Design 828 Live Shear 4137 3152 1483 Total V/Vr = 0.29 6304 M = 2311 Bearing: Length 0.0 2.4 Bending(-) 1.0 LVL n -ply, 1.8E, 2800Fb, 1-3/4x14", 2-Plys Slope: 32.5 deg;, Total length: 16'-4.8", Self Weight of 14.12 pif automatically Included in loads; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: ( lbs, lbs -ft, or In) Criterion Analysis Value Design Value Analysis/Design Shear V @d = 3152 Vr - 10707 V/Vr = 0.29 Bending(+) M = 11183 Mr = 30043 M/Mr = 0.37 Bending(-) M = 930 Mr 30043 M/Mr = 0.03 Live Defl'n 0.07 = L/270 0.10 = L/180 0.67 Total Defl'n 0.12 = L/152 0.15 = L/120 0.79 (a cantilever span governs deflection) ADDITIONAL DATA: ' FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2800 1.15 1.00 1.00 1.000 0.98 1.000 1.00 1.00 4 Fb'-= 2800 1.15 1.00 1.00 1.000 0.98 1.000 1.00 1.00 2 Fv' = 285 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 - E' - 1.8 million 1.00 1.00 4 Custom duration factor for Wind load = 1.33 Bending(+): LC# 4 - D+S (pattern: sS), M - 11183 lbs -ft Bending(-): LC# 2 = D+S, M = 930 lbs -ft Shear : LC# 2 - D+S, V - 4043, V@d = 3152 lbs Deflection: LC# 4 - D+S (pattern: SS) EI=1440.60e06 lb-int/ply Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I -impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X-L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 4. SLOPED BEAMS: level bearing is required for all sloped beams. COMPANY PROJECT R.C.E. Hanson Residence WoodWorks® 3060 Thorntree Dr.#10 Chico CA 95973 (530) 894-8833; fax (530) 894-8882 cj@r-c-e.com R.C.E. 20020.52 Jan. 15, 2004 08:58:36 RB3.wwb Design Check Calculation Sheet LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pattern Shear 576 Total Start End_ Start End Load? 1 Dead Triangular 126 0.00 0.00 10.17 No 2 Snow Triangular 350 0.00 0.00 10.17 Yes MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 10'-2" Dead 549 Value 281 Live 1203 Shear 576 Total 1752 4398 857 Bending(+) M = 3410 Mr = Bearing: Length 1.3 Live Defl'n 1.0 LVL n -ply, 1.8E, 2800Fb, 1-3/4x11-1/2", 1 -ply Slope: 32.5 deg;, Total length: 12'-0.7", Self Weight of 5.8 pif automatically included in loads; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (lbs, lbs -ft, or in) Criterion Analysis Value Design Value Analysis/Design Shear V @d = 1125 Vr = 4398 V/Vr = 0.26 Bending(+) M = 3410 Mr = 10411 M/Mr = 0.33 Live Defl'n 0.15 = L/976 0.90 =L/360 0.37 .Total Defl'n 0.25 = L/574 0.60 = L/290 0.42 [_I11011111Is] J1407_111 r_� FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2800 1.15 1.00 1.00 1.000 1.01 1.000 1.00 1.00 2 Fv' = 285 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+S, M = 3410 lbs -ft Shear : LC# 2 = D+S, V = 1457, V@d = 1125 lbs Deflection: LC# 2 = D+S EI= 399.23e06 lb -int Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 4. SLOPED BEAMS: level bearing is required for all sloped beams. COMPANY PROJECT R.C.E. Hanson Residence WoodW-o r ks® (53 0 T94-88 3; Dr.#10 Chico CA 95973 (530)894-8833; fax (530)894-8882 SOFTWARE FOR WOOD DESIGN cj@r-c-e.com R.C.E. 20020.52 Jan. 15, 2004 09:04:38 RB4.wwb Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Start End Location (ft] Start End Pattern Load? 1 Dead Point 934 11.00 No 2 Snow Point 2117 11.00 Yes 3 Dead Partial Area 21 (9.25)1, 0.00 5.00 No 4 Snow Partial Area 60 (9.25)v 0.00 5.00 No 5 Dead Partial Area 21 (9.25)v 17.00 22.25 No 6 Snow Partial Area 60 (9.25) 17.00 22.25 No 7 Dead Partial Area 21 (5.75) 5.00 17.00 No 8 Snow Partial Area 60 (5.75) 5.00 17.00 No 9 Dead Point 382 5.00 No 10 Snow Point 629 5.00 Yes 11 Dead Point 382 17.00 No 12 Snow Point 629 1 17.00 Yes -Trioutary wiarn tit) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' ?� (52o 22'-3" Dead 2902 Design Value 2893 Live 6607 8341 6597 Total 9509 Bending(+) 9490 Bearing: Mr = 76072 M/Mr = 0.74 Live Defl'n 0.66 = L/407 0.74 = Length 2.0 Total Defl'n 2.0 Versa -Lam, Douglas Fir, 2800 Fb, 5-1/4x18", 1 -ply Self Weight of 29.53 plf automatically included in loads; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: ( lbs, lbs -ft, or in) Criterion Analysis Value Design Value Analysis/Design Shear V @d = 8341 Vr = 20648 V/Vr = 0.40 Bending(+) M = 56518 Mr = 76072 M/Mr = 0.74 Live Defl'n 0.66 = L/407 0.74 = L/360 0.88 Total Defl'n 1.09 = L/243 1.11 = L/240 0.98 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2800 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 285 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'= 900 1.00 1.00 - E' = 2.0 million 1.00 1.00 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+S, M = 56518 lbs -ft Shear : LC# 2 = D+S, V = 9509, V@d = 8341 lbs Deflection: LC# 2 = D+S EI=5103.00eO6 lb-in2 Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, -=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection Is for preliminary design only. For final member design contact your local SCL manufacturer. 3. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. COMPANY PROJECT R.C.E. Hanson Residence WoodWorks3060 Thorntree Dr.#10 Chico CA 95973 (530) 894-8833; fax (530) 894-8882 SOFEWARE FOR WOOD DESIGN cj@r-c-e.com R.C.E. 20020.52 Jan. 28, 2004 11:21:14 RB5.wwb Design Check Calculation Sheet LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pattern Shear 2430 Total Start End Start End Load? 1 Dead Full Area 26 (6.00) Length No 2 Snow Full Area 60 (6.00) L/360 No -Trioutary W1atn trL! MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' P(� (321 13'-6" Dead 1069 Value 1069 Live 2430 Shear 2430 Total 3499 5353 3499 Bearing: M = 11811 Mr = Length 2.2 Live Defl'n 2.2 Versal-am, 2.OE, 280OFb, 1-314x14", 1 -ply Self Weight of 5.44 pif automatically included in loads; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: ( lbs, lbs -ft, or in Criterion Analysis Value Design Value Analysis/Design Shear V @d = 2895 Vr = 5353 V/Vr = 0.54 Bending(+) M = 11811 Mr = 15033 M/Mr = 0.79 Live Defl'n 0.34 = L/481 0.45 = L/360 0.75 Total Defl'n 0.56 = L/290 0.67 = L/240 0.83 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2800 1.15 1.00 1.00 1.000 0.98 1.000 1.00 1.00 2 Fv' = 285 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'= 900 1.00 1.00 - E' = 2.0 million 1.00 1.00 2 Custom duration factor for wind load = 1.33 Bending(+): LC# 2 = D+S, M = 11811 lbs -ft Shear : LC# 2 = D+S, V = 3499, V@d = 2895 lbs Deflection: LC# 2 = D+S EI= 800.33e06 lb -int Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. COMPANY PROJECT R.C.E. Hanson Residence WoodWorks3060 Thorntree Dr.#10 Chico CA 95973 mo (530) 894-8833; fax (530) 894-8882 SOFIWARF FOR WOOD DESIGN cj@r-c-O.com R.C.E. 20020.52 Nov. 7, 2002 16:03:00 RB6.wwb Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location (ft) Pattern Shear 8636 Total Start End Start End Load? 1 Dead Full Area 23 (11.75)lrNo Length 3.7 2 Snow Full Area 60 (11.75) L/360 No *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' Pg. S17, 24'-6" Dead 3718 Value 3718 Live 8636 Shear 8636 Total 12354 218 12354 Bearing: fb = 2100 Fb' = Length 3.7 Live Defl'n 3.7 Glulam-Simple, VG West.DF, 24F -V4,5 -1/8x22-1/2" Self Weight of 27.39 plf automatically Included 1n loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 136 Fv' = 218 fv/Fv' = 0.62 Bending(+) fb = 2100 Fb' = 2552 fb/Fb' = 0.82 Live Defl'n 0.65 = L/450 0.82 = L/360 0.80 Total Defl'n 1.07 = L/273 1.23 = L/240 0.88 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.15 1.00 1.00 1.000 1.00 0.925 1.00 1.00 2 Fv' = 190 1.15 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+S, M = 75670 lbs -ft Shear : LC# 2 = D+S, V =12354, V@d =10463 lbs Deflection: LC# 2 = D+S EI=8756.40e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. S. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY R.C.E. Wood Wo r ks® 3060 Thorntree Dr.#10 Chico CA 95973 (530) 894-8833; fax (530) 894-8882 SOFMARF FOR WOOD DESIGN cj@r-c-e.com Nov. 7, 2002 13:36:48 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Shear 3879 83 Start End Start End Load? 1 Dead Full Area 26 (5.50) 2760 No 2 Snow Full Area 60 (5.50) L/360 No ;Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' PROJECT Hanson Residence R.C.E. 20020.52 RB7.wwb 16' P� 623 Dead Live 1239 2640 Value 1239 2640 Total 3879 Shear 3879 83 Fv' = 218 fv/Fv' = 0.38 Bearing: Length 1.2 1514 1.2 Glulam-Simple, VG West.DF, 24F -V4,5 -1/8x12" Self Weight of 14.61 plf automatically Included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 83 Fv' = 218 fv/Fv' = 0.38 Bending(+) fb = 1514 Fb' = 2760 fb/Fb' = 0.55 Live Defl'n 0.37 = L/524 0.53 = L/360 0.69 Total Defl'n 0.62 = L/307 0.80 = L/240 0.78 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.15 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+S, M = 15515 lbs -ft Shear : LC# 2 = D+S, V = 3879, V@d = 3394 lbs Deflection: LC# 2 = D+S EI=1328.38e06 lb -int Total Deflection = 1.50(Defln_dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. S. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT AMR.C.E. Hanson Residence WoodWorks0 3060 Thomtree Dr.#10 Chico CA 95973 mo (530) 894-8833; fax (530) 894-8882 SOFIWARF FOR WOOD DFSMN cj@r-c-o.com R.C.E. 20020.52 Jan. 15, 2004 08:22:58 RB8.wwb Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern 99 3068 Total Start End Start End Load? 1 Dead Full Area 26 (5.00)v Bearing: Length No 2 Snow Full Area 60 (5.00)1, Total Defl'n No 3 Dead Point 798 7.25 No 4 Snow Point 1785 7.25 No -TriDutary wiatn trL) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' PI v y 14'-6" Dead 1429 Value 1429 Live 3068 99 3068 Total 4497 Bending(+) 9997 2047Fb' = 2760 fb/Fb' = 0.74 Bearing: Length 1:3 L/467 1.3 Glulam-Simple, VG West.DF, 24F -V4, 5-1/8x12" Self Weight of 14.61 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion Analysis ValueDesign Value Analysis/Design Shear fv @d = 99 Fv' = 218 fv/Fv' = 0.45 Bending(+) fb = 2047Fb' = 2760 fb/Fb' = 0.74 Live Defl'n 0.37 = L/467 0.48 = L/360 0.77 Total Defl'n 0.63 = L/275 0.73 = L/240 0.87 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.15 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+S, M = 20983 lbs -ft Shear' : LC# 2 = D+S, V = 4497, V@d = 4055 lbs Deflection: LC# 2 = D+S EI=1328.38e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. S. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT R.C.E. Hanson Residence WoodWorks® 3060 Thorntree Dr.#10 Chico CA 95973 (530)894-8833;fax(530) 894-8882 cj@r-c-e.com R.C.E. 20020.52 Oct. 15, 2002 14:43:58 RB9.wwb Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Shear 662 Live Start End Start End Load? 1 Dead Full Area 26 (9.50) Total No 2 Snow Full Area 60 (9.50) 1552 No *Tributary wiatn lit) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 6'-6" 13'-9.6" P�F'7s Dead 387 Value 787 Value 1653 Shear 662 Live 773 98 1571 Bending(+) 3300 353 1322 Total 1161 Bending(-) 2357 389 4953 1552 1989 Live Defl'n 0.05 = <L/999 0.90 = L/360 0.12 Total Defl'n 0.08 = Bearing: - L/240 0.14 1.00 1.00 Length 1.0 E' = 1.6 1.0 1.00 1.1 1.0 Timber -soft, D.Fir-L, No. 1, 8x12" Self Weight of 20.49 pif automatically Included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 43 Fv' = 98 fv/Fv' = 0.99 Bending(+) fb = 353 Fb' = 1552 fb/Fb' = 0.23 Bending(-) fb = 389 Fb' = 1552 fb/Fb' = 0.25 Live Defl'n 0.05 = <L/999 0.90 = L/360 0.12 Total Defl'n 0.08 = <L/999 0.60 = L/240 0.14 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fb'-= 1350 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+S, M = 4859 lbs -ft Bending(-): LC# 2 = D+S, M = '5364 lbs -ft Shear : LC# 2 = D+S, V = 2878, V@d = 2490 lbs Deflection: LC# 2 = D+S EI=1520.85e06 lb -int Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 213 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. P� Q 2ro COMPANY PROJECT R.C.E. Hanson Residence WoodWorks' (53 0 T94-88 3; Dr.fax ( 3 Chico CA 95973 (530)894-8833; fax (530)894-8882 SOFTWARE FOR WOOD OESICN cj@r-c-o.com R.C.E. 20020.52 Jan. 15, 2004 08:21:26 RB10.wwb Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Shear 1785 Total Start End Start End Load? 1 Dead Full Area 26 (7.00) Bearing: No 2 Snow Full Area 60 (7.00) L/360 No -TriDutary wiatn tit) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 8.-6" Dead 798 Value 798 Live 1785 Shear 1785 Total 2583 109 2583 Bending(+) fb = 892 Fb' = Bearing: fb/Fb' = 0.81 Live Defl'n 0.07 = Length 1.2 L/360 1.2 Ubeams, D.Fir-L, No. 2, 4x12" Self Weight of 9.35 plf automatically Included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 77 Fv' = 109 fv/Fv' = 0.70 Bending(+) fb = 892 Fb' = 1107 fb/Fb' = 0.81 Live Defl'n 0.07 = <L/999 0.28 = L/360 0.26 Total Defl'n 0.12 = L/822 0.43 = L/240 0.29 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 875 1.15 1.00 1.00 1.000 1.10 1.000 1.00 1.00 2 Fv' = 95 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E. = 1.6 million 1.00 1.00 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+S, M = 5490 lbs -ft Shear : LC# 2 = D+S, V = 2583, V@d = 2014 lbs Deflection: LC# 2 = D+S EI= 664.45e06 lb -int Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT R.C.E. Hanson Residence Woodworks® Thorntree 3;Dx(63ChicoCA95973 (530)894-8833; fax (530)894-8882 SOFTWARE FOR WOOD DESIGN cj@r-c-e.com R.C.E. 20020.52 Feb. 24, 2004 16:29:06 RJ1.wwb Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Shear 470 Total Start End Start End Load? 1 Dead Full Area 17 (16.0)w Bearing: Length No 2 Snow Full Area 60 (16.0) L/360 Yes *Tributary Width (in) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' pi 11'-9" Dead 199 Value 199 Live 470 Shear 470 Total 669 109 669 Bending(+) fb = 1103 Fb' = Bearing: Length 1.0 Live Defl'n 1.0 Lumber -soft, D.Fir-L, No.2, 2x10" Spaced at 16" c/c; Slope: 40.0 deg;, Total length: 15'-4.1", Self Weight of 3.3 plf automatically Included In loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 50 Fv' = 109 fv/Fv' = 0.46 Bending(+) fb = 1103 Fb' = 1309 fb/Fb' = 0.84 Live Defl'n 0.37 = L/498 0.51 = L/360 0.72 Total Defl'n 0.60 = L/304 0.77 = L/240 0.79 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.15 1.00 1.00 1.000 1.10 1.000 1.00 1.15 2 Fv' = 95 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+S, M = 1966 lbs -ft Shear : LC# 2 = D+S, V = 513, V@d = 460 lbs Deflection: LC# 2 = D+S EI= 158.29e06 lb-in2 Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. SLOPED BEAMS: level bearing is required for all sloped beams. Py. 13 2g COMPANY PROJECT R.C.E. Hanson Residence WoodWorks® (53 0 T94-883 ; Dr.fax (53 Chico CA 95973 (530)894-8833; fax (530)894-8882 SOFFWARR FOR WOOD DRS/CN cj@r-c-e.com R.C.E. 20020.52 Sep. 24, 2002 13:36:28 RJ2.wwb Design Check Calculation Sheet LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pattern Shear 330 Total Start End Start End Load? 1 Dead Full Area 17 (16.0)1, Bearing: No 2 Snow Full Area 60 (16.0) L/360 Yes *Tributary Width (in) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 8'-3" Dead 136 Value 136 Live 330 Shear 330 Total 466 109 966 Bending(+) fb = 878 Fb' = Bearing: fb/Fb' = 0.61 Live Defl'n 0.19 = Length 1.0 L/360 1.0 Lumber -soft, D.Fir-L, No.2, 2x8" Spaced at 16" c/c; Slope: 40.0 deg;, Total length: 10'-9.2", Self Weight of 2.58 pif automatically included in loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 44 Fv' = 109 fv/Fv' = 0.40 Bending(+) fb = 878 Fb' = 1428 fb/Fb' = 0.61 Live Defl'n 0.19 = L/693 0.36 = L/360 0.52 Total Defl'n 0.30 = L/428 0.54 = L/240 0.56 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.15 1.00 1.00 1.000 1.20 1.000 1.00 1.15 2 Fv' = 95 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+S, M = 961 lbs -ft Shear : LC# 2 = D+S, V = 357, V@d = 317 lbs Deflection: LC# 2 = D+S EI= 76.21e06 lb -int Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, -=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. SLOPED BEAMS: level bearing is required for all sloped beams. COMPANY PROJECT R.C.E. Hanson Residence WoodWorks® 3060 Thorntree Dr.#10 Chico CA 95973 (530)894-8833;fax (530) 894-8882 SOFTWARE FOR WOOD DES/GN cj@r-c-e.com R.C.E. 20020.52 Feb. 24, 2004 16:31:36 RJ3.wwb Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Shear 420 Total Start End Start End Load? 1 Dead Full Area 17 (16.0) Bearing: No 2 Snow Full Area 60 (16.0) L/360 Yes -Trioutary wzatn lin) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 10'-6" Dead 178 Value 178 Live 420 Shear 420 Total 598 109 598 Bending(+) fb = 881 Fb' = Bearing: fb/Fb' = 0.67 Live Defl'n 0.24 = Length 1.0 L/360 1.0 Lumber -soft, D.Fir-L, No.2, 2x10" Spaced at 16" c/c; Slope: 40.0 deg;, Total length: 13'-8.5", Self Weight of 3.3 pif automatically Included in loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where perm[tted(refer to online help); Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design ValueAnalysis/Design CM Shear fv @d = 44 Fv' = 109 fv/Fv' = 0.40 Bending(+) fb = 881 Fb' = 1309 fb/Fb' = 0.67 Live Defl'n 0.24 = L/698 0.46 = L/360 0.52 Total Defl'n 0.39 = L/426 0.69 = L/240 0.56 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.15 1.00 1.00 1.000 1.10 1.000 1.00 1.15 2 Fv' = 95 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+S, M = 1570 lbs -ft Shear : LC# 2 = D+S, V = 458, V@d = 406 lbs Deflection: LC# 2 = D+S EI= 158.29e06 lb -int Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. SLOPED BEAMS: level bearing Is required for all sloped beams. 4 530 COMPANY PROJECT R.C.E. Hanson Residence WoodWorks® (63 0 T94-883 ; Dr.fax ( 3 Chico CA 95973 (530) 8948833; fax (530) 894-8882 SOFTWARE TOR WOOD DESIGN ci@r-c-e.com R.C.E. 20020.52 Oct. 24, 2002 08:56:58 RJ4.wwb Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location Ift) Pattern Shear 768 52 Start End Start End Load? 1 Dead Full Area 17(24.0) 1190 No 2 Snow Full Area 60 (24.0) - 1.2 Yes Tributary Width (in) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 15'-2.4" 0. Dead Analysis 344 Desi n 288 Live Shear 768 52 644 Total fv/Fv' = 0.47 1112 fb = 931 Fb' = 1190 fb/Fb' = 0.79 Bending(-) fb = Bearing: Length 0.0 - 1.2 fb/Fb' = 0.03 1.0 Lumber -soft, D.Fir-L, No.2, 2x12" Spaced at 24" cic; Slope: 45.0 deg;, Total length: 16'-7.4", Self Weight of 4.01 plf automatically Included In loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In Criterion Analysis Value Desi n Value Anal sis/Desi n Shear fv @d = 52 Fv' = 109 fv/Fv' = 0.47 Bending(+) fb = 941 Fb' = 1190 fb/Fb' = 0.79 Bending(-) fb = 33 Fb' = 1169 fb/Fb' = 0.03 Live Defl'n 0.07 L/229 0.09 - L/180 0.78 Total Defl'n 0.12 = L/138 0.14 = L/120 0.87 (a cantilever span governs deflection) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LCH Fb'+= 900 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.15 4 Fb'-= 900 1.15 1.00 1.00 0.982 1.00 1.000 1.00 1.15 2 Fv' = 95 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 4 Custom duration factor for Wind load = 1.33 Bending(+): LCH 4 - D+S (pattern: sS), M = 2482 lbs -ft Bending(-): LCH 2 - D+S, M = 87 lbs -ft Shear : LCH 2 = D+S, V - 666, V@d - 584 lbs Deflection: LCH 4 - D+S (pattern: sS) EI= 284.76e06 lb -int Total Deflection - 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s -S/2, X-L+S or L+C, _-no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 213 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. SLOPED BEAMS: level bearing is required for all sloped beams. ?q 31 COMPANY PROJECT R.C.E. Hanson Residence WoodWork s® (53 0 T94-88 3; Dr.fax (53 Chico CA 95973 (530) 894-8833; fax (530) 894-8682 SOFTWARE FOR WOOD DESIGN cj@r-c-e.com R.C.E. 20020.52 Sep. 24, 2002 14:37:06 RJ5.wwb Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location (ft] Pattern Shear 663 53 Start End Start _ End Load? 1 Dead Full Area 17 (24.0) - No 2 Snow Full Area 60 (24.0] 1.0 Yes 'Tributary Width (in) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 12'-8.7" V-5. 0• 1• 10' Dead Analysis 292 Design 236 Live Shear 663 53 538 Total fv/Fv' 0.48 955 fb - 774 Bearing: - fb/Fb' 0.74 Bending(-) fb = Length 0.0 1.0 fb/Fb' = 0.04 1.0 Lumber -soft, D.Fir-L, No.2, 2x10" Spaced at 24" Gc; Slope: 45.0 deg;, Total length: 14'-1.7", Self Weight of 3.3 plf automatically Included In loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion Analysis Value Design Value_ _Analysis/Design Shear fv @@d = 53 Fv' 109 fv/Fv' 0.48 Bending(+) fb - 965 Fb' - 1309 fb/Fb' 0.74 Bending(-) fb = 48 Fb' = 1289 fb/Fb' = 0.04 Live Defl'n 0.08 = L/219 0.09 = L/180 0.82 Total Defl'n 0.13 = L/133 0.14 = L/120 0.90 (a cantilever span governs deflection) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.15 1.00 1.00 1.000 1.10 1.000 1.00 1.15 4 Fb'-= 900 1.15 1.00 1.00 0.984 1.10 1.000 1:00 1.15 2 Fv' = 95 1.15 1.00 1.00 (CH - 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 4 Custom duration factor for Wind load - 1.33 Bending(+): LC# 4 - D+S (pattern: sS), M = 1721 lbs -ft Bending(-): LC# 2 - D+S, M - 86 lbs -ft Shear : LC# 2 - D+S, V - 556, V@d - 489 lbs Deflection: LC# 4 = D+S (pattern: sS) EI= 158.29e06 lb-in2 Total Deflection - 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I -impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _-no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. SLOPED BEAMS: level bearing is required for all sloped beams. COMPANY PROJECT 11 R.C.E. I Hanson Residence WoodWorks (3060 Thorntree Dr.#10 Chico CA 959731 i (530)694-1133;fax'530) 894-8882 SOF/WARE FOR W000 DESIGN ( qj@r-c-e.com ( R.C.E. 20020.52 Nov. 7, 2002 16:05:13 Rj6 i Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) I;Load i Type I Distribution I Magnitude Location tftl Pattern Start End Start End Load? 1 ! Dead Full Area 12 (24.0) No 2 I Snow I Full Area i 60 (29.0)i Yes *Tributary Width (in) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : I 13'_8.5' 11'_3.7 2301 753 983 1.0 Lumber -soft, D.Fir-L, No.2, 2x12" 6281 819, Spaced at 24" c/c; Slope: 40.0 deg;, Total length: 15-0.1", Self Weight of 4.01 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion' Analysis Value Design Value iAnalysis /De sign Shear fv @d = 49 Fv' 109 fv/Fv' = 0.45 Bending(+) I fb = 809 Fb' = 1190 fb/Fb' = 0.68 Bending(-) i fb = 30 Fb' = 1171 fb/Fb' = 0.03 Live Defl'n 0.06 = L/266 0.09 = L/180 0.67 Total Defl'n 0.08 = L/184 0.13 = L/120 I 0.65 I (a cantilever span governs deflection) ADDITIONAL DATA: FACTORS: F 0' 1' ! Dead CL Live 1 i Total Fb'+= 900 Bearing: Length i 0.01j 1.000 1.00 1.000 2301 753 983 1.0 Lumber -soft, D.Fir-L, No.2, 2x12" 6281 819, Spaced at 24" c/c; Slope: 40.0 deg;, Total length: 15-0.1", Self Weight of 4.01 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion' Analysis Value Design Value iAnalysis /De sign Shear fv @d = 49 Fv' 109 fv/Fv' = 0.45 Bending(+) I fb = 809 Fb' = 1190 fb/Fb' = 0.68 Bending(-) i fb = 30 Fb' = 1171 fb/Fb' = 0.03 Live Defl'n 0.06 = L/266 0.09 = L/180 0.67 Total Defl'n 0.08 = L/184 0.13 = L/120 I 0.65 I (a cantilever span governs deflection) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.15 4 Fb'-= 900 1.15 1.00 1.00 0.984 1.00 1.000 1.00 1.15 2 Fv' = 95 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 4 Custom duration factor for wind load = 1.33 i Bending(+): LC# 4 = D+S (pattern: sS), M = 2134 lbs -ft Bending(-): LC# 2 = D+S, M = 78 lbs -ft Shear LC# 2 = D+S, V = 635, V@d = 548 lbs Deflection: LC# 4 = D+S (pattern: sS) EI= 284.76e06 lb-in2 ! Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) I _ 1 DESIGN NOTES: i 1 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams 1 and to the full length of cantilevers and other spans. I 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ! 4. SLOPED BEAMS: level bearing is required for all sloped beams. MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : I I Dead Live Total Bearing: Length 0' 108 .. 913; 5211 1.0; p�13.33 15'-6" 108 9131 521, I 1.0: Lumber -soft, D.Fir-L, No.2, 2x10" ; 1 Spaced at 16" Gc; Self Weight of 3.3 plf automatically included in loads; j Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC ! SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion !Analysis Value Design value IAnalysiS/Design I Shear 1fv @d = 51 Fv' = 95 fv/Fv' = 0.53 Bending(+) I fb = 1133 Fb' = 1138I fb/Fb' = 0.99 Live Defl'n i 0.99 = L/925 0.52 = L/360 0.85 1 Total Defl'n ; 0.61 = L/305 ! 0.77 = L/290 ! 0.79 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.10 1.000 1.00 1.15 2 i Fv' = 95 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 i !Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+L, M = 2019 lbs -ft 1 Shear LC# 2 = D+L, V = 521, V@d = 969 lbs I` 1 Deflection: LC# 2 = D+L EI= 158.29e06 lb-in2 I Total Deflection = 1.50(Defln_dead) + Defln_Live. ! (D=dead L=live S=snow W=wind I=impact C=construction) I (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) ! DESIGN NOTES: i 1. Please verify that the default deflection limits are appropriate for your application. j 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ! COMPANY PROJECT R.C.E. Hanson Residence ® WoodWorks 0 Thorntree Drx Chico CA 95973 I - (530)894-8833; fax (530)894-8882 (53 (5 SOFEWARE FOR WOOD OEslCN I cj@r-c-e.com R.C.E. 20020.52 Nov. 7, 2002 16:05.27 Rj7 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type ; Distribution MagnitudeLocation (ft] !Pattern i Start End I Start End 1 ° Dead Full Area ! 8 (16.0) "Load? No 2 ! Live 1 Full Area ! 90 (16.0) Yes :Tributary Width (in) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : I I Dead Live Total Bearing: Length 0' 108 .. 913; 5211 1.0; p�13.33 15'-6" 108 9131 521, I 1.0: Lumber -soft, D.Fir-L, No.2, 2x10" ; 1 Spaced at 16" Gc; Self Weight of 3.3 plf automatically included in loads; j Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC ! SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion !Analysis Value Design value IAnalysiS/Design I Shear 1fv @d = 51 Fv' = 95 fv/Fv' = 0.53 Bending(+) I fb = 1133 Fb' = 1138I fb/Fb' = 0.99 Live Defl'n i 0.99 = L/925 0.52 = L/360 0.85 1 Total Defl'n ; 0.61 = L/305 ! 0.77 = L/290 ! 0.79 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.10 1.000 1.00 1.15 2 i Fv' = 95 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 i !Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+L, M = 2019 lbs -ft 1 Shear LC# 2 = D+L, V = 521, V@d = 969 lbs I` 1 Deflection: LC# 2 = D+L EI= 158.29e06 lb-in2 I Total Deflection = 1.50(Defln_dead) + Defln_Live. ! (D=dead L=live S=snow W=wind I=impact C=construction) I (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) ! DESIGN NOTES: i 1. Please verify that the default deflection limits are appropriate for your application. j 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ! N COMPANY PROJECT R.C.E. Hanson Residence woodWorks3060 Thorntree Dr.#10 Chico CA 95973 (530) 894-8833; fax (530) 894-8882 SOFTWARE FOR WOOD DESIGN cj@r-c-e.com R.C.E. 20020.52 Oct. 23, 2002 15:37:03 Rj8 Design Check Calculation Sheet LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Location (ft) Pattern Total 184 184 Start End Start End Load? 1 Dead Full Area 6 (24.0) 1242 No 2 Live Full Area 5 (24.0) L/360 Yes "'Tributary wiaLn (in) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 15' Dead 109 v 109 Live 75 75 Total 184 184 Bearing: 95 fv/Fv' = 0.25 Length 1.0 1.0 Lumber -soft, D.Fir-L, No.2, 2x8" Spaced at 24" c/c; Self Weight of 2.58 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 23 Fv' = 95 fv/Fv' = 0.25 Bending(+) fb = 631 Fb' = 1242 fb/Fb' = 0.51 Live Defl'n 0.15 = <L/999 0.50 = L/360 0.30 Total Defl'n 0.48 = L/377 0.75 = L/240 0.64 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.20 1.000 1.00 1.15 2 Fv' = 95 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+L, M = 691 lbs -ft Shear : LC# 2 = D+L, V = 184, V@d = 170 lbs Deflection: LC# 2 = D+L EI= 76.2le06 lb -int Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY Woodorks'WC RCE 3060 Thorntree Drive Ste. #10 hico, CA 95973 roe WOOD DESICN (530) 894 8833 Feb 25, 2004 14*50-49 Design Check Calculation Sheet Sizer 2004 LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pattern Shear 2 3332 Length Start End Start End Load? Loadl Dead Partial Area 21.00 (4.50)* 0.00 4.50 No Load2 Snow Partial Area 60.00 (4.50)* 0.00 4.50 Yes Loads Dead Point 549 4.50 No Load6 Snow Point 1203 4.50 Yes *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : PROJECT Hanson Residence R.C.E. 20020.52 RJ1.1 % a 3s 0' 11'-9" Dead Live Total 906 1777 2683 Value 387 641 1028 Bearing: LC number F'theta 2 1103 Shear 2 3332 Length 1 1.0 1 1.0 PSL, 2.OE, 2900Fb, 3-1/2x11-1/4" Pitch: 10.1/12; Total length: 15'-4.1"; Self Weight of 12.3 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -2001: ( lbs, lbs -ft, or in) Criterion Analysis Value Design Value Analysis/Design Shear fv = 67 Fv' = 328 fv/Fv' = 0.20 Bending(+) fb = 1211 Fb' = 3358 fb/Fb' = 0.36 Live Defl'n 0.24 = L/767 0.51 = L/360 0.47 Total Defl'n 0.43 = L/432 0.77 = L/240 0.55 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 4. SLOPED BEAMS: level bearing is required for all sloped beams. ?5 WG 1 1997 NDS Bolt Yield Limit Analysis For Single Shear Wood -to -Concrete Connections Connection ID: Ledger Loadings Dead = 54 lbs. Bolt Diameter = 0.625 Inches Floor = 0 lbs. Fyb = 45 ksi (for A307 bolt) Snow = 405 lbs. is = 1.50 inches (sill member) Const. = 0 lbs. width, s = 5.50 inches (sill member) Seismic = 0 lbs. Os = 90 degrees Wind = 0 lbs. Es = 1,600 ksi (sill member) Fes (parallel) = 5,600 psi (parallel) Fes (perpendicular) = 2,824 psi (sill member) SGs = 0.50 DF -L Side Member Specific Gravity, EWP, DF -L, HF, SP or SPF Fese = 2,824 psi (sill member) Re = 1.0000 Rt = 2.0000 Ke = 1.2500 kl = 0.6794 k2 = 1.3202 U = 2.0875 CM = 1.00 Wet Service Factor C, = 1.00 Temperature Factor C,= 1.00 Geometry Factor Cg = 1.00 Group Action Factor Rea = 0.25 Member Stiffness Ratio m = 0.91234 u = 1.00421 n= 1 number of fasteners in a row S = 1 inches, Bolt Spacing (In a row) nrow = 1 total number of rows ncocai = 1 total number of fasteners N.D.S. 8.2.3 Eq.'s Eq 8.2-1 Z = 1,059 Ib. Mode 1, Eq 8.2-2 Z = 530 Ib. Mode IS Eq 8.2-3 Z = 400 Ib. Mode II Eq 8.2-4 Z = 583 Ib. Mode III Eq 8.2-5 Z = 461 Ib. Mode Ills Eq 8.2-6 Z = 636 Ib. Mode IV Z' = Z(CD*CM*Ct*Cg*Co) Connection Capacity, lbs. Dead Condition Z' = 360 CD = 0.90 360 Dead Loads OK!! Floor Condition Z' = 400 CD = 1.00 400 Floor Loads OK!! Snow Condition Z' = 460 CD = 1.15 460 Snow Loads OK!! Const. Condition Z' = 500 CD = 1.25 500 Const. Loads OK!! Seis Condition Z' = 532 CD = 1.33 532 Seismic Loads OK!! Wind Condition Z' = 640 CD = 1.60 640 Wind Loads OK!! Foot2000 v2.0.2,8, Copyright © 1999-2001 Spyder Software 10/23/02 3:52:30 PM P Company Info I Project Info R. C. E. (Project: Hanson Residence 3060 Thorntree Dr.; Suite 10 (Location: Chico, CA, 95973 1 Cohasset, CA Phone: (530) 894-8833 (Client: Fax: (530) 894-8882 (Job No.: R.C.E. 2002.052 E-mail: cj@r-c-e.com (Footing Id: F1 FBl FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f,c........................ 2.00 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 40.0 ksi Column Size ........................................................ 6.00 in. by 6.00 in. Allowable Soil Bearing Strength .................................... 1.500 ksf Wind Load Soil Bearing Strength, (1.33 increase) ................... 1.995 ksf Seismic Load Soil Bearing Strength, (1.33 increase) ................ 1.995 ksf FootingWidth ...................................................... 1.50 ft. Footing Length ..................................................... 1.50 ft. FootingDepth ...................................................... 12.00 in. Punching Shear Stress .............................................. 1.94 psi Beam Shear Stress .................................................. n/a psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .00 int Transverse Bottom Reinforcement Required for Strength .............. .00 'int Gravity Only Soil Bearing .......................................... .727 ksf Wind Load Soil Bearing ............................................. .727 ksf Seismic Load Soil Bearing .......................................... .727 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.OEQ 0.9DL + 1.0EQ UNFACTORED LOADS: Load Case FY, (kips) MX (ft -kips) MZ, (ft -kips) . Dead Load 0.40 0.00 0.00 Live Load 1.10 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 PS F2 Foot2000 v2.0.28, Copyright © 1999-2001 Spyder Software 10/23/02 3:53:42 PM Company Info I Project Info R. C. E. (Project: Hanson Residence 3060 Thorntree Dr.; Suite 10 (Location: Chico, CA, 95973 1 Cohasset, CA Phone: (530) 894-8833 (Client: Fax: (530) 894-8882 (Job No.: R.C.E. 2002.052 E-mail: cj@r-c-e.com (Footing Id: F2 FB2 & FB3 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 2.00 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 40.0 ksi ColumnSize ........................................................ 6.00 in. by 6.00 in. Allowable Soil Bearing Strength............1.500 ksf Wind Load Soil Bearing Strength, (1.33 increase) ................... 1.995 ksf Seismic Load Soil Bearing Strength, (1.33 increase) ................ 1.995 ksf Footing Width ...................................................... 2.50 ft. FootingLength ..................................................... 2.50 ft. Footing Depth ................................. *..................... 18.00 in. Punching Shear Stress .............................................. 5.27 psi Beam Shear Stress .................................................. n/a psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .00 int Transverse Bottom Reinforcement Required for Strength .............. .00 inn2- Gravity Only Soil Bearing .......................................... 1.178 ks•£ Wind Load Soil Bearing ............................................. 1.178 ksf Seismic Load Soil Bearing .......................................... 1.178 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1A DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.0EQ 0.9DL + 1.0EQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 2.60 0.00 0.00 Live Load 4.20 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 �9 F3 Foot2000 v2.0.28, Copyright © 1999-2001 Spyder Software 10/23/02 3:53:47 PM Company Info I Project Info R. C. E. (Project: Hanson Residence 3060 Thorntree Dr.; Suite 10 (Location: Chico, CA, 95973 1 Cohasset, CA Phone: (530) 894-8833 (Client: Fax: (530) 894-8882 (Job No.: R.C.E. 2002.052 E-mail: cj@r-c-e.com (Footing Id: F3 FB7 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 2.00 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy......................................... 40.0 ksi Column Size ........................................................ 6.00 in. by 6.00 in. Allowable Soil Bearing Strength .................................... 1.500 ksf Wind Load Soil Bearing Strength, (1.33 increase) ................... 1.995 ksf Seismic Load Soil Bearing Strength, (1.33 increase) ................ 1.995 ksf Footing Width ...................................................... 2.50 ft. Footing Length ..................................................... 2.50 ft. Footing Depth ...................................................... 18.00 in. Punching Shear Stress .............................................. 4.75 psi Beam Shear Stress .................................................. n/a psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .00 int Transverse Bottom Reinforcement Required for Strength .............. .00 in' Gravity Only Soil Bearing .......................................... 1.050 ksf Wind Load Soil Bearing ............................................. 1.050 ksf Seismic Load Soil Bearing .......................................... 1.050 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1A DL 1A DL + 1.7LL 1A DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.OEQ 0.9DL + 1.0EQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 2.00 0.00 0.00 Live Load 4.00 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 pg Fy Foot2000 v2.0.28, Copyright © 1999-2001 Spyder Software 10/23/02 3:53:53 PM Company Info I Project Info R. C. E. (Project: Hanson Residence 3060 Thorntree Dr.; Suite 10 (Location: Chico, CA, 95973 1 Cohasset, CA Phone: (530) 894-,8833 (Client: Fax: (530) 894-8882 (Job No.: R.C.E. 2002.052 E-mail: cj@r-c-e.com (Footing Id: F4 RB4 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f,c........................ 2.00 ksi ConcreteType ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 40.0 ksi Column Size ........................................................ 6.00 in. by 6.00 in. Allowable Soil Bearing Strength .................................... 1.500 ksf Wind Load Soil Bearing Strength, (1.33 increase) ................... 1.995 ksf Seismic Load Soil Bearing Strength, (1.33 increase) ................ 1.995 ksf Footing Width ...................................................... 2.00 ft. FootingLength ..................................................... 2.00 ft. Footing Depth ....................................................... 18.00 in. Punching Shear Stress .............................................. 2.16 psi BeamShear Stress .................................................. n/a psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .00 in' Transverse Bottom Reinforcement Required for Strength .............. .00 in' Gravity Only Soil Bearing .......................................... 1.440 ksf Wind Load Soil Bearing ............................................. 1.440 ksf Seismic Load Soil Bearing .......................................... 1.440 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1ADL 1ADL + 1.7LL 1ADL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.OEQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 1.90 0.00 0.00 Live Load 3.50 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 p9 F,- Foot2000 v2.0.28, Copyright © 1999-2001 Spyder Software 10/23/02 3:53:58 PM Company Info I Project Info R. C. E. (Project: Hanson Residence 3060 Thorntree Dr.; Suite 10 ILocation: Chico, CA, 95973 1 Cohasset, CA Phone: (530) 894-8833 (Client: Fax: (530) 894-8882 (Job No.: R.C.E. 2002.052 E-mail: cj@r-c-e.com (Footing Id: F5 FB6 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f,c........................ 2.00 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 40.0 ksi Column Size ........................................................ 6.00 in. by 6.00 in. Allowable Soil Bearing Strength.............1.500 ksf Wind Load Soil Bearing Strength, (1.33 increase) ................... 1.995.ksf Seismic Load Soil Bearing Strength, (1.33 increase) ................ 1.995 ksf Footing Width ...................................................... 3.00 ft. FootingLength ..................................................... 3.00 ft. Footing Depth ...................................................... 18.00 in. Punching Shear Stress .............................................. 10.41 psi Beam Shear Stress .................................................. .45 psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .10 int. (1-#4) Transverse Bottom Reinforcement Required for Strength .............. .10 int (1-#4) Gravity Only Soil Bearing .......................................... 1.279 ksf Wind Load Soil Bearing ............................................. 1.279 ksf Seismic Load Soil Bearing .......................................... 1.279 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.OEQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 3.90 0.00 0.00 Live Load 6.80 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 ?5 F & Foot2000 v2.0.28, Copyright © 1999-2001 Spyder Software 10/23/02 3:54:02 PM Company Info I Project Info R. C. E. ]Project: Hanson Residence 3060 Thorntree Dr.; Suite 10 (Location: Chico, CA, 95973 1 Cohasset, CA Phone: (530) 894-8833 (Client: Fax: (530) 894-8882 ]Job No.: R.C.E. 2002.052 E-mail: cj@r-c-e.com IFooting Id: F6 RB8 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 2.00 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 40.0 ksi Column Size ........................................................ 6.00 in. by 6.00 in. Allowable Soil Bearing Strength .................................... 1.500 ksf Wind Load Soil Bearing Strength, (1.33 increase) ................... 1.995 ksf Seismic Load Soil Bearing Strength, (1.33 increase) ................ 1.995 ksf Footing Width ...................................................... 2.00 ft. FootingLength ..................................................... 2.00 ft. FootingDepth ...................................................... 12.00 in. Punching Shear Stress .............................................. 8.29 psi Beam Shear Stress .................................................. .62 psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .00 in' Transverse Bottom Reinforcement Required for Strength .............. .00 in' Gravity Only Soil Bearing .......................................... 1.003 ksf Wind Load Soil Bearing ............................................. 1.003 ksf Seismic Load Soil Bearing .......................................... 1.003 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1A DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.OEQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 1.21 0.00 0.00 Live Load 2.56 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 IP3 F 7 Foot2000 v2.0.28, Copyright © 1999-2001 Spyder Software 10/23/02 3:54:09 PM Company Info I Project Info R. C. E. (Project: Hanson Residence 3060 Thorntree Dr.; Suite 10 (Location: Chico, CA, 95973 1 Cohasset, CA Phone: (530) 894-8833 (Client: Fax: (530) 894-8882 (Job No.: R.C.E. 2002.052 E-mail: cj@r-c-e.com (Footing Id: F7 RB6 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 2.00 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 40.0 ksi Column Size ........................................................ 6.00 in. by 6.00 in. Allowable Soil Bearing Strength .................................... 1.500 ksf Wind Load Soil Bearing Strength, (1.33 increase) ................... 1.995 ksf Seismic Load Soil Bearing Strength, (1.33 increase) ................ 1.995 ksf Footing Width ...................................................... 2.50 ft. FootingLength ..................................................... 2.50 ft. FootingDepth ...................................................... 12.00 in. Punching Shear Stress .............................................. 21.13 psi Beam Shear Stress .................................................. 5.96 psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .00 int Transverse Bottom Reinforcement Required for Strength .............. .00 int Gravity Only Soil Bearing .......................................... 1.356 ksf Wind Load Soil Bearing ............................................. 1.356 ksf Seismic Load Soil Bearing .......................................... 1.356 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.OEQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 2.50 0.00 0.00 Live Load 5.60 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 Foot2000 v2.0.28, Copyright © 1999-2001 Spyder Software 10/23/02 3:54:15 PM Company Info I Project Info R. C. E. (Project: Hanson Residence 3060 Thorntree Dr.; Suite 10 ILocation: Chico, CA, 95973 1 Cohasset, CA Phone: (530) 894-8833 (Client: Fax: (530) 894-8882 (Job No.: R.C.E. 2002.052 E-mail: cj@r-c-e.com (Footing Id: F8 FB9 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f,c........................ 2.00 ksi Concrete Type ...................................................... HardRock ConcreteCover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 40.0 ksi ColumnSize ........................................................ 6.00 in. by Allowable Soil Bearing Strength .................................... 1.500•k3f Wind Load Soil Bearing Strength, (1.33 increase) ................... 1.995 ksf Seismic Load Soil Bearing Strength, (1.33 increase) ................ 1.995 ksf FootingWidth ...................................................... 1.50 ft. FootingLength ..................................................... 1.50 ft. FootingDepth ...................................................... 12.00 in. Punching Shear Stress .............................................. 3.89 psi Beam Shear Stress .................................................. n/a psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .00 in' Transverse Bottom Reinforcement Required for Strength .............. .00 in' Gravity Only Soil Bearing .......................................... 1.460 ksf Wind Load Soil Bearing ............................................. 1.460 ksf Seismic Load Soil Bearing .......................................... 1.460 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.OEQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 0.61 0.00 0.00 Live Load 2.54 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 00 in. Title Hanson Page: $I__ Job 2002.052 Dsgnr: Date: OCT 15,2002 Description.... Design Summary lbs 11 -masonry Stem construction This Wall in File: c:lwork120021057=hansonlretpro.rp5 Retain Pro 6.0, 23 -Sep -2002, (c)1989-2002 Restrained Retaining Wall Design ft code: 1997 use LCriteria Thickness = 10.00 in fm i I Soil Data ; IFooting Strengths & Dimensions ' Retained Height = 8.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width Heel Width 1.33 ft 0.83 Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Total Footing Widt X 16 Total Wall Height = 8.00 ft Heel Active Pressure 45.0 psf/ft Footing Weight = No Special Inspection 1.08 ft Allowable Toe Active Pressure - 30.0 psf/ft Footing Thickness - 18.00 in Top Support Height = 8.00 ft Passive Pressure Water height over heel = 389.0 psf/ft = 0.0 ft Ke Width y = 12.00 in Stem OK Stem OK Stem OK Key Depth = 0.00 in Slope Behind Wal = 0.00: 1 FootingliSoil Frictio = 0.400 Key Distance from Toe = 2.00 ft Height of Soil over To = 0.00 in Soil height to ignore # 5 2,ret psi' Fy = 60,000 psi Soil Density = 110.00 pcf for passive pressure P P = 12.00 in Footing Concrete Dehsit F t = 150.00 pcf Rebar Placed a = Edge Edge Edge Min. As % = 0.0018 Wind on Stem = 0.0 psf 7.25 in 7.25 in Cover @ Top = 2.00 in @ Btm.= 3.00 in Design Summary lbs 11 -masonry Stem construction ft-# Axial Dead Load on Stem = lbs ft Total Bearing Loa = 1,271 lbs Thickness = 10.00 in fm = 1,500 psi Short Term Factor = 1.000 ...resultant ecc. = 4.93 in Wall Weight = 98.0 psf Fs = 24,000 psi Equiv. Solid Thick. = 9.600 in Soil Pressure @ To = 0 psf OK Stem is FREE to rotate at top of footing 1.75 ft n Ratio (Es/Em) = 25.778 Soil Pressure @ Hee = 1,263 psf OK Block Type = Medium Weight Footing Weight = No Special Inspection 1.08 ft Allowable = 1,500 psf Solid Grouted Mmax Betlween Net Moment User For Soil Pressure Calculations Soil Pressure Less Than Allowable @ Top Support Top & Sake @ Base of Walt ACI Factored @ Toe = 0 psf Stem OK Stem OK Stem OK ACI Factored @ Heel = 1,768 psf Design height = 8.00 ft 3.37 ft 0.00 ft Footing Shear @ To = 1.1 psi OK Rebar Size = # 5 # 5 # 5 Footing Shear @ Hee = 0.0 psi OK Rebar Spacing = 16.00 in 16.00 in. 16.00 in Allowable = 76.0 psi Rebar Placed a = Edge Edge Edge Reaction at Top = 480.0 lbs Rebar Depth 'd' = 7.25 in 7.25 in 7.25 in Reaction at Bottom = 1,550.6 lbs Design Data fb/FB + fa/Fa = 0.000 0.821 0.000 Sliding Calcs Slab Resists All Sliding ! Moment .... Actu = 0.0 ft-# 1,478.0 ft-# 0.0 ft-# Lateral Sliding Forc = 1,550.6 lbs Moment..... Allowable = 1,801.0 ft-# 1,801.0 ft-# 1,801.0 ft-# Shear Force @ this height = 0.0 lbs 960.0 lbs Shear..... Actual = 0.00 psi 12.11 psi Shear..... Allowable = 19.36 psi 19.36 psi Footing Design Results Rebar Lap Required = 25.00 in 25.00 in loe eel Hooked embedment into footing = 11.74 in Factored Pressure = 0 1,768 psf Other Acceptable Sizes & Spacings: Mu': Upward = 240 0 ft-# Toe: # 7 @ 18.00 in -or- Not req'd, Mu < S ' Fr Mu': Downward = 279 0 ft-# Heel:# 6 @ 14.00 in -or- Not req'd, Mu < S' Fr Mu: Design = 38 0 ft-# Key: Slab Resists Sliding -or- Slab Resists Sliding - No Force on Actual 1 -Way Shear = 1.10 0.00 psi Allow 1 -Way Shear = 76.03 0.00 psi Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing orces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = lbs ft ft-# Axial Dead Load on Stem = lbs ft ft-# Soil Over Toe = lbs ft ft-# Adjacent Footing Load = lbs ft ft-# Surcharge Over Toe = lbs ft ft-# Stem Weight = 784.Olbs 1.75 ft 1,369.4ft-# Soil Over Heel = lbs 2.16 ft ft-# Footing Weight = 486.8 lbs 1.08 ft 527.0ft-# Total Vertical Force = 1,270.8lbs Moment = �96.4ft-# Net Moment User For Soil Pressure Calculations -521.9 ft-# I 1 o.. io io Pp= 243.12# -qqqq 2030.6# 1262.6psf Ej U 1,4 N M.IE L E M STRUCTURE DATA TYPE = SPACE NJ = 13 NM = is NE = 0 NS = 0 NRj= 4 NL = 3 XMAX= 120.0 Y M A X 210.0 ZMAX= .0 T i c v P S T A A D P 0 5 T P L 0 T (REV. 22 . 3 DATE FEB 25, 2004 T I TLE : STEEL FRAME @ GREAT ROOM, .3 o ) rIT .0.5 Q H S4 N U) m rtMr_I_:EM STRUCTURE DATA 13 h TYPE = SPACE NJ = 13 NM = 15 NE = 0 NS = 0 i5 NR J= 4 NL = 3 tt XMAX= 120.0 YMAX= 210.0 ZMAX= .0 :C 7 Z , _ IJ N I i : K - S T A A D P D S T — P L D T ( REV e 22. 3 ) DATE: FES 25, 2004 TITLE: STEEL FRAME 0 GREAT AOOM Wembe.r *5 s.F User ID: R. C. E. PAGE NO. 1,Z ************************************************** * * S T A A D - III * Revision 22.3 * Proprietary Program of * Research Engineers, Inc. * Date= FEB 25, 2004 * Time= 13: 8:21 * * USER ID: R. C. E. ************************************************** 1. STAAD SPACE STEEL FRAME @ GREAT ROOM 2. INPUT WIDTH 72 3. PAGE LENGTH 69 4. UNIT FEET KIP 5. JOINT COORDINATES 6. 1 .000 .000 .000 7. 3 .000 9.000 .000 8. 4 .000 15.000 .000 9. 5 3.000 17.500 .000 10. 6 6.000 15.000 .000 11. 7 6.000 9.000 .000 12. 8 6.000 .000 .000 13. 9 -2.000 13.333 .000 14. 10 -2.000 9.000 .000 15. 11 -2.000 .000 .000 16. 12 8.000 13.333 .000 17. 13 8.000 9.000 .000 18. 14 8.000 .000 .000 19. MEMBER INCIDENCES 20. 2 1 3 21. 3 3 4 22. 4 4 5 23. 5 5 6 24. 6 6 7 25. 7 7 8 26. 8 3 7 27. 9 9 4 28. 10 11 10 29. 11 10 9 30. 12 10 3 31. 13 12 6 32. 14 14 13 33. 15 13 12 34. 16 7 13 35. UNIT FEET POUND 36. MEMBER PROPERTY AMERICAN 37. 2 TO 16 TABLE ST TUB40403 38. UNIT FEET KIP 39. CONSTANT 40. E STEEL ALL 41. DENSITY STEEL ALL 42. POISSON STEEL ALL 43. SUPPORT 44. 1 8 11 14 PINNED 45. LOAD 1 DEAD LOAD 46. SELFWEIGHT Y -1. 47. JOINT LOAD 48. 5 FY -1. 49. LOAD 2 LIVE LOAD 50. JOINT LOAD 51. 5 FY -2.1 52. MEMBER LOAD User ID: R. C. E. STEEL FRAME @ GREAT ROOM 5 F -- PAGE NO. v 53. LOAD 3 DL + LL 54. REPEAT LOAD 55. 1 1. 2 1. 56. PERFORM ANALYSIS P R O B L E M S T A T I S T I C S ----------------------------------- 57. PLOT SECTION FILE 58. *AISC CODE CHECK OF GRAVITY ONLY I = 1.0 59. LOAD LIST 1 TO 3 60. PARAMETER 61. CODE AISC 62. UNIT INCHES KIP 63. FYLD 46. ALL 64. RATIO 1. ALL 65. BEAM 1. ALL 66. *TRACK 1. ALL 67. CHECK CODE ALL 2 NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 13/ 15/ 4 ORIGINAL/FINAL BAND -WIDTH = 7/ 4 TOTAL PRIMARY LOAD CASES = 3, TOTAL DEGREES OF FREEDOM = 66 SIZE OF STIFFNESS MATRIX = 1584 DOUBLE PREC. WORDS REQRD/AVAIL. DISK SPACE = 12.03/33225.7 MB, EXMEM = 1951.8 MB ++ Processing Element Stiffness Matrix. 13: 8':21 ++ Processing Global Stiffness Matrix. 13: 8:21 ++ Processing Triangular Factorization. 13: 8:21 ++ Calculating Joint Displacements. 13: 8:21 ++ Calculating Member Forces. 13: 8:21 57. PLOT SECTION FILE 58. *AISC CODE CHECK OF GRAVITY ONLY I = 1.0 59. LOAD LIST 1 TO 3 60. PARAMETER 61. CODE AISC 62. UNIT INCHES KIP 63. FYLD 46. ALL 64. RATIO 1. ALL 65. BEAM 1. ALL 66. *TRACK 1. ALL 67. CHECK CODE ALL 2 STEEL FRAME @ GREAT ROOM s 5 F User ID: R. C. E. -- PAGE NO. STAAD-III CODE CHECKING - (AISC) ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION 2 ST TUB 40403 PASS AISC- H1-3 .027 3 .99 C .00 -.79 108.00 3 ST TUB 40403 PASS AISC- H1-3 .153 3 1.43 C .00 11.91 72.00 4 ST TUB 40403 PASS AISC- H1-3 .263 3 1.44 C .00 -22.04 46.86 5 ST TUB 40403 PASS AISC- H1-3 .263 3 1.44 C .00 -22.04 .00 6 ST TUB 40403 PASS AISC- H1-3 .153 3 1.43 C .00 11.91 .00 7 ST TUB 40403 PASS AISC- H1-3 .027 3 .99 C .00 -.79 .00 8 ST TUB 40403 PASS AISC- H2-1 .020 3 .57 T .00 1.14 72.00 9 ST TUB 40403 PASS AISC- H1-3 .072 3 .36 C .00 6.07 .00 10 ST TUB 40403 PASS AISC- H1-3 .028 3 .93 C .00 -.97 108.00 11 ST TUB 40403 PASS AISC- H1-3 .092 3 .28 C .00 -7.97 .00 12 ST TUB 40403 PASS AISC- H2-1 .080 3 .28 T .00 6.99 .00 13 ST TUB 40403 PASS AISC- H1-3 .072 3 .36 C .00 6.07 .00 14 ST TUB 40403 PASS AISC- H1-3 .028 3 .93 C .00 .97 108.00 15 ST TUB 40403 PASS AISC- H1-3 .092 3 .28 C .00 7.97 .00 16 ST TUB 40403 PASS AISC- H2-1 .080 3 .28 T .00 6.99 24.00 68. FINISH *************** END OF STAAD-III *************** **** DATE= FEB 25,2004 TIME= 13: 8:21 **** ********************************************************* * For questions on STAAD-III, contact: * Research Engineers, Inc at * West Coast: Ph- (714) 974-2500 Fax- (714) 921-2543 * * East Coast: Ph- (508) 688-3626 Fax- (508) 685-7230 * ********************************************************* 3 3060 Thorntree Drive #10 • Chico, CA 95973 (530) 894-8833 voice • (530) 894-8882 fax email: cj@r-c-e.com Butte County Building Department 7 County Center Drive Oroville, CA 95965 (530) 538-7541 RE: Hanson Residence 9969 Cohasset Rd. Cohasset, CA To Whom It May Concern, We are writing in response to inspection comments made for the above residence. It was brought to our; attention that the shear ply may have been incorrectly installed on wall line number 1. After review of the as built conditions with the contractor it has been determined that the construction methods used are adequate for the conditions. Thank you -for the opportunity to be of service. Please contact us at the address and number above if you have any questions. Sincerel ESSt J. 2 038692 -- U CO EXP. 3-31-05 STRUCTURAL CALCULATIONS RCE Job #2002.052 for Bryan ex Dana Hanson Hanson Residence 9969 Cohasset RD Cohasset, CA Calculation Index: Page # " • Project Layout 1-2 • Gravity Analysis 1 • Lateral Analysis Ll — L7 • Beam Analysis Bl — B34 • Wood Connection WC 1 Analysis • Footings Analysis FI — F8 • Retain Wall Analysis R1 -R3 Revision Summary: Rev. 0 1 1/ 11/02 Initial Issue BUTTE COUNTY BUILDING DEPARTMENT APPROVED 4/2Z/b 3 -Aw. CIVIL — STRUCTURAL ENGINEERING SURVEYING 1060 Thorntree Dr. Suite #10 - Chico, CA 95973 'hone: (530) 894-8833 — Fax: (530) 894-8882 fox ciC@r-c-e.com - http://www.r-c-e.com -,=/ Z—e5 Structural Calculations Criteria Project: Hanson Residence Owner: Bryan a Dana Hanson Loaction: 9969 Cohasset Rd. - Cohasset, CA Date: November 1'l, 2002 Code: Unifrom Building Code, 1997 Edition. Code Enforcement: Butte County Building Department Loads: Seismic Design: Seismic Zone: 3 Importance factor: 1.0 Soil Profile Type: So Seismic Source Type: A Closest Distance Seismic Source: N/A Wind Design: '(Method 2) Wind Speed: 75 mph Exposure: C Soil Bearing: 1500 psf Notes: No Special Inspection is required for this project. RCE job Number: 2002.052 Roberts consulting engineering does not represent that these calcultions or any specifications in connection therewith are suitable whether or not modified, for any other site than the one for which they were specifically prepared. Roberts consulting engineering disclaims responsibility for these plans and specifications if they are used whole or in part at any other site. Plans are not valid until reviewed and approved by appropriate governmental agencies CIVIL — STRUCTURAL ENGINEERING SURVEYING 1060 Thorntree Dr. Suite #10 - Chico, CA 95973 'hone: (530) 894-8833 — Fax: (530) 894-8882 fax ciOr-c-e.com - http://www.r-c-e.com HANSON RESIDENCE JOB #2002.052 SHEAR WALL, BEAM FOOTING LAYOUT A55UMED NORTH IT � Q � Kel Eel I HANSON RESIDENCE A55UMED NORTH -7 JOE3 #2002.052 Page, 2 SHEAR WALL, BEAM � FOOTING LAYOUT T T T Kel L� 2ND FLOOR P, 11/7/02 - Lateral Analysis - Hanson Res - R.C.E. ]ob 2002.052 Gravity Loads: Copyright 2001 - Spyder Software Roof Dead Load 1/2" Ply. 1.7 psf Slope= T]I @ 16" o.c. Comp Roofing 5.0 psf 10 Insul. 2x Framing 5.0 psf to Total 5/8" Gyp. 2.8 psf 12 Insul. 1.0 psf Misc. 2.2 psf (Total (sloped) I/./ psr I ota or z s ota (axial) ps Roof Live Load onstruct on 16.0 psf now 60.0 s Wall Dead Load Stucco Stone 15.0 psf (exterior) 3/8 Ply. 1.8 psf 2x6 Framing @ 16" o.c. 1.7 psf Gyp. 2.2 psf Insul. 1.0 psf Misc. 1.3 psf IlTotal Z3.0 ps Wall Dead Load 2x6 Framing @ 16" o.c. 1.7 psf (interior) Gyp. 2 sides 4.4 psf Misc. 1.9 psf IlTotal U.0 psf Floor Dead Load Carpet 1.0 psf 3/4 TuG 2.5 psf T]I @ 16" o.c. 5.0 psf 5/8" Gyp. 2.2 psf Insul. 1.0 psf Misc. 1.3 psf Total 13.0 psf Floor Live Load IlResidential 40.0 sf 11/7/02 - Lateral Analysis -Hanson Res - R.C.E. job 2002.052 P5 Ll UBC Wind Loads -- Method 1 Wind Speed: 75 mph Resultant Horizontal Wall Lines 3-5 Exposure: B p= Ce*Cgogsol Force where; 6.25 feet @ 7.1 psf = 45 lbs. (IWW) Ce = 0.62 @ 0 to 15' IWW OLW IWR OWR OLR OPR Ce = 0.67 @ 15 to 20' P= 7.1 4.5 3.6 0.0 6.21 6.2 psf - @ 0 to 15' Ce = 0.72 @ 20 to 25' P= 7.7 4.8 3.9 0.0 6.81 6.8 psf - @ 15 to 20' Ce = 0.76 @ 25 to 30' P= 8.3 5.2 4.1 0.0 7.3 7.3 psf - @ 20 to 25' Ce = 0.84 @ 30 to 40' p= 8.8 5.5 4.4 0.0 7.7 7.7 psf - @ 25 to 30' Ce = 0.95 @ 40 to 60' p= 9.7 6.0 4.8 0.0 8.5 8.5 psf - @ 30 to 40' Cq = 0.8 (IWW) Inward @ Windward Wall p= 10.9 6.8 5.5 0.0 9.6 9.6 1 psf - @ 40 to 60' I Cq = 0.5 (OLW) Outward @ Leeward Wall Resultant Horizontal Wall Lines 3-5 Cq = 0.4 (IWR) Inward @ Windward Roof Pressure Force ridge Cg = 0 (OWR) Outward @ Windward Roof feet @ 7.1 psf = 62 lbs. (IWW) @ 0 to 15' Cq = 0.7 (OLR) Outward @ Leeward Roof 5.00 feet @ 7.7 psf = 39 lbs. (IWW) Cq = 0.7 (OPR) Outward @ Parallel To Ridge 4.25 feet @ 8.3 psf = qs = 14.4 psf Mean Roof Height = 18.5 feet 18.00 feet @ I = I Importance Factor @ 15 to 20' Uplift Pressure = 6.6 psf 0.00 Roof Slope = 10 Rise to 12 Horiz. Roof @ 15 to 20' 0.00 feet @ Wind Loading 0 lbs. (OLR) @ 15 to 20' Tributary Normal Resultant Horizontal @ Wall Lines 1-4 Fp = 221 plf - horiz. Area Pressure Force 4.75 feet @ 7.1 psf = 34 lbs. (IWW) @ 0 to 15' of 0.00 feet @ 7.7 psf = 0 lbs. (IWW) @15 to 20' Mean Roof Height = 17.0 feet 4.75 feet @ 4.6 psf = 22 lbs. (OLW) @ 15 to 20' Uplift Pressure = 6.5 psf 16.00 feet @ 3.7 psf = 59 lbs. (IWR) @ 15 to 20' Area Pressure 16.00 feet @ 6.5 psf = 103 lbs. (OLR) @ 15 to 20' 6.25 feet @ 7.1 psf = Fn = I 71A nlf - hnri7_ nd Loading Tributary Normal Resultant Horizontal Wall Lines 3-5 Area Pressure Force eave 6.25 feet @ 7.1 psf = 45 lbs. (IWW) @ 0 to 15' 0.00 feet @ 7.7 psf = 0 lbs. (IWW) @15 to 20' Mean Roof Height = 18.5 feet 6.25 feet @ 4.7 psf = 29 lbs. (OLW) @ 15 to 20' Uplift Pressure = 6.6 psf 0.00 feet @ 3.8 psf = 0 lbs. (IWR) @ 15 to 20' 0.00 feet @ 6.6 psf = 0 lbs. OLR @ 15 to 20' Fp = 74 pif - horiz. of nd Loading Tributary Normal Resultant Horizontal Wall Lines 3-5 Area Pressure Force ridge 8.75 feet @ 7.1 psf = 62 lbs. (IWW) @ 0 to 15' 5.00 feet @ 7.7 psf = 39 lbs. (IWW) @15 to 20' 4.25 feet @ 8.3 psf = 35 lbs. (IWW) @20 to 25' Mean Roof Height = 18.5 feet 18.00 feet @ 4.7 psf = 85 lbs. (OLW) @ 15 to 20' Uplift Pressure = 6.6 psf 0.00 feet @ 3.8 psf = 0 lbs. (IWR) @ 15 to 20' 0.00 feet @ 6.6 psf = 0 lbs. (OLR) @ 15 to 20' Fp = 221 plf - horiz. of nd Loading Tributary Normal Resultant Horizontal Wall Lines A -B Area Pressure Force 6.25 feet @ 7.1 psf = 45 lbs. (IWW) @ 0 to 15' 0.00 feet @ 7.7 psf = 0 lbs. (IWW) @15 to 20' Mean Roof Height = 18.5 feet 6.25 feet @ 4.7 psf = 29 lbs. (OLW) @ 15 to 20' Uplift Pressure = 6.6 psf 12.50 feet @ 3.8 psf = 47 lbs. (IWR) @ 15 to 20' 12.50 feet @ 6.6 psf = 83 lbs. (OLR) @ 15 to 20' Fn = 1 204 nlf - hnriz_ Copyright 2001 - Spyder Software 11/7/02 - Lateral Analysis -Hanson Res - R.C.E. job 2002.052 Py LZ nd Loading Wall Lines C -D Mean Roof Height = 20.3 feet Uplift Pressure = 6.8 psf Copyright 200/ - Spyder Software Fn = Resultant Horizontal Tributary Normal Area Pressure 9.00 feet @ 7.1 psf = 5.00 feet @ 7.7 psf = 14.00 feet @ 4.8 psf = 6.00 feet @ 3.9 psf = 6.00 feet @ 6.8 psf = Fn = Resultant Horizontal Force 64 lbs. (IWW) @ 0 to 15' 39 lbs. (IWW) @15 to 20' 68 lbs. (OLW) @ 15 to 20' 23 lbs. (IWR) @ 15 to 20' 41 lbs. (OLR) @ 20 to 25' 11/7/02 - Lateral Analysis -Hanson Res - R.C.E. Job 2002.052 p9 -3 1997 UBC Seismic Loads - Static Force Procedure where; V = (Cv*I)/(R*T) *W = 0.439 *W (Eqn 30-4) Z = 0.3 Zone 3 V = (2.5*Ca*l)/R *W = 0.164 *W (Eqn 30-5) 1 = 1.00 Importance Factor V = 0.1 1 *Ca*I *W = 0.059 *W (Eqn 30-6) hn = 25 feet R = 5.5 Plywood Shear Walls p= 0.164 *W (Eqn 30-5) governs Soil Profile Type Sp Seismic Source Type A Closest Distance Seismic Source n/a km Ct = 0.02 All other Buildings Foot print area, AB= 2440 ft` T = 0.224 (Method A) Ca = 0.36 Table 16-Q Cv = 0.54 Table 16-R Na = 1.00 Table 16-S Nv = 1.00 Table 16-T W = Building Weight Use 25% of Snow Load in the Seismic design. Seismic Roof Loading Tributary Weights = 39.75 feet of Roof @ 23.00 psf Lines 1 to 2 9.50 feet of Ext. Wall @ 23.00 psf 17.50 feet of Int. Wall @ 8.00 psf 15.00 feet of Int. Floor @ 13.00 psf V 240 p or z. ULT 39.75 feet of Snow @ 15.00 psf I 7Z pit - honz. Seismic Roof Loading Tributary Weights = 39.00 feet of Roof @ 23.00 psf Lines 2 to 4 9.50 feet of Ext. Wail @ 23.00 psf 17.50 feet of Inc. Wall @ 8.00 psf 10.50 feet of Int. Floor @ 13.00 psf V 228 p onz. ULT 39.00 feet of Snow @ 15.00 psf 103 p or z. Seismic Roof Loading Tributary Weight = 30.75 feet of Roof @ 23.00 psf Lines 3 to 5 12.50 feet of Ext. Wall @ 23.00 psf 17.50 feet of Int. Wall @ 8.00 psf 28.75 feet of Int. Floor @ 13.00 psf V = p or z. 30.75 feet of Snow @ 15.00 psf p ora. Seismic Roof Loading Tributary Weight = 23.00 feet of Roof @ 23.00 psf Lines A to B 12.50 feet of Ext. Wall @ 23.00 psf 12.00 feet of Int. Wall @ 8.00 psf 14.00 feet of Int. Floor @ 13.00 psf V = p - onz. ULT 23.00 feet of Snow @ 15.00 psf p or z. 1 Copyr/ght 2001 - Spyder Software 11/7/02 - Lateral Analysis -Hanson Res - R.C.E. job 2002.052 P5 Ly Seismic Roof Loading Tributary Weights = 53.75 feet of Roof @ 23.00 psf Lines C to D 15.50 feet of Ext. Wall @ 23.00 psf 17.50 feet of Int. Wall @ 8.00 psf 32.00 feet of Int. Floor @ 13.00 psf V 35Z p or z. ULT 53.75 feet of Snow @ 15.00 psf p or z. 'i: Copyright 2001 Spyder Software a 11/7/02 - Lateral Analysis - Hanson Res - R.C.E. Job 2002.052 Py L 5 - °` Copyright 2001 Spyder Software Lateral Load Summary Roof Level Loadings Wall Line ID Tributary Length h. Unit Loads Seismic Wind .I.f.) (.I.f.) Wall Loads Seismic Wind (kips) (kips) Controlling Load Case 1 8.00 172 218 1.37 1.74 Wind Controls 2 -West Side 8.00 172 218 1.37 1.74 Wind Controls 2 -East Side 17.75 163 218 2.89 3.87 Wind Controls 3 10.50 176 148 1.85 1.55 Seismic Controls 4 17.75 163 218 2.89 3.87 Wind Controls 5 10.50 176 148 1.85 1.55 Seismic Controls A 14.50 128 204 1.86 2.96 Wind Controls B 14.50 128 204 1.86 2.96 Wind Controls C 18.25 251 235 4.58 4.28 Seismic Controls D ---F8.25 251 2351 4.58 4.28 Seismic Controls °` Copyright 2001 Spyder Software 11/7/02 - Lateral Analysis -Hanson Res - R.C.E. job 2002.052 1 n Level (UBC Section 16.50 7.00 North-South Direction: Story Shear 12.22 kips 10.93 0.380 P Max 1.00 0.366 MST37 w/ PHD2 w/ DBL 2x POST at SSTB 16 A.B. Wall ne ID • I Laterala Load Height all Length I wall Stress I Applied OTM Forces Uniform Point Applied OTM orces Resisting QTM Uniform Point I Resistive OTM et Uplift Force Comments Used 100% of Tabulated Values See Note (kips) (feet) (feet) Di (Dlf) (klf) (kips) (f00t•kips) (kif) (kips) (foot -kips ) (kips) Simpson Products 1 1.37 16.50 7.00 0.08 95 10.93 0.380 8.37 0.366 MST37 w/ PHD2 w/ DBL 2x POST at SSTB 16 A.B. 1. Level Seismic 20.25 7.50 0.08 95 14.38 0.466 11.79 0.345 MST37 w/ PHD2 w/ DBL 2x POST et SSTB 16 A.B. Level 1.74 16.50 7.00 0.15 120 13.89 0.380 6.20 1.099 MST37 w/ PHD2 w/ DBL 2x POST et SSTB 16 A.B. Wind 20.25 7.50 120 18.27 0.466 8.73 1.271 MST37 w/ PHD2 w/ DBL 2x POST ez SSTB 16 A.B. Horhontal Dlaphragm Lengths et Stresses Wind -� 9.50 6.50 East Side West Side 15.41 Sill Plate Shear Anchorage for above wall line 3.08 feet I feet I PHD2 w/ DBL 2x POST et SSTB 16 A.B. Horizontal Diaphragm Lengths et Stresses Bolt Dia. in. capacity Lips) Spacing i Shear Wall ID 1 IM 0.125 12 In. o.c. 2 4.26 16.00 16.00 0.15 206 52.84 0.368 42.39 0.653 PHD2 w/ DBL 2x POST at SSTB 16 A.B. Ist Seismic 12.50 8.00/ 0.09 126 12.61 0.288 8.28 0.542 PHD2 w/ DBL 2x POST at SSTB 16 A.B. / Level 1.55 9.50 6.50 0.15 206 12.75 0.219 4.15 1.322 PHD2 w/ DBL 2x POST et SSTB 16 A.B. ! 5.61 16.00 16.00 250 63.87 0.368 31.40 2.029 PHD2 w/ DBL 2x POST et SSTB 16 A.B. Wind -� 9.50 6.50 250 15.41 0.219 3.08 1.897 PHD2 w/ DBL 2x POST et SSTB 16 A.B. Horizontal Diaphragm Lengths et Stresses East Side West Side Sill Plate Shear Anchorage for above wall line feet I feet I Bolt Dia. in. Capacity (kips)5 acin Shear Wall ID 2 0.500 0.818 36 in. O.C. 3 1.85 12.50 8.0041, 0.09 126 12.61 0.288 8.28 0.542 PHD2 w/ DBL 2x POST at SSTB16 A.B. Ist Level Seis'mTc 12.50 8.00/ 0.09 126 12.61 0.288 8.28 0.542 PHD2 w/ DBL 2x POST at SSTB 16 A.B. / 1.55 12.50 8.00 97 9.69 0.288 6.13 0.445 PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Wind 12.50 8.00 97 9.69 0.288 6.13 0.445 PHD2 w/ DBL 2x POST at SSTB 16 A.B. Horizontal Diaphragm Lengths et Stresses East Side West Side Sill Plate Shear Anchorage for above wall line feet I feet (I Bolt Dia. in. Capacity (kips)Sp acin Shear Wall ID I 0.500 0.818 48 in. o.c. Copyright 200 • SoyCer Software 11/7/02 - Lateral Analysis - Hanson Res - R.C.E. job 2002.052 Copyrlghr 200/ - Spy0er Sorrtvare n Level (UBC Section U. ly 7.71 2.2 59 PHUZ w To- A.B. East-West Direction: Story Shear 12.88 kips Level P Max 1,09 I W/ x K Wall Line ID • atera Load a Height aWall Length Horizontal Diaphragm Lengths at Stresses al Stress Applied Force, Uniform Point Pp OTM orces esistmgResistive) Uniform Point OTM et p Force Comments Used 10096 of Tabulated Values See Note (kips) (feet) (feet) A (plf) (klf) (kips) (foot -kips) (klf) (kips) (foot-kips (kips) Simpson Products Copyrlghr 200/ - Spy0er Sorrtvare U. ly 7.71 2.2 59 PHUZ w To- A.B. Ise Seismic Level I I W/ x K Ist Wind Horizontal Diaphragm Lengths at Stresses East Side West Side SIII Plate Shear Anchorage for above wall line Level12.50 LS 6.75 0.11 150 12.64 0.288 5.89 0.999 PHD2 w/ DBL 2x POST ast SSTB16 A.B. Ee6lc 1 1 .4 3 w x aSi TBI A. . 9.50 5.50 ,00, 0.20 278 14.50 0.219 2.97 2.096 PHD2 w/ DBL 2x POST at SSTB 16 A.B. 12.50 6.75 0.20 219 16.47 0.288 4.37 2.089 PHD2 w/ DBL 2x POST e[ SSTB16 A.B. Horizontal Diaphragm Lengths 8t Stresses East Side West Side I Sill Plate Shear Anchorage for above wall line 0.89 feet I feet I :T Bolt Dia. in. Ca ac ki S acin ear Wall n. o.c. Copyrlghr 200/ - Spy0er Sorrtvare U. ly 7.71 2.2 59 PHUZ w To- A.B. Ise Seismic Level I I 3 4 1 0.288 5.76 4.024 P D w DB x atB A.B. Ist Wind Horizontal Diaphragm Lengths at Stresses East Side West Side SIII Plate Shear Anchorage for above wall line (feet) I feet (plo LS Bolt Dia. in.) Cap aci kis acin m. o.c.5hear Wall 0.20 Copyrlghr 200/ - Spy0er Sorrtvare Ist ismic DBL 2x POST at SSTB 16 A.B. Level 9.50 3.50 0.20 278 9.23 0.219 1.20 2.293 PHD2 w/ 9.50 5.50 ,00, 0.20 278 14.50 0.219 2.97 2.096 PHD2 w/ DBL 2x POST at SSTB 16 A.B. 9.50 5.50 0.20 278 14.50 0.219 2.97 2.096 PHD2 w/ DBL 2x POST at SSTB 16 A.B. I 0.219 0.89 2.005 PH D2 w/ DBL 2x POST 8 SSTB16 A.B. Wind 9.50 3.50 238 7.91 0.219 0.89 2.005 PHD2 w/ DBL 2x POST & SSTB 16 A.B. 9.50 5.50 238 12.43 0.219 2.20 1.859 PHD2 w/ DBL 2x POST at SSTB16 A.B. 9.50 5.50 238 12.43 0.219 2.20 1.859 PHD2 w/ DBL 2x POST is: SSTB 16 A.B. Horizontal Diaphragm Lengths BL tresses East Side Wen Side Sill Plate Shear Anchorage for above wall line feet I feet I Bolt Dia. in. Ca aci k1 S ear a m.acin o.c. Copyrlghr 200/ - Spy0er Sorrtvare COMPANY ® R.C.E. 3060 Thorntree Dr.#10 Chico CA 95973 (n)-WoodWorks (530) 894-8833; fax (530) 894-8882 SOFEWARE FOR WOOD DESIGN cj@r-c-e.com Nov. 7, 2002 15:53:10 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) -Load Type ; Distribution i Magnitude Location [ft] Pattern j Start End Start End (Load? 1 ` Dead Full UDL I 30 No 2 Live ; Full UDL 150 i No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : Py d i PROJECT i Hanson Residence R.C.E. 20020.52 Fb1 19' 928 1925: 1853. 1.0 0' Dead 928; Live 1925 Total 1853' Bearing: Criterion !Analysis Value Design Value (Analysis/Design Length 1.0 Py d i PROJECT i Hanson Residence R.C.E. 20020.52 Fb1 19' 928 1925: 1853. 1.0 / Timber -soft, D.Fir-L, No. 1, 6x12" Self Weight of 15.02 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion !Analysis Value Design Value (Analysis/Design Shear @d = 90 Fv' = 85 ; fv/Fv' = 0.96 Iifv Bending(+) fb = 871 I Fb' = 1350 fb/Fb' = 0.65 Live Defl'n 0.39 = L/578 i 0.63 = L/360 I 0.62 Total Defl'n 0.57 = L/398 0.95 = L/290 0.60 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 .Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+L, M = 8800 lbs -ft Shear : LC# 2 = D+L, V = 1853, V@d = 1666 lbs Deflection: LC# 2 = D+L EI=1115.29e06 lb-in2 Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Py d i PROJECT i Hanson Residence R.C.E. 20020.52 Fb1 19' 928 1925: 1853. 1.0 COMPANY ® R.C.E. 3060 Thorntree Dr.#10 Chico CA 95973 WoodworkS i (530) 894-8833; fax (530) 894-8882 SOFFWARF FOR WOOD OFSIfly cj@r-c-e.com I Nov. 7, 2002 15:53:37 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution j Magnitude ' Location [ft] (Pattern ii Start End I Start End 1Load? 1 Dead Full Area ! 23 (9.00)k No 2 Snow 1 Full Area ! 60 (9.00)* No 3 Dead ! Full Area 12 (8.00)} No *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : p9 8;L PROJECT Hanson Residence 1 R.C.E. 20020.52 ! Fb2 LVL n-ply,1.8E, 2800Fb, 1-31404", 3-Plys Self Weight of 21.18 plf automatically included in loads; IJ 2547 4185 6732• 1.7 Load combinations: ICBO-UBC 0' Dead 1 2547'. Live 4185! Total i 6732; Bearing: Length 1.7! LVL n-ply,1.8E, 2800Fb, 1-31404", 3-Plys Self Weight of 21.18 plf automatically included in loads; IJ 2547 4185 6732• 1.7 Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: ( lbs, lbs -ft, or in) Criterion !Analysis Value Design Value 1Analysis/Design iV @d = 5719 Vr = 16Shear 060 1 V/Vr = 0.36 145064 Bending(+) M = 26088 Mr = i M/Mr = 0.58 Live Def.l'n 0.32 = L/573 10.52 = L/360 0.63 Total Defl'n 0.62 = L/299 0.77 = L/240 I 0.80 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2800 1.15 1.00 1.00 1.000 0.98 1.000 1.00 1.00 2 Fv' = 285 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 E' = 1.8 million 1.00 1.00 2 .Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+S, M = 26088 lbs -ft Shear : LC# 2 = D+S, V = 6732, v@d = 5719 lbs Deflection: LC# 2 = D+S EI=2160.90e06 lb-in2/ply Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 01 COMPANY PROJECT R.C.E. Hanson Residence ® 3060 Thorntree Dr.#10 Chico CA 959731 WoodWorks i (530) 894-8833; fax (530) 894-8882 SOFMARE FOR WOOD DESIGN 1cj@r-c-e.com I R.C.E. 20020.52 Nov. 7, 2002 15:54:32 I Fb3 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type ! Distribution Magnitude i Location (ft] jPattern !Load? Start End ! Start End 1 Dead Full Area 23 (9.00); i No 2 Snow Full Area ! 60 (9.00)} I NO No 3 Dead Full Area 12 (8.00)+ *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' Dead 2465! Live ! 4050: Total 6515 Bearing: Length 1.7' LVL n -ply, 1.8E, 2800Fb, 1-314x14", 3-Plys Self Weight of 21.18 plf automatically included in loads; Load combinations: ICBO-UBC SECTION vs: DESIGN CODE NDS -1997: (Ibs, Ibs-ft, or in) Criterion iAnalysis Value (Design Value !Analysis/Design i Shear ' v @d = 5502 Vr = 16060 V/Vr = 0.34 Bending(+) M = 24432 Mr = 45064 ! M/Mr = 0.54 Live Defl'n 0.28 = L/632 0.50 = L/360 0.57 Total Defl'n j 0.54 = L/330 0.75 = L/240 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr Fb'+= 2800 1.15 1.00 1.00 1.000 0.98 1.000 1.00 1.00 Fv' = 285 1.15 1.00 1.00 (CH = 1.000) Fcp'= 750 1.00 1.00 E' 1.8 million 1.00 1.00 Custom duration factor for wind load = 1.33 Bending(+): LC# 2 = D+S, M = 24432 lbs -ft Shear : LC# 2 = D+S, V = 6515, V@d = 5502 lbs Deflection: LC# 2 = D+S EI=2160.90e06 lb-in2/ply Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) LC# 2 2 2 15' 2465. 4050 6515 1.7 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. P9 8 y COMPANY PROJECT R.C.E. Hanson Residence 13060 Thorntree Dr.#10 Chico CA 95973, WoodWorkss (530)894-8833; fax (530)894-8882 SOFMARE FOR WOOD DESIGN Icj@r-c-e.com I R.C.E. 20020.52 Nov. 7, 2002 15:54:56 Fb4 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location tft) 'Pattern Start End Start End jLoad? 1 Dead Full Area 23 (8.00), No 2 Snow Full Area 60 (8.00) ( No I 3 Dead Full Area ; 12 (8.00) i No *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : LVL n-ply,1.8E, 2800Fb, 1-314x14", 2-Plys Self Weight of 14.12 plf automatically included in loads; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (Ibs, Ibs-ft, or in) Criterion Analysis Value 0' Dead j 2012: Live 3240' Total 5252' Bearing: V/Vr = Length 2.01 LVL n-ply,1.8E, 2800Fb, 1-314x14", 2-Plys Self Weight of 14.12 plf automatically included in loads; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (Ibs, Ibs-ft, or in) Criterion Analysis Value iDesign value Analysis/Design Shear v @d = 4345 Vr = 10707 V/Vr = 0.41 Bending(+) M = 17727 Mr = 30043 M/Mr = 0.59 Live Defl'n 0.25 = L/650 0.45 = L/360 0.55 Total Defl'n 0.48 = L/336 10.67 = L/240 0.71 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2800 1.15 1.00 1.00 1.000 0.98 1.000 1.00 1.00 2 Fv' = 285 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 E' = 1.8 million 1.00 1.00 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+S, M = 17727 lbs -ft Shear LC# 2 = D+S, V = 5252, V@d = 4345 lbs Deflection: LC# 2 = D+S EI=1440.60e06 lb-int/ply Total Deflection = 1.50(Defln_dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) 13'-6" 2012 3240 5252 2.0 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. COMPANY R.C.E. WoodWorks (53 0 T94-88 3; Dr.fax (53 Chico CA 95973 (530) 894-8833; fax (530) 894-8882 SOFIWAYE FOR WOOD DESIGN cj@r-c-e.com Oct. 14, 2002 14:33:46 LOADS: ( lbs, psf, or plf ) Load Type 1 Dead 2 Snow 3 Dead 4 Live *Tributary W Distribution Full Area Full Area Full Area Design Check Calculation Sheet Magnitude Location [ftl Pattern tart End Start End Load? 26 (10.50) No 60 (10.50) No 13 (7.00) No 40 (7.00) No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' PROJECT Hanson Residence R.C.E. 20020.52 Fb5 16'-6" Dead 3125 ------- -_----_-�------ -- 3125 Live 7508 157 7508 Total 10633 Bending(+) 10633 Bearing: Fb' = 2739 fb/Fb' = 0.83 Length 3.2 _ 3.2 Glulam-Simple, VG West.DF, 24F -V4,5 -1/8x16-1/2" Self Weight of 20.09 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 157 Fv' = 218 fv/Fv' = 0.72 Bending(+) fb = 2263 Fb' = 2739 fb/Fb' = 0.83 Live Defl'n 0.44 = L/450 0.55 = L/360 0.80 Total Defl'n 0.71 = L/277 0.83 = L/240 0.87 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.15 1.00 1.00 1.000 1.00 0.992 1.00 1.00 3 Fv' = 190 1.15 1.00 1.00 3 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 3 Custom duration factor for Wind load = 1.33 Bending(+): LC# 3 = D+L+S, M = 43861 lbs -ft Shear : LC# 3 = D+L+S, V =10632, V@d = 8861 lbs Deflection: LC# 3 = D+L+S EI=3453.27e06 lb -int Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). LVL n -ply, 1.8E, 2800Fb, 1-314x16", 2-Plys Self Weight of 16.14 plf automatically included in loads; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: ( lbs, Ibs-ft, or in) 13' 1089' 1779. 2867 1.1 Criterion ;Analysis value iDesign value Analysis/Design 0' Dead p�66 Live 7068' i COMPANY i PROJECT Bearing: i 1 R.C.E. j Hanson Residence FACTORS: F CD CM Ct CL CF CV Cfu Cr ® 0 Thorntree Drx Chico CA 959731 2 Fv' = 285 1.00 1.00 1.00 (CH = 1.000) WoodWorks (530)894-8833; fax (530)894-8882 (53 (5 - E' = 1.8 million 1.00 1.00 SOF[WARE FOR WOOD DESIGNcj @ r-c-e.com i R.C.E. 20020.52 Bending(+): LC# 2 = D+L, M = 24032 lbs -ft ' Nov. 7, 2002 15:57:16 I Fb6 Deflection: LC# 2 = D+L EI=2150.90e06 lb-int/ply Design Check Calculation Sheet Total Deflection = 1.50(Defln dead) + Defln_Live. LOADS: ( Ibs, psf, or ptf ) (All LC's are listed in the Analysis output) 'Load t Type { Distribution j Magnitude I Location [ft] Pattern 'Load? 1. Please verify that the default deflection limits are appropriate for your application. { Start End Start End local SCL manufacturer. 1 1 Live Partial Area 1 10 (6.75) 2.25 13.00 No -r1 2 Dead Point 2465 2.25 { No j 3 1 Live Point 9050 2.25 i No 4 `. Dead Partial Area ; 5 (6.750 2.25 13.00 No ' 5 Dead Partial Area 13 (6.75) 0.00 2.25 No 6 Live Partial Area { 40 (6.75)+: 0.00 2.25 { No No 7 Dead Point 1890 I 2.25 I 8 Live Point j 3463 2.25 No }Tributary width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : LVL n -ply, 1.8E, 2800Fb, 1-314x16", 2-Plys Self Weight of 16.14 plf automatically included in loads; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: ( lbs, Ibs-ft, or in) 13' 1089' 1779. 2867 1.1 Criterion ;Analysis value iDesign value Analysis/Design 0' Dead j 4037! Live 7068' Total 111041 Bearing: i Length 9.2! LVL n -ply, 1.8E, 2800Fb, 1-314x16", 2-Plys Self Weight of 16.14 plf automatically included in loads; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: ( lbs, Ibs-ft, or in) 13' 1089' 1779. 2867 1.1 Criterion ;Analysis value iDesign value Analysis/Design { ShearV @d = 10606 Vr = 10640 v/Vr = 1.00 I , Bending(+) M = 24032 Mr = 33508 M/Mr = 0.72 j Live Defl'n 0.16 = L/961 0.43 = L/360 0.37 Total Defl'n 1 0.31 = L/509 10.65 = L/240 j 0.47 i ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2800 1.00 1.00 1.00 1.000 0.96 1.000 1.00 1.00 2 Fv' = 285 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+L, M = 24032 lbs -ft Shear : LC# 2 = D+L, v =11104, V@d =10605 lbs Deflection: LC# 2 = D+L EI=2150.90e06 lb-int/ply Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. i 0' Dead 1823 Live 3018; ry 4841; Bearing: ; Length Pe V / Criterion iAnalysis value � COMPANY PROJECT 'j 1 Shear V @d = 5790 R.C.E. I Hanson Residence V/Vr = WoodWorks' 1 0 Thorntree Dr -#1Chico CA 95973 fax Bending(+) 1 M = 19882 Mr = 30043 (530)894-8882 (53 (5 0.66 t Live Defl'n 0.12 = L/933 SOFMAQE FOR WOOD DESIGN ((530)894-8833; cj @ r-c-e.com R.C.E. 20020.52 0.39 Total Defl'.n 0.23 = Nov. 7, 2002 13:34:44 i Fb7 L/240 Design Check Calculation Sheet ADDITIONAL DATA: LOADS: ( Ibs, psf, or plf ) ;Load Type Distribution Magnitude Location [ft) 'Pattern CL CF CV Cfu Start End Start End Load? Fb'+= 2800 1.15 1.00 1.00 1 Live Partial Area 40 (6.25)' 0.00 5.25 ; No 1.00 3 2 i Dead Point 2012 5.25 No (CH = 1.000) 3 Snow Point 3240 5.25 No 4 Dead Partial Area i 13 (6.25)* 0.00 5.25 No E' = 1.8 million 1.00 1.00 5 Dead Full Area ! 7 (8.00) No 3 6 Live Partial Area j 10 (6.25)* 5.25 9.50 No 7 Dead Partial Area ; 5 (6.25) 5.25 9.50 ( No 't;.. 8 Dead ; Point 870 6.75 No 9 Snow i Point i 1931 I 6.75 I No *Tributary Width (ft) MAXIMUM REACTIONS (lbsj and BEARING LENGTHS (in) : LVL n -ply, 1.8E, 2800Fb, 1-314x14", 2-Plys Self Weight of 14.12 plf automatically included in loads; Load combinations: ICBO-UBC 0' Dead 1823 Live 3018; Total 4841; Bearing: ; Length 1.8, LVL n -ply, 1.8E, 2800Fb, 1-314x14", 2-Plys Self Weight of 14.12 plf automatically included in loads; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (lbs, Ibs-ft, or in) Criterion iAnalysis value Design Value 'Analysis/Design 1 Shear V @d = 5790 Vr = 10707 V/Vr = 0.54 Bending(+) 1 M = 19882 Mr = 30043 M/Mr = 0.66 t Live Defl'n 0.12 = L/933 0.32 = L/360 0.39 Total Defl'.n 0.23 = L/490 0.48 = L/240 0.49 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2800 1.15 1.00 1.00 1.000 0.98 1.000 1.00 1.00 3 Fv' = 285 1.15 1.00 1.00 (CH = 1.000) 3 Fcp'= 750 1.00 1.00 - E' = 1.8 million 1.00 1.00 3 Custom duration factor for Wind load = 1.33 Bending(+): LC# 3 = D+L+S, M = 19882 lbs -ft Shear : LC# 3 = D+L+S, V = 5948, V@d = 5790 lbs Deflection: LC# 3 = D+L+S EI=1440.60e06 lb-int/ply Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) 91-6" 2284 3731 6016'•' 2.3' DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. F�: P,� 6� !COMPANY ! PROJECT R.C.E. Hanson Residence WoodWorks° i (53 0 Thorntree Drx (5 Chico CA 95973 .r; i (530) 894-8833; fax (530) 894-8882 SOrfWARE FOR WOOD DESIGN Icj@r-c-e.com R.C.E. 20020.52 Nov. 7, 2002 16:00:03 Fb9 I Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) !;Load{ Type Distribution I Magnitude Location [ft] Pattern I Start End I Start End Load? 1 ' Snow I Full Area I 60 (4.50)t No 2 Dead Full Area 13 (4.50)1 ! No *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 4xbeams, D.Fir-L, No. 2,4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion jAnalysis Value Design Value (Analysis/Design i Shear Ifv @d = 81 Fv' = 109 I fv/Fv' = 0.74 Bending(+) fb = 518 Fb' = 1308 fb/Fb' = 0.40 Bending(-) i fb = 921 Fb' = 1306 fb/Fb' = 0.71 Live Defl'n ; 0.04 = <L/999 0.25 = L/360 0.17 Total Defl'n 0.06 = <L/999 0.38 = L/240 0.16 ADDITIONAL DATA: }` FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 875 1.15 1.00 1.00 1.000 1.30 1.000 1.00 1.00 2 Fb'-= 875 1.15 1.00 1.00 0.998 1.30 1.000 1.00 1.00 2 Fv' = 95 1.15 1.00 1.00 (CH = 1.000) 2 j Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+S, M = 1323 lbs -ft Bending(-): LC# 2 = D+S, M = 2352 lbs -ft Shear LC# 2 = D+S, V = 1568, V@d = 1366 lbs .i;,.• Deflection: LC# 2 = D+S EI= 177.84e06 lb -int ;2 Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) " (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 0' 7'-6" 15' Dead 181: 1 605! 181 Live j 759i 25311 i 759' Total 9411 31361 941: Bearing: Length 1.0! f 1.41 1.0 4xbeams, D.Fir-L, No. 2,4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion jAnalysis Value Design Value (Analysis/Design i Shear Ifv @d = 81 Fv' = 109 I fv/Fv' = 0.74 Bending(+) fb = 518 Fb' = 1308 fb/Fb' = 0.40 Bending(-) i fb = 921 Fb' = 1306 fb/Fb' = 0.71 Live Defl'n ; 0.04 = <L/999 0.25 = L/360 0.17 Total Defl'n 0.06 = <L/999 0.38 = L/240 0.16 ADDITIONAL DATA: }` FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 875 1.15 1.00 1.00 1.000 1.30 1.000 1.00 1.00 2 Fb'-= 875 1.15 1.00 1.00 0.998 1.30 1.000 1.00 1.00 2 Fv' = 95 1.15 1.00 1.00 (CH = 1.000) 2 j Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+S, M = 1323 lbs -ft Bending(-): LC# 2 = D+S, M = 2352 lbs -ft Shear LC# 2 = D+S, V = 1568, V@d = 1366 lbs .i;,.• Deflection: LC# 2 = D+S EI= 177.84e06 lb -int ;2 Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) " (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' Dead COMPANY I PROJECT 2860; ® ! R.C.E. 3060 Thorntree Dr.#10 Chico CA 959731 Hanson Residence Length WoodWorks SOFFWARF FOR WOODDOICN 0.47 (530) 894-8833; fax (530) 894-8882 1 cj@r-c-e.com ' R.C.E. 20020.52 fb = 1594 Fb' = Nov. 7, 2002 16:00:36 ! Fb10 0.58 Design Check Calculation Sheet Live Defl'n LOADS: ( lbs, psf, or plf ) = L/732 0.43 = .Load Type 1 Live 2 Dead 3 Snow 4 Dead Distribution i Magnitude Start EndStart Full Area ! 40 (6.50), Full Area 38 (6.50) Full Area 60 (3.00)1 Full Area j 29 (3.00) Location (ft] iPattern i End Load? No i i No No I No i *Tributary Width (ft) 0.45 = L/342 MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : Glulam-Simple, VG West.DF, 24F -V4, 5-118x12" Self Weight of 14.61 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion 0' Dead 2168! Live 2860; Total i 5028 Bearing: I i Length 1.5! Glulam-Simple, VG West.DF, 24F -V4, 5-118x12" Self Weight of 14.61 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value iDesign Value Analysis/Design Shear fv @d = 104 Fv' = 218 s fv/Fv' = 0.47 Bending(+) fb = 1594 Fb' = 2760 fb/Fb' = 0.58 Live Defl'n 0.21 = L/732 0.43 = L/360 0.49 Total Defl'n 0.45 = L/342 0.65 = L/240 0.70 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.00 3 Fv' = 190 1.15 1.00 1.00 3 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 3 Custom duration factor for Wind load = 1.33 Bending(+): LC# 3 = D+L+S, M = 16342 lbs -ft Shear : LC# 3 = D+L+S, V = 5028, V@d = 4255 lbs Deflection: LC# 3 = D+L+S EI=1328.38e06 lb-in2 Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) ?5M 13' 2168' 2860 5028 1.5 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY R.C.E. Q)WoodWorks`� (530 T94-88 3; Dr.#10 Chico CA 95973 (530)894-8833; fax (530)894-8882 SOFTWARE FOR WOOD DESIGN cj@r-c-e.com Oct. 23, 2002 15:32:03 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude 108 Dead 108 Start End_ fv @d = 1 Dead Full Area 8 (16.0) 413 2 Live Full Area 40 (16.0) 521 -- -------- Location [ft) Pattern Start End Load? No Yes *Trioutary wiaLn tin) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' PROJECT Hanson Residence R.C.E. 20020.52 Fj1 15'-6" Lumber -soft, D.Fir-L, No.2, 2x10" Spaced at 16" c/c; Self Weight of 3.3 pif automatically included in loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value 108 Dead 108 Shear fv @d = Live 413 95 413 Total 521 1133 521 Bearing: --------- ---- ---------- Live Defl'n 0.44 = Length 1.0 L/360 1.0 Lumber -soft, D.Fir-L, No.2, 2x10" Spaced at 16" c/c; Self Weight of 3.3 pif automatically included in loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value- Analysis/Design Shear fv @d = 51 Fv' = 95 fv/Fv' = 0.53 Bending(+) fb = 1133 Fb' = 1138 fb/Fb' = 0.99 Live Defl'n 0.44 = L/425 0.52 = L/360 0.85 Total Defl'n 0.61 = L/305 0.77 = L/240 0.79 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.10 1.000 1.00 1.15 2 Fv' = 95 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+L, M = 2019 lbs -ft Shear : LC# 2 = D+L, V = 521, V@d = 469 lbs Deflection: LC# 2 = D+L EI= 158.29e06 lb -int Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, -=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY R.C.E. WoodWorks® (53 0 T94-88 3; Dr.fax (5 Chico CA 95973 (530)894-8833; fax (530)894-8882 SOFFWARF FOR WOOD DESIGN cj@r-c-e.com Oct. 23, 2002 15:32:43 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft) Pattern Analysis/Design -- Shear fv @d = Start End Start End Load? _ No 1 Dead Full Area _ _ 8 (16.0) -- 2 Live Full Area 40 (16.0) _-- - _-- Yes *Tributary Wlatn tin) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 1.-9„ PROJECT Hanson Residence R.C.E. 20020.52 Fj2 5'-6" Dead 56 20 Live 215 100 Uplift 1 Total 271 120 Bearing: --- ---------- -- -- Length 0.0 - - 1.0 - _ -- - - 1.0 Lumber -soft, D.Fir-L, No.2, 2x10" Spaced at 16" c/c; Self Weight of 3.3 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design - Value_ Analysis/Design -- Shear fv @d = 11 Fv' = 95 fv/Fv = 0.12 Bending(+) fb = 60 Fb' = 1138 fb/Fb' = 0.05 Bending(-) fb = 58 Fb' = 1077 fb/Fb' = 0.05 Live Defl'n 0.00 = <L/999 0.12 = L/180 0.02 Total Defl'n 0.00 = <L/999 0.18 = L/120 0.02 Bending(+): LC# 4 = D+L (pattern: _L), M = 108 lbs -ft Bending(-): LC# 3 = D+L (pattern: L_), M = 103 lbs -ft Shear : LC# 2 = D+L, V = 154, V@d = 102 lbs Deflection: LC# 3 = D+L (pattern: L_) EI= 158.29e06 lb -int Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. (a cantllever span governs aerieczlon) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cv Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.10 1.000 1.00 1.15 4 Fb'-= 900 1.00 1.00 1.00 0.946 1.10 1.000 1.00 1.15 3 Fv' = 95 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 3 Custom duration factor for Wind load = 1.33 Bending(+): LC# 4 = D+L (pattern: _L), M = 108 lbs -ft Bending(-): LC# 3 = D+L (pattern: L_), M = 103 lbs -ft Shear : LC# 2 = D+L, V = 154, V@d = 102 lbs Deflection: LC# 3 = D+L (pattern: L_) EI= 158.29e06 lb -int Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 2 COMPANY PROJECT R.C.E. Hanson Residence WoodWorks� (53 0 T94-88 3; Dr.fax (5 Chico CA 95973 (530)894-8833; fax (530)894-8882 SOFMARE FOR WOOD DES/GN cj@r-c-e.com R.C.E. 20020.52 Oct. 23, 2002 15:33:04 Fj3 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location (ft] Pattern fv @d = 33 Fv' = Start End 8 (12.0) Start End 3.51 17.51 Load? No 1 Dead Partial Area 2 Live Partial Area 40 (12.0) 3.51 17.51 No "'rriDuLary w1uLn kln) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' Dead 98 Live 280 Total378 Bearing: ----- - - -- -- - - Len4th 1.01 21' 98 280 378 1 Lumber-soft, D.Fir-L, No.2, 2x12" Spaced at 12" c/c; Self Weight of 4.01 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC #### WARNING: Member length exceeds typical stock length of 18.0 [ft] SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design'V_alue Fb'+= 900 1.00 1.00 1..00 1.000 1.00 1.000 1.00 1.15 Shear fv @d = 33 Fv' = 95 Bending(+) fb = 976 Fb' = 1035 Live Defl'n 0.53 = L/471 0.70 = L/360 Total Defl'n 0.79 = L/320 -1.05 =_ L/240 Analysis/Design fv/Fv' = 0.35 fb/Fb' = 0.94 0.76 0.75 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1..00 1.000 1.00 1.000 1.00 1.15 2 Fv' = 95 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for wind load = 1.33 Bending(+): LC# 2 = D+L, M = 2573 lbs -ft Shear : LC# 2 = D+L, V = 378, V@d = 374 lbs Deflection: LC# 2 = D+L EI= 284.76e06 lb -int Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1 - -� Lumber -soft, D.Fir-L, No.2, 2x12" Spaced at 12" Uc; Self Weight of 4.01 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC fI### WARNING: Member length exceeds typical stock length of 18.0 [ft] SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion lAnalysis Value Design Value Analysis/Design .; Shear ifv @d = 33 Fv' = 95 fv/Fv' = 0.35 i Bending(+) , fb = 976 Fb' = 1035 fb/Fb' = 0.99 Live Defl'n 0.53 = L/971 0.70 = L/360 0.76 f Total Defl'n 1 0.79 = L/320 11.05 = L/290 0.75 I ADDITIONAL DATA: 0. P'5913 Dead .COMPANY PROJECT Live R.C.E. I Hanson Residence WoodWorks`� 0 Thorntree Drx Chico CA 959731 378 Bearing: (530)894-8833; fax (530)894-8882 i (53 (5 1.0 SOFMARE FOR WOOD DESIGN cj@r-c-e.com R.C.E. 20020.52 Deflection: LC# 2 = D+L EI= 289.76e06 lb -int Nov. 7, 2002 16:28:04 I Fj3 Design Check Calculation Sheet (D=dead L=live S=snow W=wind I=impact C=construction) LOADS: ( lbs, psf, or plf ) (All LC's are listed in the Analysis output) Load i Type Distribution Magnitude Location [ft] !Pattern 1. Please verify that the default deflection limits are appropriate for your application. Start End Start End ;Load? 1 Dead i Partial Area j 8 (12.0)+ 3.51 17.51 No 2 Live Partial Area 90 (12.0)# 3.51 17.51 No *Tributary Width (in) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : Lumber -soft, D.Fir-L, No.2, 2x12" Spaced at 12" Uc; Self Weight of 4.01 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC fI### WARNING: Member length exceeds typical stock length of 18.0 [ft] SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion lAnalysis Value Design Value Analysis/Design .; Shear ifv @d = 33 Fv' = 95 fv/Fv' = 0.35 i Bending(+) , fb = 976 Fb' = 1035 fb/Fb' = 0.99 Live Defl'n 0.53 = L/971 0.70 = L/360 0.76 f Total Defl'n 1 0.79 = L/320 11.05 = L/290 0.75 I ADDITIONAL DATA: 0. 21' Dead 98; 98 Live 280; 280 Total 378. 378 Bearing: 1.0 . Length 1.0: Lumber -soft, D.Fir-L, No.2, 2x12" Spaced at 12" Uc; Self Weight of 4.01 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC fI### WARNING: Member length exceeds typical stock length of 18.0 [ft] SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion lAnalysis Value Design Value Analysis/Design .; Shear ifv @d = 33 Fv' = 95 fv/Fv' = 0.35 i Bending(+) , fb = 976 Fb' = 1035 fb/Fb' = 0.99 Live Defl'n 0.53 = L/971 0.70 = L/360 0.76 f Total Defl'n 1 0.79 = L/320 11.05 = L/290 0.75 I ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.15 2 Fv' = 95 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+L, M = 2573 lbs -ft Shear : LC# 2 = D+L, v = 378, V@d = 379 lbs Deflection: LC# 2 = D+L EI= 289.76e06 lb -int Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. X814 (COMPANY ! PROJECT ® R.C.E. I Hanson Residence 3060 Thorntree Dr.#10 Chico CA 959731 WoodWorKS(530)894-8833;fax(530) 894-8882 SOE'1WAREFOA WOOD DESIGN cj@r-c-e.com i R.C.E. 20020.52 Nov. 7, 2002 16:01:41 i Fj4 I Design Check Calculation Sheet LOADS: ( lbs, psf, or plf Load Type ; Distribution i Magnitude Location [ft] Pattern 1 Start End i Start End Load? 1 Dead Full Area ; 5 (29.0)* No 2 Live Full Area 10 (29.0) Yes *Tributary Width (in) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in)': 0 15'-6" 0 ! 981 Dead 98i i 155: Live ! 155!253 Total 253! Bearing: 1.01 Length 1.0; Lumber -soft, D.Fir-L, No.2, 2x8" Spaced at 24" Gc; Self Weight of 2.58 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion !Analysis Value(Design Value iAnalysis/Design Shear fv @d = 32 Fv' = 95 fv/Fv' = 0.34 1 Bending(+) fb = 894 I Fb' = 1242 I fb/Fb' = 0.72 Live Defl'n ! 0.34 = L/545 ! 0.52 = L/360 0.66 Total Defl'n 0.66 = L/280 0.77 = L/240 ; 0.85 ! ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.20 1.000 1.00 1.15 2 Fv' 95 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 E' = 1.6 million 1.00 1.00 2 .Custom duration factor for wind load = 1.33 Bending(+): LC# 2 = D+L, M = 979 lbs -ft Shear : LC# 2 = D+L, V = 253, v@d = 233 lbs Deflection: LC# 2 = D+L EI= 76.21e06 lb-in2 Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, -=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of ND§ Clause 4.4.1. _i WoodWorks� 50F7WARf FOR W000 OF.SILN LOADS: ( lbs, psf, or plf ) Load Type i Distribution 1 1 Dead Partial Area 2 • Live I Full Area 3 ; Dead Partial Area 4 Live ; Point *Tributary Width (ft) PS 515- COMPANY 1S COMPANY PROJECT R.C.E. Hanson Residence 3060 Thorntree Dr.#10 Chico CA 95973; (530) 894-8833; fax (530) 894-8882 cj@r-c-e.com , R.C.E. 20020.52 Nov. 7, 2002 11:53:10 Fj5 Design Check Calculation Sheet Magnitude i Location [ft] 'Pattern Start End 962 Start End iLoad? 5 (1.33); fb = 15.50 19.50 i No 40 (1.33)1 1 fb = 206 Fb' = 1 Yes 13 (1.33)1 0.18 = 0.00 15.50 j No 50 Total Defl'n 0.28 = 19.50 = I Yes MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : ' 0' 15'-6" Dead 179; I 245 Live 4131 717: Total 592; 962 Bearing: Fv' = Length 1.0• 1.0' 0.0 Lumber n -ply, D.Fir-L, No.2, 2x10", 2-Plys fb = Self Weight of 6.59 plf automatically included in loads; I Fb' = Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC #### WARNING: Member length exceeds typical stock length of 18.0 [ft] Bending(-) SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In Criterion ;Analysis Value Design Value 'Analysis/Design Shear :fv @d = 32 Fv' = 95 fv/Fv' = 0.33 Bending(+) fb = 636 I Fb' = 990 fb/Fb' = 0.64 i Bending(-) 1 fb = 206 Fb' = 983 i fb/Fb' = 0.21 ; Live Defl'n 0.18 = L/265 0.27 = 10.53 L/180 i 0.68 Total Defl'n 0.28 = L/169 = L/90 0.53 (a cantilever span governs deflection) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.10 1.000 1.00 1.00 3 Fb'-= 900 1.00 1.00 1.00 0.993 1.10 1.000 1.00 1.00 2 Fv' = 95 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 62.5 1.00 1.00 - E' = 1.6 million 1.00 1.00 3 Custom duration factor for Wind load = 1.33 Bending(+): LC# 3 = D+L (pattern: L ), M = 2267 lbs -ft Bending(-): LC# 2 = D+L, M = 733 lbs -ft Shear : LC# 2 = D+L, v = 646, V@d = 586 lbs Deflection: LC# 3 = D+L (pattern: L_) EI= 158.29e06 lb-in2/ply Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, -=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top -loaded. Where beams are side -loaded, special fastening details may be required. WoodWorks® SOfn4ANf !UA WOUD OfS1GN P5 P516 ;COMPANY j PROJECT R.C.E. 1 Hanson Residence 3060 Thorntree Dr.#10 Chico CA 959731 (530) 894-8833; fax (530) 894-8882 ; Icj@r-c-e.com R.C.E. 20020.52 Nov. 7, 2002 16:02:02 I Fj6 Design Check Calculation Sheet LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude j Location (ft] Pattern I Start End I Start End ;Load? 1 1 Dead Full Area 38 (16.0)1 No 2 Live Full Area i 40 (16.0) Yes *Tributary Width (in) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 8'-6" 232 227. 459 1.0 Lumber -soft, D.Fir-L, No.2, 202" Spaced at 16" d/c; Self Weight of 4.01 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in Criterion ;Analysis value Design value jAnalysis/Design Shear ifv @d = 32 Fv' = 95 fv/Fv' = 0.33 Bending(+) fb = 370 Fb' = 1035 fb/Fb' = 0.36 i Live Defl'n 0.02 = <L/999 0.28 = L/360 0.08 Total Defl'n 0.06 = <L/999 0.28 = L/360 0.20 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.15 2 Fv' = 95 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+L, M = 975 lbs -ft Shear : LC# 2 = D+L, V = 459, V@d = 358 lbs Deflection: LC# 2 = D+L EI= 284.76e06 lb-in2 Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 0' Dead i 232 Live 227' Total 459, Bearing: Length 1.0 8'-6" 232 227. 459 1.0 Lumber -soft, D.Fir-L, No.2, 202" Spaced at 16" d/c; Self Weight of 4.01 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in Criterion ;Analysis value Design value jAnalysis/Design Shear ifv @d = 32 Fv' = 95 fv/Fv' = 0.33 Bending(+) fb = 370 Fb' = 1035 fb/Fb' = 0.36 i Live Defl'n 0.02 = <L/999 0.28 = L/360 0.08 Total Defl'n 0.06 = <L/999 0.28 = L/360 0.20 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.15 2 Fv' = 95 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+L, M = 975 lbs -ft Shear : LC# 2 = D+L, V = 459, V@d = 358 lbs Deflection: LC# 2 = D+L EI= 284.76e06 lb-in2 Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY R.C.E. WoodWorks� (53 0 T94-88 3; Dr.fax (5 Chico CA 95973 (530)894-8833; fax (530)894-8882 SOFTWARE FOR WOOD DESIGN cj@r-c-e.com Oct. 23, 2002 15:29:16 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft) Pattern 0.29 2074 V @d = 1534 Start End Start End Load? 1 Dead Triangular 225 0.00 0.00 10.75 No 2 Snow Triangular 525 0.00 0:00 10.75 _ Yes MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : n' 1' PROJECT Hanson Residence R.C.E. 20020.52 Rb1 e 10'-9" Dead Analysis 931 Design 354 Live 0.29 2074 V @d = 1534 761 Total M = 3005 Mr = 1115 Bearing: 0.27 Bending(-) ---"-- 1.0 Length 0.0 2.3 __ Live Defl'n LVL n -ply, 1.8E, 2800Fb, 1-3/4x14 1 -ply Self Weight of 7.06 plf automatically included in loads; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: ( lbs, lbs -ft, or in) Criterion Analysis Value Design Value Analysis/Design V/Vr = 0.29 Shear V @d = 1534 Vr = 5353 Bending(+) M = 4108 Mr = 15021 M/Mr = 0.27 Bending(-) M = 367 Mr = 15021 M/Mr = 0.02 Live Defl'n 0.02 = L/534 0.07 = L/180 1.00 1.000 0.34 Total Defl'n 0.04 = L/323 0.10 = L/120 1.00 0.37 Bending(+): LC# 4 = D+S (pattern: sS), M = 4108 lbs -ft Bending(-): LC# 2 = D+S, M = 367 lbs -ft Shear : LC# 2 = D+S, V = 2283, V@d = 1534 lbs Deflection: LC# 4 = D+S (pattern: sS) EI= 720.30e06 lb -int Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. to r-anLlleVei Z>Yatl YVVc 10 -1-1 1 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2800 1.15 1.00 1.00 1.000 0.98 1.000 1.00 1.00 4 Fb'-= 2800 1.15 1.00 1.00 1.000 0.98 1.000 1.00 1.00 2 Fv' = 285 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 - E' = 1.8 million 1.00 1.00 4 Custom duration factor for Wind load = 1.33 Bending(+): LC# 4 = D+S (pattern: sS), M = 4108 lbs -ft Bending(-): LC# 2 = D+S, M = 367 lbs -ft Shear : LC# 2 = D+S, V = 2283, V@d = 1534 lbs Deflection: LC# 4 = D+S (pattern: sS) EI= 720.30e06 lb -int Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. --------•-._ _ COMPANY - ---•----- R.C.E. WoodWork5� (530 T94-88 3; Dr.fax (5 Chico CA 95973 (530) 894-8833; fax (530) 894-8882 SOF/WARE FOR WOOD DESIGN cj@r-c-e.com Oct. 23, 2002 15:29:22 Design Check Calculation Sheet LOADS: ( lbs. osf, or Dif ) Load Type Distribution Magnitude Location [ft) Pattern Shear 2168 3152 Start End Start End Load? No 1 Dead Triangular 225 0.00 2 Snow Triangular 525 0.00 0.00 13.83 Yes 3 Snow Triangular 285 0.00 0.00 13.83 Yes 4 Dead __Triangular 0.10 = 112 0.00 0.00 13.83 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 14'-1 V, A. 1'-3•, PROJECT Hanson Residence R.C.E. 20020.52 Rb2 12 13'-10" LVL n -ply, 1.8E, 2800Fb, 1-3/4x14", 2=Plys Slope: 32.5 deg;, Total length: 16'-4.8", Self Weight of 14.12 plf automatically Included In loads; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: ( lbs, lbs -ft, or in) Criterion Anal sis Value Design 828 Dead Shear 2168 3152 1483 Live V/Vr 4137 Bending(+) M = Total Mr = 6304 --`" -- 2311 Bearing: M - 930 - - 1.0 Len th 0.0 2.4 ------------.-__-- _---- L/270 LVL n -ply, 1.8E, 2800Fb, 1-3/4x14", 2=Plys Slope: 32.5 deg;, Total length: 16'-4.8", Self Weight of 14.12 plf automatically Included In loads; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: ( lbs, lbs -ft, or in) Criterion Anal sis Value Design Value Analysis/Design Shear V @d = 3152 Vr = 10707 V/Vr = 0.29 Bending(+) M = 11183 Mr = 30043 M/Mr = 0.37 Bending(-) M - 930 Mr = 30043 M/Mr = 0.03 Live Defl'n 0.07 - L/270 0.10 = L/180 1.00 0.67 Total Defl'n 0.12 = L/152 0.15 = L/120 0.79 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LCH Fb'+= 2800 1.15 1.00 1.00 1.000 0.98 1.000 1.00 1.00 4 Fb'-= 2800 1.15 1.00 1.00 1.000 0.98 1.000 1.00 1.00 2 Fv' - 285 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 - E' = 1.8 million 1.00 1.00 4 Custom duration factor for Wind load = 1.33 Bending(+): LCH 4 = D+S (pattern: sS), M = 11183 lbs -ft Bending(-): LCH 2 - D+S, M = 930 lbs -ft Shear : LCH 2 - D4 -S, V - 4043, V@d - 3152 lbs Deflection: LCH 4 - D+S (pattern: sS) EI=1440.60e06 lb-in2/ply Total Deflection - 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 4. SLOPED BEAMS: level bearing is required for all sloped beams. ►9 COMPANY R.C.E. WoodWork5 (53 0 T94-88 3' Dr.#10 Chico CA 95973 (530) 894-8833; fax (530) 894.8882 TOinVAREFOR WOOD O IGN cj@r-c-e.com Oct. 23, 2002 15:29:31 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft) Start End Pattern Load? _ 1 Dead Triangular 225 0.00 0.00 13.83 No 2 Snow Triangular 525 0.00 0.00 13.83 Yes 3 Snow Triangular 285 0.00 0.00 13.83 Yes 4 Dead Triangular 112 0.00 0.00 13.83 No 5 Dead Point 1182 13.83 No 6 1 Snow Point 2244 13.83 Yes MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 16'-4.8., 0' 1'-3" PROJECT Hanson Residence R.C.E. 20020.52 Rb3 15'•1" LVL n -ply, 1.8E, 2800Fb, 1-3/4x14", 2-Plys Slope: 32.5 deg;, Total length: 17'-10.6", Self Weight of 14.12 pif automatically included in loads; Load combinations: ICBO-UBC This section FAILS the design check #### WARNING: This section violates the following design criteria: #### Deflection SECTION vs. DESIGN CODE NDS -1997: ( lbs, lbs -ft, or in) Criterion Analysis Value Design Value Analysis/Design 1865 Dead V @d = 4125 2334 V/Vr = 0.39 Live M = 14258 4441 M/Mr = 0.47 3421 Total M = 930 6775 M/Mr = 0.03 5286 Bearing: -------- ._-.-._ --------------- -- --------- 0.10 = L/180 - 2.0 Len th 0.0 2.6 -. LVL n -ply, 1.8E, 2800Fb, 1-3/4x14", 2-Plys Slope: 32.5 deg;, Total length: 17'-10.6", Self Weight of 14.12 pif automatically included in loads; Load combinations: ICBO-UBC This section FAILS the design check #### WARNING: This section violates the following design criteria: #### Deflection SECTION vs. DESIGN CODE NDS -1997: ( lbs, lbs -ft, or in) Criterion Analysis Value Design Value Analysis/Design Shear V @d = 4125 Vr = 10707 V/Vr = 0.39 Bending(+) M = 14258 Mr = 30043 M/Mr = 0.47 Bending(-) M = 930 Mr = 30043 M/Mr = 0.03 Live Defl'n 0.09 = L/189 0.10 = L/180 0.95 Total Defl'n 0.17 = L/106 0.15 = L/120 1.13 (a uanLiieveL span yovernS Get eCLionj ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cv Cfu Cr LCH Fb'+- 2800 1.15 1.00 1.00 1.000 0.98 1.000 1.00 1.00 4 Fb'-= 2800 1.15 1.00 1.00 1.000 0.98 1.000 1.00 1.00 2 Fv' - 285 1.15 1.00 1.00 (CH = 1.000) 4 Fcp'= 750 1.00 1.00 - E' = 1.8 million 1.00 1.00 4 Custom duration factor for Wind load = 1.33 Bending(+): LCH 4 - D+S (pattern: sS), M = 14258 lbs -ft Bending(-): LCH 2 - D+S, M - 930 lbs -ft Shear : LCH 4 = D+S (pattern: sS), V = 4361, V@d = 4125 lbs Deflection: LCH 4 = D+S (pattern: sS) EI=1440.60e06 lb-int/ply Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X-L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection Is for preliminary design only. For final member design contact your local SCL manufacturer. 3. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all pays. 4. SLOPED BEAMS: level bearing is required for all sloped beams. 3 COMPANY R.C.E. WoodWorks� (53 0 T94-88 3; Dr.ti10 Chico CA 95973 (530)894-8833; fax (530)894-8882 SO"WARE FOR WOOD DiSIGN cj@r-c-e.com Oct. 14, 2002 14:34:46 Design Check Calculation Sheet LOADS: ( lbs, psf, or Of ) Load Type Distribution Magnitude Start _End ______Start Location (ft] _ End --Load? Pattern _ 1 Snow Triangular 285 0.00 0.00 10.25 Yes 2 Dead Triangular 112 0.00 0.00 10.25 No 3 Dead Point 1865 8.50 No 4 Snow Point 3421 8.50 Yes 5 Snow Triangular 0 285.00 10.25 20.50 Yes 6 Dead Triangular 0 112.00 10.25 20.50 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0. PROJECT Hanson Residence R.C.E. 20020.52 Rb4 20'-6" Dead 1890 Design Fv' = 1572 Live 3463 fv @d = 78 2879 Total 5353 Fb' = 4451 fb/Fb' = 0.56 Live Defl'n 0.32 = L/773 Bearing: L/360 0.47 Total Defl'n Length 1.6 _ 1.3 Glulam-Simple, VG West.DF, 24F -V4, 5-118x18" Self Weight of 21.91 plf automatically included in loads; I Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Fv' = _Value 218 Analysis/Design fv/Fv' = 0.36 Shear fv @d = 78 Bending(+) fb = 1492 Fb' = 2657 fb/Fb' = 0.56 Live Defl'n 0.32 = L/773 0.68 = L/360 0.47 Total Defl'n 0.59 = L/419 1.02_= L/240 0.57 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.15 1.00 1.00 1.000 1.00 0.963 1.00 1.00 2 Fv' = 190 1.15 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+S, M = 34416 lbs -ft Shear LC# 2 = D+S, V = 5353, V@d = 4775 lbs Deflection: LC# 2 = D+S EI=4483.28e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 113 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). F F COMPANY PROJECT R.C.E. Hanson Residence WoodWorks® (53 0 T94-88 3; Dr.fax (5 Chico CA 95973 (530)894-8833; fax (530)894-8882 SOFTWARE FOR WOOD DtSIGN cj@r-c-e.com R.C.E. 20020.52 Oct. 14, 2002 14:35:23 Rb5 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Shear 1931 Total Start End Start End - Load? _ No 1 Dead Full Area 26 (4.50) 2 Snow Full Area 60 (9.50)1 Total Defl'n No 3 Dead Partial Area 26 (1.00) 0.00 7.00 No 4 Snow Partial Area 60 (1_00) i- -0_00 7.00 ---No - MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : n' 13'-6" Dead 954 Value 868 Live 2134 Shear 1931 Total 3088 9990 2800 Bearing: M/Mr = 0.67 - 2.1 Length 2.4 ---- ---------- ----- - 0.70 LVL n -ply, 1.8E, 2800Fb, 1-314x14", 1 -ply Self Weight of 7.06 plf automatically included in loads; Load combinations: ICBO-UBC j SECTION vs. DESIGN CODE NDS -1997: ( lbs, lbs -ft, or in) Criterion Analysis Value Design Vr = Value 5353 A_n_a_lysis/Design V/Vr = 0.47 Shear v @d = 2531 Bending(+) M = 9990 Mr = 15021 M/Mr = 0.67 Live Defl'n 0.31 = L/517 0.45 = L/360 0.70 Total Defl'n 0.52 = L/309 0.67 = L/240 0.78 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2800 1.15 1.00 1.00 1.000 0.98 1.000 1.00 1.00 2 Fv' = 285 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Custom duration factor for wind load = 1.33 Bending(+): LC# 2 = D+S, M = 9990 lbs -ft Shear : LC# 2 = D+S, V = 3088, V@d = 2531 lbs Deflection: LC# 2 = D+S EI= 720.30e06 lb-in2 Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. COMPANY PROJECT '.' Hanson Residence R.C.E. ® 3060 Thorntree Dr.#10 Chico CA 95973 WoodWorks (530) 894-8833; fax (530) 894-8882 SOFOWARf FOR WOOD DESIGNcj@r-c-e.com ' R.C.E. 20020.52 Nov. 7, 2002 16:03:10 Rb6 Design Check Calculation Sheet ` LOADS: ( lbs, psf, or pif1. ) Load Type ! Distribution magnitude Location [ft] ;Pattern I Start End 1 Start End Load? ` 1 Dead Full Area 23 (11.75) i No 2 Snow Full Area 60 (11.75)} No *Tributary width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : ADDITIONAL DATA: 24'-6" LC# 0' CD j 3 718 i . Dead 3718! Fb'+= 2900 8636, Live I 8636; 12354 , Total 12354 1.00 - Bearing: 1.00 3.7 . Length 3.7, million 1.00 1.00 Glulam-Simple, VG West.DF, 24F44,541W2412" for Wind load = 1.33 Self Weight of 27.39 pif automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) 'Analysis value (Design value Analysis/Design Criterion :fv @d = 136 Fv' = 218 fv/Fv' 0.62 Shear Bending(+) fb = 2100 Fb' = 2552 ! fb/Fb' = 008802 Live Defl'n 10.65 = L/450 10.82 = L/360 i 1.23 = L/290 0.88 • Total Defl'n 1.07 = L/273 ADDITIONAL DATA: LC# FACTORS: F CD Cm 1.00 Ct CL CF CV 1.00 1.000 1.00 0.925 Cfu Cr 1.00 1.00 2 Fb'+= 2900 1.15 Fv' = 190 1.15 1.00 1.00 - Fcp'= 650 1.00 1.00 2 E' = 1.8 million 1.00 1.00 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+S, m = 75670 lbs -ft Shear : LC# 2 = D+S, V =12354, V@d =10463 lbs Deflection: LC# 2 = D+S EI=8756.40e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). ;COMPANY ® i R.C.E. 3060 Thorntree Dr -#10 Chico CA 95973 WoodworkS I (530) 894-8833; fax (530) 894-8882 SOfFWARF FOR WOOD DESIGN , c) @ r-c-e.com Nov. 7, 2002 13:36:54 Design Check Calculation Sheet '• LOADS: ( lbs, psf, or plf ) j Location (ftl Load ; Type f Distribution Pattern i Magnitude I i Start EndII Start End !Load. 1 Dead Full Area I 26 (5.50)t No 2 Snow Full Area 60 (5.50)* i No *Tributary Width (ft) MAXIMUM REACTIONS fibs) and BEARING LENGTHS (in) : Glulam-Simple, VG West.DF, 2044,5-1/8x`12" Self Weight of 14.61 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Pj r3x i PROJECT Hanson Residence R.C.E. 20020.52 j Rb7 Ll 16' 1239- 2 64 0: 239•2640: 3879- 1.2 Criterion iAnalysis Value 01 Dead 1239; Live 26401 Total ; 3879: Bearing: Live Defl'n 0.37 = L/524 Length 1.2 Glulam-Simple, VG West.DF, 2044,5-1/8x`12" Self Weight of 14.61 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Pj r3x i PROJECT Hanson Residence R.C.E. 20020.52 j Rb7 Ll 16' 1239- 2 64 0: 239•2640: 3879- 1.2 Criterion iAnalysis Value Design Value Analysis/Design Shear fv @d = 83 Fv' = 218 1 fv/Fv' _ 0.38 I Bending(+) fb = 1514 Fb' = 2760 1 fb/Fb' = 0.55 1 Live Defl'n 0.37 = L/524 0.53 = L/360 0.69 Total Defl'n 0.62 = L/307 j 0.80 = L/240 0.78 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.15 1.00 1.00 2 Fcp'= 650 1.00 1.00 2 E' = 1.8 million 1.00' 1.00 Custom duration factor for wind load = 1.33 Bending(+): LC# 2 = D+S, M = 15515 lbs -ft Shear LC# 2 = D+S, v = 3879, V@d = 3394 lbs Deflection: LC# 2 = D+S EI=1328.38e06 lb -int Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The Ioading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Pis zN COMPANY R.C.E. Chico CA 95973 0 T94-88 Wood Wo ks� PROJECT Hanson Residence r 3; fax (5 (530)894-8833; fax (530)894-8882 (53 SOFTWARE FOR WOOD DESIGN cj@r-c-e.com R.C.E. 20020.52 Oct. 23, 2002 15:30:43 Rb8 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Start End Start_ End Load? 1 Dead Full Area 26 (5.50P No 2 Snow Full Area 60 (5.50)17 No 3 Dead Point 853 7.75 No 9 Snow Point 1785 ! 7 _75 _ _ No -� *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) :ZI- 0' 15'-6" � �--�__-----__-�- --- 1691 Dead 1691 Live 3950 3950 Total 5091 5091 - Bearing: 1.5 Length 1.5 - - ------ -----.._. �- ---- - - - Glulam-Simple, VG West.DF, 24F -V4, 5-1/8x13-1/2" Self Weight of 16.43 plf automatically included -in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis /Design Shear fv @d = 98 Fv' = 218 fv/Fv' = 0.95 Bending(+) fb = 1915 Fb' = 2760 fb/Fb' = 0.69 Live Defl'n 0.35 = L/526 0.52 = L/360 0.68 Total Defl'n 0.61 = L/307 0.77__ L/290 0.78 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.15 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+S, M = 29838 lbs -ft Shear : LC# 2 = D+S, V = 5091, V@d = 9593 lbs Deflection: LC# 2 = D+S EI=1891.38e06 lb-in2 Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used In the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY R.C.E. Wood'Works� (53 0 T94-88 3; Dr.#10 Chico CA 95973 (530)894-8833; fax (530)894-8882 SOFtWARF FOR WOOD DESIGN r -c -e com cl @ Oct. 23, 2002 15:30:56 Design Check Calculation Sheet' LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft] Pattern Start End Load? 1 Dead Full Area 26 (4.50)1, No 2 Snow Full Area 60 (4.50)' _ _ No --rriDucary wioLn tLL) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 6'-6" 13'-9.6" PROJECT Hanson Residence R.C.E. 20020.52 Rb9 25'-9 Dead Live 387 773 Design Value_ 787 1571 -_-- - - 1653 3300 �- -_ 662 1322 Total 1161 Bending(+) 2357 353 4953 1552 1984 Bearing: fb = 389 ------ 1552 fb/Fb' = 0.25 Live Defl'n 0.05 = Length 1.0 __.1.0. 0.12 Total Defl'n 1 _l...-- .._ ------ --- 1.0 Timber -soft, D.Fir-L, No. 1, 8x,12" - Self Weight of 20.49 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value_ Analysis/Design Shear fv @d = 43 Fv' = 98 fv/Fv' = 0.44 Bending(+) fb = 353 Fb' = 1552 fb/Fb' = 0.23 Bending(-) fb = 389 Fb' = 1552 fb/Fb' = 0.25 Live Defl'n 0.05 = <L/999 0.40 = L/360 0.12 Total Defl'n 0.08 = <L/999 0.60 =_L/240 _ _ 0.14 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Fb'+= 1350 1.15 1.00 1.00 1.000 1.00 Fb'-= 1350 1.15 1.00 1.00 1.000 1.00 Fv' = 85 1.15 1.00 1.00 Fcp'= 625 1.00 1.00 E' = 1.6 million 1.00 1.00 Custom duration factor for Wind load = 1.33 CV Cfu Cr LC# 1.000 1.00 1.00 2 1.000 1.00 1.00 2 (CH = 1.000) 2 Bending(+): LC# 2 = D+S, M = 4859 lbs -ft Bending(-): LC# 2 = D+S, M = 5364 lbs -ft Shear : LC# 2 = D+S, V = 2878, V@d = 2490 lbs Deflection: LC# 2 = D+S EI=1520.85e06 lb-in2 Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) 'r' DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Pyg�� 11COMPANY ' PROJECT ® I R.C.E. Hanson Residence ' WoodWorks ' (53 0 Thorntree Drx (5 Chico CA 959731 (530) 894-8833; fax (530) 894-8882 SOFMARE PON WOOD O0aG-V 1ci@r-c-e.com R.C.E. 20020.52 Nov. 7, 2002 13:35:03 Rb10 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude , Location [ft) :Pattern Start End Start End :Load7 1 1 Dead I Full Area 26 (7.50)1 No 2 Snow Full Area 60 (7.00) , No j *Tributary Width (ft) RAAYIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' Dead 85311 Live 1785: Total 26381 Bearing: Length j 1.2' 4xbeams, D.Fir-L, No. 2,4x12" Self Weight of 9.35 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion ;Analysis Value Design Value iAnalysis/Design i Shear fv @d = 78 i Fv' = 109 fv/Fv' = 0.72 Bending(+) fb = 911 I Fb' = 1107 fb/Fb' = 0.82 Live Defl'n 0.07 = <L/999 0.28 = L/360 1 0.26 Total Defl'n - 0.13 = L/800 0.43 = L/240 ! 0.30 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 875 1.15 1.00 1.00 1.000 1.10 1.000 1.00 1.00 2 Fv' = 95 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 E' = 1.6 million 1.00 1.00 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+S, M = 5605 lbs -ft Shear : LC# 2 = D+S, V = 2638, V@d = 2056 lbs Deflection: LC# 2 = D+S EI= 664.45e06 lb -int Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 0-0 853 1785' 2638 1.2 ' COMPANY R.C.E. WoodWork5® (53 0 T94-88 3; Dr.fax (53 Chico CA 95973 (530) 894-8833; fax (530) 694-8882 SOFTWARE FOR WOOD DIS,cN cj@r-c-e.com Oct. 23, 2002 15:33:54 Design Check Calculation Sheet - LOADS: ( lbs, psf, or plf ) Location (ft) Pattern _ Start End Load? No ---- - --- - Yes Load Type Distribution Magnitude Start End 1 Dead Full Area 17 (24.0) 2 Snow Full Area 60 (24.0) 'Tributary Width (in) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 14'-0.4.. n' 1' PROJECT - Hanson Residence R.C.E. 20020.52 Rj1 11'-9" Dead 318 ------------------------- 265 Live 768 643 Total 1086 909 Bearing: - - ----------- - ----------- ------ Length 0.0 1.2 1.0 Lumber -soft, D.Fir-L, No.2, 2x12" Spaced at 24" c/c; Slope: 40.0 deg;, Total length: 15'-4.1", Self Weight of 4.01 pif automatically included in loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Desi n Value _ Analysis/Design Shear fv @d = 54 Fv' = 109 fv/Fv' = 0.50 Bending(+) fb = 919 Fb' = 1190 fb/Fb' = 0.77 Bending(-) fb = 32 Fb' = 1171 fb/Fb' = 0.03 Live Defl'n 0.06 = L/248 0.09 = L/180 0.72 Total Defl'n 0.10 = L/154 0.13 = L/120 -- 0.78 ka can uievec af+au yuvcum ucuc��-�, ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.15 4 Fb'-= 900 1.15 1.00 1.00 0.984 1.00 1.000 1.00 1.15 2 Fv' = 95 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'- 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 4 Custom duration factor for Wind load = 1.33 Bending(+): LC# 4 = D+S (pattern: sS), M = 2423 lbs -ft Bending(-): LC# 2 = D+S, M = 85 lbs -ft Shear : LC# 2 = D+S, V = 704, V@d = 610 lbs Deflection: LC# 4 = D+S (pattern: sS) EI= 284.76e06 lb -int Total Deflection = 1.50(Defln dead) + Defln_Live. (D -dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 213 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. SLOPED BEAMS: level bearing is required for all sloped beams. 7 Location (ft) Pattern _ Start End Load? No ---- - --- - Yes Load Type Distribution Magnitude Start End 1 Dead Full Area 17 (24.0) 2 Snow Full Area 60 (24.0) 'Tributary Width (in) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 14'-0.4.. n' 1' PROJECT - Hanson Residence R.C.E. 20020.52 Rj1 11'-9" Dead 318 ------------------------- 265 Live 768 643 Total 1086 909 Bearing: - - ----------- - ----------- ------ Length 0.0 1.2 1.0 Lumber -soft, D.Fir-L, No.2, 2x12" Spaced at 24" c/c; Slope: 40.0 deg;, Total length: 15'-4.1", Self Weight of 4.01 pif automatically included in loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Desi n Value _ Analysis/Design Shear fv @d = 54 Fv' = 109 fv/Fv' = 0.50 Bending(+) fb = 919 Fb' = 1190 fb/Fb' = 0.77 Bending(-) fb = 32 Fb' = 1171 fb/Fb' = 0.03 Live Defl'n 0.06 = L/248 0.09 = L/180 0.72 Total Defl'n 0.10 = L/154 0.13 = L/120 -- 0.78 ka can uievec af+au yuvcum ucuc��-�, ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.15 4 Fb'-= 900 1.15 1.00 1.00 0.984 1.00 1.000 1.00 1.15 2 Fv' = 95 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'- 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 4 Custom duration factor for Wind load = 1.33 Bending(+): LC# 4 = D+S (pattern: sS), M = 2423 lbs -ft Bending(-): LC# 2 = D+S, M = 85 lbs -ft Shear : LC# 2 = D+S, V = 704, V@d = 610 lbs Deflection: LC# 4 = D+S (pattern: sS) EI= 284.76e06 lb -int Total Deflection = 1.50(Defln dead) + Defln_Live. (D -dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 213 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. SLOPED BEAMS: level bearing is required for all sloped beams. 7 Lumber -soft, D.Fir-L, No.2, 2x12" Spaced at 24" c/c; Slope: 40.0 deg;, Total length: 15'-4.1", Self Weight of 4.01 pif automatically included in loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Desi n Value _ Analysis/Design Shear fv @d = 54 Fv' = 109 fv/Fv' = 0.50 Bending(+) fb = 919 Fb' = 1190 fb/Fb' = 0.77 Bending(-) fb = 32 Fb' = 1171 fb/Fb' = 0.03 Live Defl'n 0.06 = L/248 0.09 = L/180 0.72 Total Defl'n 0.10 = L/154 0.13 = L/120 -- 0.78 ka can uievec af+au yuvcum ucuc��-�, ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.15 4 Fb'-= 900 1.15 1.00 1.00 0.984 1.00 1.000 1.00 1.15 2 Fv' = 95 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'- 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 4 Custom duration factor for Wind load = 1.33 Bending(+): LC# 4 = D+S (pattern: sS), M = 2423 lbs -ft Bending(-): LC# 2 = D+S, M = 85 lbs -ft Shear : LC# 2 = D+S, V = 704, V@d = 610 lbs Deflection: LC# 4 = D+S (pattern: sS) EI= 284.76e06 lb -int Total Deflection = 1.50(Defln dead) + Defln_Live. (D -dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 213 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. SLOPED BEAMS: level bearing is required for all sloped beams. 7 ka can uievec af+au yuvcum ucuc��-�, ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.15 4 Fb'-= 900 1.15 1.00 1.00 0.984 1.00 1.000 1.00 1.15 2 Fv' = 95 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'- 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 4 Custom duration factor for Wind load = 1.33 Bending(+): LC# 4 = D+S (pattern: sS), M = 2423 lbs -ft Bending(-): LC# 2 = D+S, M = 85 lbs -ft Shear : LC# 2 = D+S, V = 704, V@d = 610 lbs Deflection: LC# 4 = D+S (pattern: sS) EI= 284.76e06 lb -int Total Deflection = 1.50(Defln dead) + Defln_Live. (D -dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 213 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. SLOPED BEAMS: level bearing is required for all sloped beams. 7 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 213 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. SLOPED BEAMS: level bearing is required for all sloped beams. 7 ?5B') - E; jCOMPANY PROJECT R.C.E. j Hanson Residence 3060 Thorntree Dr.#10 Chico CA 95973 WoodWorks' (530) 894-8833; fax (530) 894-8882 SOFIWAREFOR WOOD DESIGNc] @ r-c-e.com j R.C.E. 20020.52 Nov. 7, 2002 16:04:05 i Rj2 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) i Load j Type Distribution Magnitude Location [ft] IPattern ; Start End Start End Load) 1 i Dead 1 Full Area 17 (29.0) I No 2 Snow Full Area 60 (29.0). Yes 'Tributary Width (in) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 10'-9.7' Lumber -soft, D -Fir -L, No.2, 2x8" Spaced at 24" c/c; Slope: 40.0 deg;, Total length: 10'-9.2", Self Weight of 2.58 pif automatically included in loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion :Analysis Value Design Value !Analysis/Design Shear fv @d = 65 Fv' = 109 fv/Fv' = 0.59 Bending(+) fb = 1303 Fb' = 1928 fb/Fb' = 0.91 Live Defl'n 0.28 = L/962 0.36 = L/360 0.78 ! Total Defl'n 0.95 = L/289 0.59 = L/290 j 0.83 ADDITIONAL DATA: ,FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.15 1.00 1.00 1.000 1.20 1.000 1.00 1.15 2 Fv' = 95 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 E' = 1.6 million 1.00 1.00 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+S, M = 1927 lbs -ft Shear : LC# 2 = D+S, V = 530, V@d = 970 lbs Deflection: LC# 2 = D+S EI= 76.21e06 lb -int Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. SLOPED BEAMS: level bearing is required for all sloped beams. Ll 8'-3" 0' 197 Dead 197' 995 Live 9951 692 Total 692: Bearing: 1.0 Length I 1.01 Lumber -soft, D -Fir -L, No.2, 2x8" Spaced at 24" c/c; Slope: 40.0 deg;, Total length: 10'-9.2", Self Weight of 2.58 pif automatically included in loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion :Analysis Value Design Value !Analysis/Design Shear fv @d = 65 Fv' = 109 fv/Fv' = 0.59 Bending(+) fb = 1303 Fb' = 1928 fb/Fb' = 0.91 Live Defl'n 0.28 = L/962 0.36 = L/360 0.78 ! Total Defl'n 0.95 = L/289 0.59 = L/290 j 0.83 ADDITIONAL DATA: ,FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.15 1.00 1.00 1.000 1.20 1.000 1.00 1.15 2 Fv' = 95 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 E' = 1.6 million 1.00 1.00 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+S, M = 1927 lbs -ft Shear : LC# 2 = D+S, V = 530, V@d = 970 lbs Deflection: LC# 2 = D+S EI= 76.21e06 lb -int Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. SLOPED BEAMS: level bearing is required for all sloped beams. COMPANY R.C.E. WoodWorks`� (53 0 T94-88 3; Dr.#10 Chico CA 95973 (530) 894-8833; fax (530) 894-8882 SOFrWARF FOR WOOD DESIGN cj@r-c-e.com Oct. 23, 2002 15:34:26 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern 260 Shear 630 Start End Start End_ Load?_ - - 1 Dead Full Area 17 (29.0) No 2 Snow Full Area 60 ---(29.0) _ �_- - Yes - "rriDurar'y WlaLn tlll) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 13'-8.5., 0' PROJECT Hanson Residence R.C.E. 20020.52 Rj3 10'-6" Lumber -soft, D.Fir-L, No.2, 2x12" Spaced at 24" c/c; Slope: 40.0 deg;, Total length: 13'-8.5", Self Weight of 4.01 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBG -UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis ------... - -- --- -- - ---- - --- -- - - 2 60 Dead 260 Shear 630 Live 630 109 fv/F Total 890 ----- 890 Bearing: fb/F ----------- 1_0 Length 1.0 --__-_ _- -- 2 Lumber -soft, D.Fir-L, No.2, 2x12" Spaced at 24" c/c; Slope: 40.0 deg;, Total length: 13'-8.5", Self Weight of 4.01 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBG -UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design - Value-- Analys Shear fv @d = 52 Fv' = 109 fv/F Bending(+) fb = 887 Fb' = 1190 fb/F Live Defl'n 0.20 = L/837 0.96 = L/360 2 Total Defl'n 0.32 = L/516 0.69 = L/290_ - Ls/Design �_...= 0.98 -- �' = 0.79 0.93 0.96 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.15 2 Fv' = 95 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+S, M = 2338 lbs -ft Shear : LC# 2 = D+S, V = 682, V@d = 588 lbs Deflection: LC# 2 = D+S EI= 289.76e06 lb-in2 ' Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. SLOPED BEAMS: level bearing is required for all sloped beams. COMPANY PROJECT R.C.E. Hanson Residence WoodWork5° (53 0 T94-88 3; Dr.fax (53 Chico CA 95973 (530)894-8833; fax (530)894-8682 SOFTWARE FOR wooD DESIGN ei@r-c-e.com R.C.E. 20020.62 Oct. 24, 2002 09:16:57 RJ4 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location (ft) IPattern Start End I Start End Load? _ 1 Dead Full Area 17 (24.0) No 2 Snow Full Area 60 (24.0) *Tributary Width (in) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 15'-2.4.. 0' 1' 11'-9" Dead Analysis Value 344 Analysis/Design 288 Live -Design 52 168 109 644 Total fb = 1112 Fb' - 931 Bearing: Bending(-) fb = 33 Fb' - Length 0.0 1.2 0.07 = 1.0 Lumber -soft, D.Fir-L, No.2, 2x12" Spaced at 24" cic; Slope: 45.0 deg;, Total length: 16'-7.4", Self Weight of 4.01 pit automatically included in loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in Criterion Analysis Value Value Analysis/Design Shear fv @d = -Design 52 Fv' - 109 fv/Fv' = 0.47 Bending(+) fb = 941 Fb' - 1190 fb/Fb' = 0.79 Bending(-) fb = 33 Fb' - 1169 fb/Fb' = 0.03 Live Defl'n 0.07 = L/229 0.09 = L/180 0.78 Total Defl'n 0.12 = L/138 0.14 = L/120 0.87 (a canulever span ycwe>_ua U-- -11 ADDITIONAL DATA: FACTORS: F. CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.15 4 Fb'-= 900 1.15 1.00 1.00 0.982 1.00 1.000 1.00 1.15 2 Fv' = 95 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'- 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 4 Custom duration factor for Wind load = 1.33 Bending(+): LC# 4 - D+S (pattern: sS), M - 2482 lbs -ft Bending(-): LC# 2 = D+S, M = 87 lbs -ft Shear : LC# 2 = D+S, V = 666, V@d = 584 lbs Deflection: LC# 4 - D+S (pattern: sS) EI= 284.76e06 lb -int Total Deflection = 1.50(Defln dead) + Defln_Live. (D -dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1. Please verity that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 213 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. SLOPED BEAMS: level bearing is required for all sloped beams. M MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 12'-8.7" -5- ?P5,31 0. 1' 10' Dead COMPANY PROJECT Live R.C.E. Hanson Residence j- WoodWorks 3060 Thorntree Dr.#10 Chico CA 95973 779 Bearing: (530) 894-8833; fax (530) 894-8882 1.0 SOFIWARE EOR WOOD DES/GN I cj@r-c-e.com R.C.E. 20020.52- 0020.52Nov. Nov.7, 2002 16:04:56 Rj5 Design Check Calculation Sheet 1309fb/Fb' LOADS: ( lbs, psf, or plf ) = 0.74 Load Type I Distribution Magnitude Location (ft] .Pattern ! fb = 48 Start End Start End :Load? 1 `. Dead '. Full Area i 17 (29.0) No j 2 Snow ; Full Area j 60 (29.0); Yes 0.09 = 1 *Tributary Width (in) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 12'-8.7" -5- ?P5,31 Lumber -soft, D.Fir-L, No.2, 2x10" Spaced at 24" c/c; Slope: 45.0 deg;, Total length: 14'-1.7", Self Weight of 3.3 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC SECTION vs. 0. 1' 10' Dead 2921 236 Live 663 534 Total ( 9551 779 Bearing: Fv' = 1.0 Length i 0.01 j 1.0 0.48 Lumber -soft, D.Fir-L, No.2, 2x10" Spaced at 24" c/c; Slope: 45.0 deg;, Total length: 14'-1.7", Self Weight of 3.3 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion( Analysis Value Design Value Analysis /Design Shear fv @d = 53 Fv' = 109 fv/Fv' = 0.48 • Bending(+) fb = 965 Fb' = 1309fb/Fb' = 0.74 Bending(-) ! fb = 48 Fb' = 1289 fb/Fb' = 0.04 Live Defl'n 0.08 = L/219 0.09 = 1 L/180 0.82 ; Total Defl'n 1 0.13 = L/133 0.14 = L/120 0.90 i (a cantilever span governs deflection) ADDITIONAL DATA: .. 'FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.15 1.00 1.00 1.000 1.10 1.000 1.00 1.15 4 Fb' 900 1.15 1.00 1.00 0.984 1.10 1.000 1.00 1.15 2 Fv' = 95 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 4 Custom duration factor for Wind load = 1.33 Bending(+): LC# 4 = D+S (pattern: sS), M = 1721 lbs -ft Bending(-): LC# 2 = D+S, M = 86 lbs -ft Shear : LC# 2 = D+S, V = 556, V@d = 489 lbs Deflection: LC# 4 = D+S (pattern: sS) EI= 158.29e06 lb -int Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. SLOPED BEAMS: level bearing is required for all sloped beams. (COMPANY PROJECT ® R.C.E. Hanson Residence WoodWorks I (53 0 Thorntree Drx (5 Chico CA 95973 (530)894-8833; fax (530)894-8882 SOF/WARE FOR WOOD DESIGN I cj@r-c-e.com R.C.E. 20020.52 Nov. 7, 2002 16:05:13 Rj6 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load i Type Distribution Magnitude Location [ft) (Pattern Start End I Start End iLoad? 1 1 Dead ; Full Area i 12 (24.0) I No 2 t Snow i Full Area { 60 (24.00 1 Yes *Tributary width (in) • MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 13'-8.5" 1'_3.7" 0. 1 V-6" Dead ; �� 230 191 Live 7531 628.: Total I !j 983' 819 ' Bearing: i I 1.0' Length 0.011 1.01 Lumber -soft, D.Fir-L, No.2, 2x12" Spaced at 24" c/c; Slope: 40.0 deg;, Total length: 15'41", Self Weight of 4.01 plf automatically included in loads; •. Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion' Analysis Value Design Value Analysis/Design Shear Ifv @d = 49 Fv' = 109 I fv/Fv' = 0.95 Bending(+) fb = 809 Fb' = 1190 fb/Fb' = 0.68 Bending(-) fb = 30 Fb' = 1171 fb/Fb' = 0.03 Live Defl'n i 0.06 = L/266 0.09 = L/180 0.67 ' Total Defl'n ! 0.08 = L/184 0.13 = L/120 0.65 (a cantilever span governs deflection) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.15 4 Fb'-= 900 1.15 1.00 1.00 0.984 1.00 1.000 1.00 1.15 2 Fv' = 95 1.15 1.00 1.00 (CH = 1.000) 2 ' Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 4 Custom duration factor for Wind load = 1.33 Bending(+): LC# 4 = D+S (pattern: sS), M = 2134 lbs -ft Bending(-): LC# 2 = D+S, M = 78 lbs -ft Shear : LC# 2 = D+S, V = 635, V@d = 548 lbs ' Deflection: LC# 4 = D+S (pattern: sS) EI= 284.76e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. • 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ' 4. SLOPED BEAMS: level bearing is required for all sloped beams. E'i;' !COMPANY PROJECT R.C.E. Hanson Residence WoodworkS® (30 530 Thorntree Drx (5 Chico CA 95973' . x(530)894-8833; fax (530)894-8882 SOFFWARE FOR WOOD DISIGNcj@r-c-e.com R.C.E. 20020.52 � Nov. 7, 2002 16:05:27 Rj7 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load 1 Type ! Distribution Magnitude Location [ft] 'Pattern Start End Start End (Load? 1 Dead Full Area 8 (16.0) 1 No 2 Live Full Area 40 (16.0) I Yes *Tributary Width (in) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 5533 1 ' 15'-6" 108; 413; 521' 1.0 Lumber -soft, D.Fir-L, No.2, 200" Spaced at 16" c/c; Self Weight of 3.3 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion 0' Dead 108; Live 413: Total ; 521! Bearing: I i Fv' = Length 1.0, 5533 1 ' 15'-6" 108; 413; 521' 1.0 Lumber -soft, D.Fir-L, No.2, 200" Spaced at 16" c/c; Self Weight of 3.3 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value !Design Value !Analysis/Design Shear �fv @d = 51 i Fv' = 95 fv/Fv' = 0.53 Bending(+) fb = 1133F b' = 1138 fb/Fb' = 0.99 Live Defl'n 0.44 = L/425 0.52 = L/360 0.85 Total Defl'n 0.61 = L/305 i 0.77 = L/240 0.79 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.10 1.000 1.00 1.15 2 Fv' = 95 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 .custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+L, M = 2019 lbs -ft Shear : LC# 2 = D+L, V = 521, V@d = 469 lbs Deflection: LC# 2 = D+L EI= 158.29e06 lb -int Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, -=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. -- , RN COMPANY _ PROJECT R.C.E. Hanson Residence WoodWorks3060 Thorntree Dr.#10 Chico CA 95973 (530) 894-8833; fax (530) 894-8882 SOFIWARE FOR WOOD DESIGN cj@r-c-e.com R.C.E. 20020.52 Oct. 23, 2002 15:37:03 Rj8 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude _ Location [ft] Pattern Start End _ Start End Load? 1 Dead Full Area 6 (24.0) No 2 Live Full Area 5 (29.0) Yes *Tributary Width (in) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 15' _....--..- Dead 109 109 Live 75 75 Total 184 184 Bearing: - -- -- ------ -_ -- ------ 1. 0 Length 1.0 __-- - _----_----- Lumber-soft, D.Fir-L, No.2, 2x8" Spaced at 24" c/c; Self Weight of 2.58 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS-1997: (stress=psi, and in) Criterion Analysis Value Design _Value_- Analysis/Design - Shear fv @d = 23 Fv' = 95 fv/Fv' = 0.25 Bending(+) fb = 631 Fb' = 1242 fb/Fb' = 0.51 Live Defl'n 0.15 = <L/999 0.50 = L/360 0.30 Total Defl'n 0.48 = L/377 0.75- L/290 - _ ^_ - 0.69 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.20 1.000 1.00 1.15 2 Fv' = 95, 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Wind load = 1.33 Bending(+): LC# 2 = D+L, M = 691 lbs-ft Shear : LCA 2 = D+L, V = 184, V@d = 170 lbs Deflection: LC# 2 = D+L EI= 76.2le06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, -=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 195 wG 1 1997 NDS Bolt Yield Limit Analysis For Single Shear Wood -to -Concrete Connections nnection ID: Ledger Floor Condition Z' = 400 Loadings 1.00 Snow Condition Z' = 460 Dead = 54 lbs. Bolt Diameter = 0.625 Inches CD = Floor = 0 lbs. Fyb = 45 ksi (for A307 bolt) 1.33 Snow = 405 lbs. is = 1.50 inches (sill member) Const. = 0 lbs. width, s = 5.50 inches (sill member) Seismic = 0 lbs. Os = 90 degrees Wind = 0 lbs. Es = 1,600 ksi (sill member) Fes (parallel) = 5,600 psi (parallel) Fes (perpendicular) = 2,824 psi (sill member) SGs = 0.50 DF -L Side Member Specific Gravity, EWP, DF -L, HF, SP or SPF Fess = 2,824 psi (sill member) Re = 1.0000 Rt = 2.0000 Ko = 1.2500 k 1 = 0.6794 k2 = 1.3202 U = 2.0875 CM = 1.00 Wet Service Factor Ct = 1.00 Temperature Factor C,= 1.00 Geometry Factor Cg = 1.00 Group Action Factor Rea = 0.25 Member Stiffness Ratio m = 0.91234 u = 1.00421 n= 1 number of fasteners in a row S = 1 Inches, Bolt Spacing (In a row) nrow = 1 total number of rows n,,,., = 1 total number of fasteners N.D.S. 8.2.3 Eq.'s Eq 8.2-1 Z = 1,059 Ib. Mode I,n Eq 8.2-2 Z = 530 Ib. Mode I, Eq 8.2-3 Z = 400 Ib. Mode II Eq 8.2-4 Z = 583 Ib. Mode III,, Eq 8.2-5 Z = 461 Ib. Mode Ills Eq 8.2-6 Z = 636 Ib. Mode IV Z' = Dead Condition Z' = Z(CD*CM*Ct*Cg*Ce) 360 CD = 0.90 Floor Condition Z' = 400 CD = 1.00 Snow Condition Z' = 460 CD = 1.15 Const. Condition Z' = 500 CD = 1.25 Seis Condition Z' = 532 CD = 1.33 Wind Condition Z' = 640 CD = 1.60 Connection Capacity, lbs. OK!! OK!! OK!! OK!! OK!! OK!! 360 Dead Loads 400 Floor Loads 460 Snow Loads 500 Const. Loads 532 Seismic Loads 640 Wind Loads Foot2000 v2.0.28, Copyright © 1999-2001 Spyder Software •• Company Info I R. C. E. (Project: 3060 Thorntree Dr.; Suite 10 (Location: Chico, CA, 95973 I Phone: (530) 894-8833 (Client: Fax: (530) 894-8882 (Job No.: E-mail: cj@r-c-e.com (Footing Id FB1 FOUNDATION PARAMETERS 10/23/02 3:52:30 PM Project Info Hanson Residence Cohasset, CA R.C.E. 2002.052 F1 Concrete Ultimate Compressive Strength, V c ........................ ConcreteType ...................................................... Concrete Cover ..................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ....................................................... Allowable Soil Bearing Strength .................................... Wind Load Soil Bearing Strength, (1.33 increase) ................... Seismic Load Soil Bearing Strength, (1.33 increase) ................ FootingWidth ...................................................... FootingLength ..................................................... FootingDepth ...................................................... Punching Shear Stress .............................................. Beam Shear Stress .................................................. Reinforcing Standards per .......................................... Longitudinal Bottom Reinforcement Required for Strength............ Transverse Bottom Reinforcement Required for Strength .............. Gravity Only Soil Bearing .......................................... Wind Load Soil Bearing ............................................. Seismic Load Soil Bearing .......................................... LOADING•PARAMETERS - FACTORED LOAD CASES CONSIDERED: PF1 2.00 ksi HardRock 3.0 in. 40.0 ksi 6.00 in. by 6.00 in. 1.500 ksf 1.995 ksf 1.995 ksf 1.50 ft. 1.50 ft. 12.00 in. 1.94 psi n/a psi ASTM -A615 .00 int .00 int .727 ksf .727 ksf .727 ksf 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.OEQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 0.40 0.00 0.00 Live Load 1.10 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 PS F2 Foot2000 v2.0.28, Copyright © 1999-2001 Spyder Software 10/23/02 3:53:42 PM Company Info 1 Project Info R. C. E. (Project: Hanson Residence 3060 Thorntree Dr.; Suite 10 ILocation: _ Chico, CA, 95973 I Cohasset, CA Phone: (530) 894-8833 (Client: Fax: (530) 894-8882 (Job No.: R.C.E. 2002.052 E-mail: cj@r-c-e.com (Footing Id: F2 FB2 & FB3 0.00 Live Load FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, V c ........................ 2.00 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 40.0 ksi ColumnSize ........................................................ 6.00 in. by 6.00 in. Allowable Soil Bearing Strength .................................... 1.500 ksf Wind Load Soil Bearing Strength, (1.33 increase) ................... 1.995 ksf Seismic Load Soil Bearing Strength, (1.33 increase) ................ 1.995 ksf FootingWidth ...................................................... 2.50 ft. Footing Length ..................................................... 2.50 ft. Footing Depth ...................................................... 18.00 in. Punching Shear Stress .............................................. 5.27 psi Beam Shear Stress .................................................. n/a psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .00 in' Transverse Bottom Reinforcement Required for Strength .............. .00 int Gravity Only Soil Bearing .......................................... 1.178 k&f Wind Load Soil Bearing ............................................. 1.178 k!f Seismic Load Soil Bearing .......................................... 1.178 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.OEQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 2.60 0.00 0.00 Live Load 4.20 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 P9 F3 Foot2000 v2.0.28, Copyright © 1999-2001 Spyder Software 10/23/02 3:53:47 PM Company Info I Project Info R. C. E. (Project: Hanson Residence 3060 Thorntree Dr.; Suite 10 ILocation: Chico, CA, 95973 1 Cohasset, CA Phone: (530) 894-8833 (Client: Fax: (530) 894-8882 (Job No.: R.C.E. 2002.052 E-mail: cj@r-c-e.com IFooting Id: F3 FB7 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, V c ........................ 2.00 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 40.0 ksi Column Size ........................................................ 6.00 in. by 6.00 in. Allowable Soil Bearing Strength .................................... 1.500 ksf Wind Load Soil Bearing Strength, (1.33 increase) ................... 1.995 ksf Seismic Load Soil Bearing Strength, (1.33 increase) ................ 1.995 ksf Footing Width ...................................................... 2.50 ft. Footing Length ..................................................... 2.50 ft. FootingDepth ...................................................... 18.00 in. Punching Shear Stress .............................................. 4.75 psi Beam Shear Stress .................................................. n/a psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .00 in' Transverse Bottom Reinforcement Required for Strength .............. .00 in Gravity Only Soil Bearing .......................................... 1.050 ksf Wind Load Soil Bearing ............................................. 1.050 ksf Seismic Load Soil Bearing .......................................... 1.050 ksf LOADING PARAMETERS -.FACTORED LOAD CASES CONSIDERED: 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.OEQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 2.00 0.00 0.00 Live Load 4.00 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 Foot2000 v2.0.28, Copyright © 1999-2001 Spyder Software 10/23/02 3:53:53 PM Company Info I Project Info R. C. E. (Project: Hanson Residence 3060 Thorntree Dr.; Suite 10 ILocation: 0.9DL + 1.OEQ Chico, CA, 95973 1 Cohasset, CA Phone: (530) 894-,8833 ]Client: Fax: (530) 894-8882 (Job No.: R.C.E. 2002.052 E-mail: cj@r-c-e.com (Footing Id: F4 RB4 0.00 0.00 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ ConcreteType ...................................................... ConcreteCover ..................................................... Steel Ultimate Strength, Fy........................................ Column Size. ................... Allowable Soil Bearing Strength .................................... Wind Load Soil Bearing Strength, (1.33 increase) ................... Seismic Load Soil Bearing Strength, (1.33 increase) ................ FootingWidth ...................................................... Footing Length ..................................................... FootingDepth ...................................................... Punching Shear Stress .............................................. Beam Shear Stress .................................................. Reinforcing Standards per .......................................... Longitudinal Bottom Reinforcement Required for Strength............ Transverse Bottom Reinforcement Required for Strength .............. Gravity Only Soil Bearing .......................................... Wind Load Soil Bearing ............................................. Seismic Load Soil Bearing .......................................... LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: p9 �y 2.00 ksi HardRock 3.0 in. 40.0 ksi 6.00 in. by 6.00 in. 1.500 ksf 1.995 ksf 1.995 ksf 2.00 ft. 2.00 ft. 18.00 in. 2.16 psi n/a psi ASTM -A615 .00 int .00 in' 1.440 ksf 1.440 ksf 1.440 ksf 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.OEQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 1.90 0.00 0.00 Live Load 3.50 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 'Mi Foot2000 v2.0.28, Copyright © 1999-2001 Spyder Software 10/23/02 3:53:58 PM Company Info I Project Info R. C. E. (Project: Hanson Residence 3060 Thorntree Dr.; Suite 10 ILocation: Chico, CA, 95973 1 Cohasset, CA Phone: (530) 894-8833 (Client: Fax: (530) 894-8882 (Job No.: R.C.E. 2002.052 E-mail: cj@r-c-e.com (Footing Id: F5 FB6 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ Concrete Type ...................................................... Concrete Cover ..................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ....................................................... Allowable Soil Bearing Strength .................................... Wind Load Soil Bearing Strength, (1.33 increase) ................... Seismic Load Soil Bearing Strength, (1.33 increase) ................ FootingWidth ...................................................... FootingLength ..................................................... FootingDepth ...................................................... Punching Shear Stress .............................................. Beam Shear Stress .................................................. Reinforcing Standards per .......................................... Longitudinal Bottom Reinforcement Required for Strength............ Transverse Bottom Reinforcement Required for Strength .............. Gravity Only Soil Bearing .......................................... Wind Load Soil Bearing ............................................. Seismic Load Soil Bearing .......................................... LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: P9 F5- 2.00 ksi HardRock 3.0 in. 40.0 ksi 6.00 in. by 6.00 in. 1.500 ksf 1.995 ksf 1.995 ksf 3.00 ft. 3.00 ft. 18.00 in. 10.41 psi .45 psi ASTM -A615 .10 in' (1-#4) .10 in (1-#4) 1.279 ksf 1.279 ksf 1.279 ksf 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.OEQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 3.90 0.00 0.00 Live Load 6.80 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 Foot2000 v2.0.28, Copyright © 1999-2001 Spyder Software 10/23/02 3:54:02 PM Company Info I Project Info R. C. E. (Project: Hanson Residence 3060 Thorntree Dr.; Suite 10 ILocation: Chico, CA, 95973 1 Cohasset, CA Phone: (530) 894-8833 (Client: Fax: (530) 894-8882 (Job No.: R.C.E. 2002.052 E-mail: cj@r-c-e.com (Footing Id: F6 RB8 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 2.00 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 40.0 ksi Column Size ........................................................ 6.00 in. by 6.00 in. Allowable Soil Bearing Strength .................................... 1.500 ksf Wind Load Soil Bearing Strength, (1.33 increase) ................... 1.995 ksf Seismic Load Soil Bearing Strength, (1.33 increase) ................ 1.995 ksf Footing Width ...................................................... 2.00 ft. Footing Length ..................................................... 2.00 ft. FootingDepth ...................................................... 12.00 in. Punching Shear Stress .............................................. 8.29 psi Beam Shear Stress .................................................. .62 psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .00 in' Transverse Bottom Reinforcement Required for Strength .............. .00 int Gravity Only Soil Bearing 1.003 ksf Wind Load Soil Bearing ............................................. 1.003 ksf Seismic Load Soil Bearing .......................................... 1.003 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.OEQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 1.21 0.00 0.00 Live Load 2.56 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 Foot2000 v2.0.28, Copyright © 1999-2001 Spyder Software 10/23/02 3:54:09 PM Company Info I Project Info R. C. E. (Project: Hanson Residence 3060 Thorntree Dr.; Suite 10 (Location: Chico, CA, 95973 1 Cohasset, CA Phone: (530) 894-8833 (Client: Fax: (530) 894-8882 (Job No.: R.C.E. 2002.052 E-mail: cj@r-c-e.com (Footing Id: F7 RB6 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 2.00 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 40.0 ksi Column Size ........................................................ 6.00 in. by 6.00 in. Allowable Soil Bearing Strength .................................... 1.500 ksf Wind Load Soil Bearing Strength, (1.33 increase) ................... 1.995 ksf Seismic Load Soil Bearing Strength, (1.33 increase) ................ 1.995 ksf FootingWidth ...................................................... 2.50 ft. FootingLength ..................................................... 2.50 ft. Footing Depth ...................................................... 12.00 in. Punching Shear Stress .................................... I......... 21.13 psi Beam Shear Stress .................................................. 5.96 psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .00 in' Transverse Bottom Reinforcement Required for Strength .............. .00 in' Gravity Only Soil Bearing .......................................... 1.356 ksf Wind Load Soil Bearing: ............................................ 1.356 ksf Seismic Load Soil Bearing .......................................... 1.356 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.OEQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 2.50 0.00 0.00 Live Load 5.60 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 p5 Ft' Foot2000 v2.0.28, Copyright © 1999-2001 Spyder Software 10/23/02 3:54:15 PM Company Info I Project Info R. C. E. (Project: Hanson Residence 3060 Thorntree Dr.; Suite 10 (Location: Chico, CA, 95973 1 Cohasset, CA Phone: (530) 894-8833 (Client: Fax: (530) 894-8882 (Job No.: R.C.E. 2002.052 E-mail: cj@r-c-e.com (Footing Id: F8 FB9 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 2.00 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 40.0 ksi ColumnSize ........................................................ 6.00 in. by 6.00 in. Allowable Soil Bearing Strength .................................... 1.500 ksf Wind Load Soil Bearing Strength, (1.33 increase) ................... 1.995 ksf Seismic Load Soil Bearing Strength, (1.33 increase) ................ 1.995 ksf FootingWidth ...................................................... 1.50 ft. Footing Length ..................................................... 1.50 ft. FootingDepth ...................................................... 12.00 in. Punching Shear Stress .............................................. 3.89 psi Beam Shear Stress .................................................. n/a psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .00 int Transverse Bottom Reinforcement Required for Strength .............. .00 in' Gravity Only Soil Bearing .......................................... 1.460 ksf Wind Load Soil Bearing ............................................. 1.460 ksf Seismic Load Soil Bearing .......................................... 1.460 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.OEQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 0.61 0.00 0.00 Live Load 2.54 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 '. Other Loads 0.00 0.00 0.00 • Title Hanson Page: $j_ Job 2002.052 Dsgnr: Date: OCT 15,2002 4 Description.... It This Wall in File: c:\workk2002kOS2-hgnsonlretpro.rp5 Retain Pro 6.0, 23 -Sep -2002, c)1989-2002 Restrained Retaining Wall Design Code: 1997 UBC Criteria J I Soil Data J I Footing Strengths & Dimensions ' Retained Height = 8.00 ft Wall height above soil = 0.00 ft Total Wall Height = 8.00 ft Top Support Height = 8.00 ft Slope Behind Wal = Height of Soil over To = Soil Density = Wind on Stem = 0.00 : 1 0.00 in 110.00 pcf 0.0 psf Design Summary Heel Active Pressure Total Bearing Loa = 1,271 lbs ...resultant ecc. = 4.93 in Soil Pressure @ To = 0 psf OK Soil Pressure @ Hee = 1,263 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 0 psf ACI Factored @ Heel = 1,768 psf Footing Shear @ To = 1.1 psi OK Footing Shear @ Hee = 0.0 psi OK Allowable = 76.0 psi Reaction at Top = 480.0 lbs Reaction at Bottom = 1,550.6 lbs Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Forc = 1,550.6 lbs Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 psf/ft Toe Active Pressure = 30.0 psf/ft Passive Pressure = 389.0 psf/ft Water height over heel = 0.0 ft FootingliSoil Frictio = 0.400 Soil height to ignore Actual 1 -Way Shear = 1.10 for passive pressure = 12.00 in LFooting Design Results 1.33 ft Heel Width = 0.83 Total Footing Widt eel Factored Pressure = 0 1,768 psf Mu': Upward = 240 0 ft-# Mu': Downward = 279 0 ft-# Mu: Design = 38 0 ft-# Actual 1 -Way Shear = 1.10 0.00 psi Allow 1 -Way Shear = 76.03 0.00 psi Summary of Forces on sonry Stem Construction Toe Width 1.33 ft Heel Width = 0.83 Total Footing Widt = -2-.1-6- 6 -Footing Footing Thickness = 18.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 2.00 ft fc = 2,000 psi Fy = 60,000 psi Footing Concrete Dertsft = 150.00 pcf Min. As % = 0.0018 Cover (ED Top = 2.00 in @ Btm.= 3.00 in Thickness = 10.00 in fm = 1,500 psi Short Term Factor = 1.000 Wall Weight = 98.0 psf Fs = 24,000 psi Equiv. Solid Thick. = 9.600 in Stem is FREE to rotate at top of footing n Ratio (Es/Em) = 25.778 Block Type = Medium Weight Shear Force @ this height = No Special Inspection 960.0 lbs Solid Grouted 0.00 psi Mmax BotMsen Shear..... Allowable = 19.36 psi @ Top Support Top & Base @ Base of Wall 25.00 in 25.00 in Stem OK Stem OK Stem OK Design height = 8.00 ft 3.37 ft 0.00 ft Rebar Size = # 5 # 5 # 5 Rebar Spacing = 16.00 in 16.00 hl 16.00 in Rebar Placed a = Edge Edge Edge Rebar Depth 'd' = 7.25 in 7.25 in 7.25 in Design Data-- Surcharge Over Heel = fb/FB + fa/Fa = 0.000 0.821 0.000 Moment .... Actu = 0.0 ft-# 1,478.0 ft-# 0.0 ft-# Moment..... Allowable = 1,801.0 ft-# 1,801.0 ft-# 1,801.Oft-# Shear Force @ this height = 0.0 lbs 960.0 lbs Shear..... Actual = 0.00 psi 12.11 psi Shear..... Allowable = 19.36 psi 19.36 psi Rebar Lap Required = 25.00 in 25.00 in 784.Olbs Hooked embedment into footing 1,369.4ft-# = 11.74 in Other Acceptable Sizes & Spacings: 2.16 ft Toe: # 7 @ 18.00 in -or- Not req'd, Mu < S ' Fr 486.8 lbs Heel:# 6 @ 14.00 in -or- Not req'd, Mu < S ' Fr Total Vertical Force = Key: Slab Resists Sliding -or- Slab Resists Sliding - No Force on ISIS sliding, stem is PINNED at footing (taking moments about front of footing to find eccentricity) Surcharge Over Heel = lbs ft ft-# Axial Dead Load on Stem = lbs ft ft-# Soil Over Toe = lbs ft ft-# Adjacent Footing Load = lbs ft ft-# Surcharge Over Toe = lbs ft ft-# Stem Weight = 784.Olbs 1.75 ft 1,369.4ft-# Soil Over Heel = lbs 2.16 ft ft-# Footing Weight = 486.8 lbs 1.08 ft 527.0ft-# Total Vertical Force = 1,270.8lbs Moment = 1,896.4ft-# Net Moment User For Soil Pressure Calculations -521.9 ft-# 10. @Toe V-4" 0" #5@ 1 8.in @ Heel Lateral Restraint 480. # Sliding Restraint ' Pp= 243.12# -."4F4"lq 2030.6# 1262.6psf PLAN REVISION Owner's Name: AP#: BP#: Received By: Date: Time: Contact Person & Phone Number: PURPOSE OF RE -SUBMITTAL OR REVISION ❑ Permit Application Data Sheet Item ❑ *Engineering ❑ *Plan Revision ❑ *Requested by Building Inspector's Correction Notice — Inspector's Name: ❑ Requested by Plan's Examiner — Plan Examiner's Name: ❑ Other: *If revising a plan which has already been issued, submit two (2) drawings reflecting the revision for plan review along with your approved plans. If engineering is involved in this revision, the engineer must put his requirements on these drawings and wet stamp and sign two sets of engineered drawings. Revised drawings must clearly show changes proposed and locations involved. WHEN APPROVED, PROCESS AS FOLLOWS: - ❑ Mail to Owner/Contractor at this address: ❑ Call and hold for pick-up. ❑ Deliver with next inspection. Minimum revised plan check fee to be collected at time of submission of revision, plans examiner will determine if additional plan checking fees are needed: ❑ Minimum $54.99 Receipt #: Cl Fee not required for revisions requested by plans examiner prior to issuance of permit. ❑ Additional Fee Amount: Receipt #: Revised 2/04 PROJECT PROCESSING RECORD Applicant: Owner: A.P. M 110 r--- Permit M Work Description: Date Description of Step or Status 1-1-114 Ph",U dkt ��r F) • 1-9-2003 Butte County Building Dept. To Whom It May Concern: Bryan and Dana Hanson are requesting to remain living in our existing home at 9969 Cohasset Rd, while construction of our new home on the same property is going on. Our current home will become a storage/pool house after completion of the new home. We understand that all cooking units must be removed when we vacate the premises. We would hope that we may be able to continue living at said residence until we can Fully move into our new home. Thank you very much. Sincerely, Bryan and Dana Hanson c�2Cr 2O� n ' Y� o` �oU`N.��t April 22, 2003 Bryan and Dana Hanson 9969 Cohasset Hwy. Chico, CA 95973 • 0 Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Assessor Parcel Number: 056-110-015 Building Permit Number: 03-0445 Thank you for submitting the plans for your building project. The plans have been reviewed and approved. Please have your engineer of record sign two sets of plans and two copies of the calculations. Please have your engineer of record sign two sets of plans and two copies of the calculations. These have been sent to the Chico office. Enclosed is your school fee form. Pay any required fees at the school district office and return the yellow copy to the Building Department. If you wish to discuss any of these requirements, please call (530) 538-7541 between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. To discuss non-structural items, ask for Martha. Please refer to your Data Sheet for remaining non -plan check items. (You received this form when you applied for your permit.) The counter staff will answer any questions concerning the Data Sheet. Martha Christy Plans Examiner 1 of 1 STT � F RESIDENTIAL PLAN ' REVIEW GUIDE ��:--o SINGLE FAMILY, DUPLEXAND n_ .•� MISCELLANEOUS Off Y Owner. Building Permit Number: Plans Examiner-1-5r.M)PS art A. P. Number: ENEPL- L: Zoning requirements - (number of permitted living units). POO I 4tAA� 2 Plans signed by the designer. - . Proper description of work on the application. 4. Existing violations on the property.Recorded notice of violation. Building permit valuation. LOT PLAN: GI . Complete parcel size and dimensions. Setbacks, side yard, easements. etc. l 3 Other buildings or structures. /d Grading. fills andior drainage. Flood hazard Special conditions on Parcel Map: Noise ❑ SR.A ❑ Fire Sprinklers ❑ Water Tender ❑ Traffic and Drainage fees ❑ Federal ?,id Route and/or Federal Aid Secondary Route setback requirement. Building or utilities across lot lines (Lot merger approval by Butte County Land Development) F�..00R PLA`: li' Plans and specifications drawn to scale with dimensions and of sufficient clarity (UBC section 106.3.3). 100,'0 of natural light and 3% of ventilation (Uniform Building Code section 1203). Escape or rescue windows shall have a minimum net clear operable area of 5.7 square feet The tainin u n net clear openable height dimension shall be 24". The minimum net clear openable width dimension shall be 20". When «indou s are provided as a means of escape or rescue, they shall have a finished sill height not more than 44" above the flcor (Uniform Building Code section 310.4). '/ Skylights (Uniform Building Code section 2409 &2603.7). VoQ -e- �. Glazing in Hazardous locations (Uniform Building Code section 2406). v Habitable space shall have a ailing height of not less than 7 feet 6 inches except as otherwise pamiod in this section. Kitchens halls, bathrooms and toilet compartments may have a ceiling height of not less than 7 feet measured to the lowest groiection from the ceiling (Uniform Building Code section 310.6.11 s/ All habitable rooms except kitchens shall have an area of not less than 70 square feet and not less than 7 led in any dimension (Uniform Building Code section 310.6.2 dt 310.6.3). f. GFCI in baths. garage, kitchen, wet bar. and exterior receptacles (NEC 210). f Water heaters %%hich depend on the combustion of fuel shall not be installed in a room used or designed to be used for sleeping purposes, bathroom. clothes closets or in a closet or other confined space opening into a bath Cor bedroom (Uniform Plumbing Code section 509.0). 11) uel burning equipment shall not be installed in a closet, bathroom or a room readily usable as abedroom. or in a room. compartment or alcove opening directly into any of these (Uniform Mechanical Code secdon304-1S �Of Garage fireu-all separation - required on garage side including supporting walls and posts (Unilbtm g Code section 302.4 exception #;). . L nder no circumstances shall a private garage have any opening into a room used for sleeping purposes (t; nifor:n Building Code section 312.0. Wood stove location - Alcove - UMC section 203 confined space dt: 223 unconfined space dt 304.2). J� Smoke det:ctors (Uniform Building Code section 310.9.1). Pagel of 2 Water closet clearances (Uniform Plumbing Code 408.5). ,d Shpau compartment minimum 1024 sq. in. 8 30" circle (Uniform Plumbing Code 412.7). Bearing walls shall be supported on masonry or concrete foundations that shall beofsufficient size to support all loads (Uniform Building Code section 1806.3). STRUCTURAL DETAILS: 1 Bid Nall panels shall start at not more than 8 feet from each end of a braced -►'all line. Braced wall panels must be in line or offset from tach other by not more than 4 feet (UBC section 2320.11.3). Spacing shall not creed 34 feet on anter in both the longitudinal and transverse directions NBC section 2320.4.Q Braced call lines must be continuous throughout the structure. 2. A California licensed architect or registered engineer must prepare a lateral analysis for the area of the building that do not complj With the Uniform Building Code. This must include the designees "weC stamp, Signature, registration number and expiration date on all sheets of plans depicting the designed elements and cover sheets of calculations. , 3. Clerestory requiring balloon framing and/or engineering. (Uniform Building Code Table 184-C). 4. Foundation plans complete enough to construct building 5. Floor construction details complete enough to construct building. 6. Elevations and wall construction details complete enough to construct building. 7, hoof construction details complete enough to construct building. S. Fireplace construction details and calculations if necessary. 9. Garage door header-size(s). i 10. Porch header size(s). 11. Typical header size(s). 12. Stud heights. ; 13. High expansive soil - special foundation design required. 14. Retaining walls requiring design. 15. G3psum wallboard nailing inspection required 16. If the area belowthe lowest floor is fully enclosed, than a minimum of two openings are required with a total net area of at least one square ir-tch for every square foot of area enclosed With the bottom of the openings no more than one foot above grade. Alternatively. certification may be prodded by a registered professional engineer or architect that the design will allow equalization of hydrostatic flood forces on exterior walls. Building must be designed and anchored to prevent floatation, collapse or lateral movement. Construction design requirements must be shown on the building plans. 17. Electric, heating. ventilation, plumbing and air conditioning equipment and other sena facilities shall be designed and/or located so as to prevent water from entering or accumulating with the components during conditions of flooding. MISCELLANEOUS ITEMS:` 1. Stairway details - landings, rise and run clearance. head handrails (Uniform Building Code section 1003). 2. • Guardrails (Uniform Building Code section 509). 3. Bride or stone veneer (Uniform Building Code section 1403). 4. Exterior plaster - weep screeds (Uniform Building Code section 2506.5). 5. Roof pitch for roof covering (Uniform Building Code Table 15-B-4& 2, 15-D-1 & 2). 6. Foam insulation - protection. 7. 36" halls and stairways (Uniform Building Code section 100.4.3.3.2). 8. Two exits on three - story dwellings (Uniform Building Code section 1004.2.3.2). �eC Underfloor access and ventilation (Uniform Building Code section 2306.3 & 2306.7). j� Attie access and ventilation (Uniform Building Code section 1505). Sound requirements. QEnergl• design compliance and supporting documentation. 13. CDF responsible area requirements. BUILDING PERMIT REQUIREMENTS: 1. ❑ SRA. 2. ❑ Flood elevation certificate. 3. ❑ Fire SprinlJers require& 4. ❑ Special Inspection requirements. 5. ❑ Use Permit conditions. 6. ❑ Sub -Standard Housing lever. 0 Pace -- of -' I� Al AW �h res we-Iz D � Were c�� foe -- A TELEPHONED ❑ RETURNED YOUR CALL ❑ PLEASE CALL �5 WILL CALL AGAIN ❑ CAME TO SEE YOU &1�11 117 WANTS TO SEE YOU Monarch Laboratory, Inc. FOR`' A STATE CERTIFIED LABORATORY SPECIALIZING IN: M � nti. UPHONE/ OF MOBILE LLI MESSAGE WWI �. RON BARNES 0 IAAA CHICO, CALIFORNIA 95926 r1�1 &Ikl MOBILE 530 521-3468 j � SIGNED TELEPHONED ❑ RETURNED YOUR CALL ❑ PLEASE CALL �5 WILL CALL AGAIN ❑ CAME TO SEE YOU &1�11 117 WANTS TO SEE YOU o �� Ila=ori Monarch Laboratory, Inc. A STATE CERTIFIED LABORATORY SPECIALIZING IN: - • ENVIRONMENTAL ANALYSIS • AGRICULTURAL TESTING PERSONALIZED SERVICE WWI IS YEARS OF EXPERIENCE RON BARNES 563 EAST LINDO AVENUE AGRONOMIST CHICO, CALIFORNIA 95926 PHONE 530 343-5818 MOBILE 530 521-3468 FACSIMILE 530 343-3807 ron@monarchlaboratory.com monarchlaboratory.com j o �� Ila=ori cmm �o y � Monarch 563 EAST LINDO AVENUE �� CHICO, CALIFORNIA 95926 '� #0 Laboratory, Inc. PHONE (530) 343-5818 b BRYAN HANSON 9969 COHASSET ROAD CHI CO, CA 95973 - Sample Identification: KITCHEN SINK Page 1 of 5 TEST REPORT: 214446 F('—Ti�vS 1 "VoL-va Date & Time Taken: 03/M/2004 0700 Collected By: BRYAN HANSON Sample Matrix: Liquid Received: 03/266)2004 Client HANSOB Other Data: 1-2A)OMESTiC SUITABILITYISTAIN Report Date: Nffl512004 Resu is for Sample 214446 ' Parameter Result Unit MAL 001 Aggressive Index PA Analyzed By 002 Langlier@ 60 c -1.68 mg/L DLS 003 Langlier Sat Index .2,55_ mg/L DLS 004 pH, Drinking Water 6.2 SU 0.1 005 Temperature, Drinking Water : 14 degrees C CMW 008 Acidic Turbidity, Drinking`Water 0,97 NTU 0.05 007 Alkalinity, Drinking Water ~ " 63 y mg/L 2.0 008 Bicarbonates, DrinkingWater � { � . 78 mgfL 2.0 009 Carbonates, Drinking Water 51.0 mg/L 1.0 010 Total Hardness, Drinking Water 82 mg/L 0.030 011 Specific Conductance,Drink Water 0180 umhos/cm 1.0 012 Calcium, Drinking Water 16 mg/L 0.010 013 Copper, Drinking Water <60 ug/L 50 014 Iron, Drinking Water <100 ug/L 100 015 Magnesium, Drinking Water mgfL 0.002 018 Manganese, Drinking Water <20 ugfL 20 017 Potassium, Drinking Water 1.5 mg/L 0.015 018 Sodium, Drinking Water 5.4 mg/L 0.010 0192inc, Drinking Water 1800 ug/L 50 020 Sulfate, Drinking Water <0,45 mgfL. 0.45 021 Chloride, Drinking Water 7.8 mgfL i.0 t ' y Aaaailyificao ®etaft for Sample 214446 Parameter =` CAS Method ^' Bottle Analyzed By 001 Aggressive Index AWWAAsbestos-Cement 04;0 ;2004 DLS 002 L anglier @ 60 c AWWA V.18,Nc.3, 1992 0410112004 DLS 003 Langlier Sat Index AWWA V.18,No.3, 1992 04/0112004 DLS 004 pH, Drinking Water EPA Method 150.1 03/26/2004 CMW 005 Temperature, Drinking Water EPA Method 170.1 03/28/2004 BBW 00B Acidic Turbidity, Drinking Water EPA Method 180.1 03/27/2004 DLS 007 Alkalinity, Drinking Water SM 23208 04/01/2004 DLS Mon a rc , 563 EAST UNDO AVENUE CHICO, CALIFORNIA 95926 L a b o ra to r' y, Inc: PHONE (530) 343-5818 ..V� BRYAN HANSON 9969 COHASSi r ROAD CHI CO, CA 95873 - Sample ldentWcation: KITCHEN SINK Date & Time Taken: 03f"004 )dM0F I l �-.i2/-> > QVOL VQ: Colleated By: BRIAN HANSON Sample Matrix: uwN Received. 03MfdlM Client HANSOB Other Data: F.wpwsnc SUITABILITY/STAIN Page 1 of 5 TEST REPORT: 214 A Report Date: OW5&004 Unit MAL MWI Restrtt tngfL. SU nae ngGer enc -1.68 003 LanglierSarlsoK i � ,�'�`• -2.55 004 pH, Drinking Water 8.2 005 Temperature, Drinking Water 14 005 Acidic'`utUd'Ity, Drinking Water 0.97 007 Alkalinity; Qrinking Walser 63 008 Bicafbonates, Drinking Water 76 009 Carbonates, Drinking Water .. <1.0 sic Total Hardness, Drinking Water 62 011 Specific ConductancePrink Waxer ten 012 Calcium, drinking Water le 013 Copper, Drinking Water <50 014 Iron, Drinking Water <1d10 016 Maignesiurn, Drinking Water' 5A 018 Manganese; -Drinking Water <20 017 Potassium,, Drinking Water 1 5 018 Sodium. Drinking Water '6A 019 Zinc. Drinking Water .. 1e00 020 Sulfate, Drinking Water <OA5 b2f Chloride, arinldng Water 7.8 Page 1 of 5 TEST REPORT: 214 A Report Date: OW5&004 Unit MAL MWI tngfL. SU GA degrees C :a � Battle Analyzed BY malt 2.0 -_ mglL 2.0 °� rrtglL. 1.0 f�nglL 0.030 urnhosicm 1.0 MWL O.nin ugs'L 50, UOIL. 100 rnglL OL02 ugfL 20 mgiL 0.015 rngt 0.010 ug1L 50 rrrglL 0.46 mglL i.0' 007 Alkalinity, Drinking Water SM 232M 041011:.'004 ar Se Parameter CAS Method � Battle Analyzed BY 001 Aggressive Index AWWAAsbestos-Gement 04/n112004 OLS 102 LanglierQ 00 c AWWA VASM.3,1992 04101004 DLS 003 L.angiiertat Index AWWAVA8,IV0,1992 04/01/2004 DLS 604 pH. Drinking Water . EPA Method t3n.1 03128P20M CMW 005 Temperature, Mirtldng Water EPA Brod 170.1 08128/20114 BOW 00B Acidic TuaW*, Drinking Water F -PA Method i 130 08,127/2004 DLS 007 Alkalinity, Drinking Water SM 232M 041011:.'004 DU)' i t• Monarch 563 EAST LINDO AVENUE ++ CHICO, CALIFORNIA 95926 -_ Laboratory, In c. PHONE (530) 343-5818 Page 2 of 5 TEST REPORT: 21 Itnsrhrticof Detens for Sorratt!e 2'14446 Parameter C.A.'S Method ;." Bottle Analyzed. By WS ::::8icarbona4es, Drinking Water SM 23208 03i3Qf2004 JBS 009 Carbonates, Drinking Macer SM 2320E 0303012004 "� JBS 010 Total Hardness, Drinking Water SM 234013 0313112004 OLS 011 Specific Conductance,Drink Water SM 2510 B 0312812MK CMW 012 Calcium, .Drinking Wader - SM 31118 03!3112004 OLS ,0.19 Copper. Drinking Water SM 31118 03121312004 DLS 014 Iron, Drinking Water SM 31118 03120/2004 OLS 015 Magnesium, Drinking Water SM 31 l iB a313112004 OLS 016 Manganese, Drinking Water SM 31118 0312912004 DLS 017 Potassium+, Drinking Water SM 31118 03(3112004 OLS 018 Sodium. Drinking Water SM 3i 11 B 03012004 DLS 019 Zinc. Drinking Water SM 31118 03128!2004 DLS 020 Sulfate, Drinking Water SM 4605 SO4-C,D,E 04/02/2004 DLS 021 Chloride, Drinking Water' SM 4500•CL--B 03/30/2004 JBS'. Rome Dt for SomnM 214446 Bottle Derived in Laub From #01- OTHER #02 - PREPARED BO'T'TLE, PLASTIC 50 ML, HNO3 W(50n-L) _ ".Quala t Mffp�e icor the SET with saute 21 sample- - �� 5"x Description Result Value unit % Acidic ,TW,dity. nrinkin Water � M tyxed: 03127rAM 1400 OLS Verified: 032112W4 120 WJP ) NTU A Standard 0.78 0.80 NTU 98 Standard 8.2 8.0 NTU IN Standard 19 18 NTU 108 214411 T�uplicate 2.5 2.5 NTU Calcium, Drinking WAer (Anallzed: 0313VA04 0X10 DLS Veri ied: l>M1UAN OA5. DLS) Standard 1.0 1.0 mg/L C 0 Standard 5.0 5.0 mg1L Standard 20 20 mglL I t`S Standard 50 mg/L�k lal 214152 Duplicate 18 19 mg/L 214452 Spike 19.8 mg/L 1 102 24452 Spike 19.8 mg/L 100 L ' x LCS 41 A 39.6 MWL 105 Chloride. Drinking W.rlter ( Analyzed: 03it7ri004 1700 JBS Verified: 031318004 14:35 DLS) S Standard 1000 lam rngtL 10a 214363 Duplicate 71 71 - mg/L 0 214446 Duplicate 7.8 7.8 mgIL 0 Specific Conduahnee,prink Walter ( Analyzed. 0329=1111 1700 CMW Verified: 03P281,d004 120 1l JP) f u Blank 0.8 umhoslem `' r+ Standard 73 71 umhoslcm '' }1(3 Standard 340 353 umhostcm g8 =o� �•e 0/ Monarch Laboratory, Inc. 563 EAST LINDO AVENUE CHICO, CALIFORNIA 95926 PHONE(530)343-5818 Page 3 of 5 TEST REPORT- 214M6 efi ce Smule 21444-6 250 mqL Sample Description Result Value unit % Specific Conductahce.Drink Water ( Analyzed: 03rAVA 0�4 1700 CMM Verified- � 12:08 WJP ) <Q.i0 meglL Standard 1390 1412 umhoslcm 98 214411 Dupiicate 50 50 urnhos/cm 0 214412 DupficM 50 50 umhos/cm 0 varbonates. Drinking Water ( Analyzed: 03MM 1700 JBS Verified: 04MION 13:A5 OLS) Standard 230 250 mqL 214349 Duplicate <i.0 <1.0 mg1L 214383 Duplicate QAQ <Q.i0 meglL ' Coppet. Drinking W Avr (;Analyzed: 03129J2,004 i8M DLS Verified: MMRM 12:45 WJP ) uglL Standard 50 50 uglL Standard 240 250 ugtL Standard 5 } a 500 u9k Standard- 1000 logo ugft. Standard 2000 2000 ug/L 214452 Duplicate 210 .2W., UIL 214452 Spike 'Verified: Oai 120N 13:45 DLS) 250 uglL 214452 Spite 230 250 UA LCS 454 500 uglL Iron, Drinking Water (Anatyzed- 0300M I= DLS Verified: 03010M 12A5 till JP ) 92 too 98 102 100 1013 0 92 94 91 105 108 107 92 0 4 100 100 100 100 0 103 101 108 100 ion ion Standard 100, ion UD& Standard 490 500 ug/L Standard 1000 1000 uglL Standard 2000 2000 ug/L 214452 Duplicate <100 <100 ugA. 214452 Spike 250 ug/L 214452 Spike 250 ug1L .. LCS 538 500 ugA- Bicarbonates. Finking Mater ( Analyzed: 031302M4 1700 JBS 'Verified: Oai 120N 13:45 DLS) Standard 230 250 mg1L 214349 Dupiiem 440 440 rnwi- '?, 4383. DuplioaW 4.4 4.8 M"& -Pubejsium, Drinking Wliftr ( Analyzed: 03R AAN 09W DLS Verified: 04N IAM 1326. DLS) w Standard 0.50 Q 5o mg1L Standard 1.0 1 A rr,eg8.. 9umdard 2.0 2.t1:� mglL Standard 5.0 5.0 mg1L 214480 Duplicate IA i A mglL 214460 Spike 0.95 ff%& 214480 Spike 0.95 mg1L LCS 2.05 1.90 M911 - Magnesium. Drinking plater ( Analyzed: 031310M 0930 DLS Verified: 0601!1004 1326 DLS) Standard 0.50 am MOIL S.mdard 1.0 i.0 MO& Standard 5.0 5.0 mglL 92 too 98 102 100 1013 0 92 94 91 105 108 107 92 0 4 100 100 100 100 0 103 101 108 100 ion ion Monarch Laboratory, Inc. 563 EAST LINDO AVENUE CHICO, CALIFORNIA 95926 PHONE (530) 343-5818 rage 4 of 5 ' TEST REPORT- 24&M 90+aft ilrance f' Um SET wM Siiili lft X144" Sample l3psw iptinn Result Value Unit Q�t, lVla eMum. Drinking Walter (Analyzed 0313IRM 0930 DLS VeAfled .04J011M 1326 DLS ). Standard • , , . 1 Q IQ mg& '. lea Standard 2li .: 20 mgfL 90Q . 214462 Dupricate 84 a.Q mgr . 0. 214452 Spike 8.7.. mgfL 103 2214452. Spike 8.7 mp1L. 101 LCS 17.7 17A mgfL 102 Man gnrrese. Urir4tin9'Water Analped:03r�r1 1M 1+630 DLS Verified: 12�d5i 4fliiip) . Standard 1Q 20 ugfl. 9� Standard 62 511 ugfL' 1Q4 Standard: 500 500 ug1L f0a Standard. 10Q4 1000 ugk 100 Standard ' 2040 :' 20M ugfL. 100 214452 Dulalicate <20 <20 ugA- .214482 Spice 50 ugfL 92 214452 Spice 50 ug& 94 LCS 23 : 26 ugfL.. 92 LCS 408 60Q ugrL. 93 Sodium. Drinking Water' ( Analyzed: WIrdtll� 0930 DLS VeriRed- 04MIrM 1326 DLS ) S'r�ntrant 1.0 1.0 malt. 100 Standard 5.0 5.0 MS& 100 Standard IQ 10mglL 100 Standard 25 25 mgtL IQ0 Standard 50• 50 mg& 100 2142187 DupiiaaDe 14 14 mgfL 0 214287 Spike 12 MWL 104 214287 Spike 12 mgfL 103 LCS 24.7 23.9 ffIO& 103 Sulfate. Drinking 4Plrater (Analyzed. 04r0btM 12M DLS Vertified: tie W201 12:49 OLS) Standard 6.0 6.0 MA 1Q0 Randard in 1Q mg& 100' Standard 15 16 mgfl.. 100 Standard 20 20 mgfL 100 Standard 25 25 rnA 1 QQ Standard 3Q 30 MA 100 Standard 35 35 malt- -100 Standard 40 40 rng& 100 VON Duplicate 11 11 mg& 0 214d2i Spike 210 87 ?.14621 Spike 2Q m911- 93 LCS 1A R 2n.g rm 1818 Znc; DF4r ing W*er (Analrzed:03rArM 1S0 DLS Vent•: -ted: 03MrM 12A5 WJP ) ` Standard 46 S0 ugfi_ 92 Stand, 500 500 ug& 100 lYl_ - - o n a rch 563 EAST LINDO AVENUE CHICO, CALIFORNIA 95926 A-1 2%Laboratory, Inc. PHONE (530) 343-5818 �Z 1 Page 2 of 5 TEST REPORT: 214446 usfiltv Assurance for the Siff wfth Samule 214446 Sample Description Result Ana" -col Dols for Sample 214446 Unit % Acidic Turbidity, Drinking Water ( Analyzed: 031270M 1600 DLS Verified: 03P29f1004 12-M Parameter CAS Method Bottle Analyzed By 008 Bicarbonates, Drinking Water SM 23208 0313012004 JBS 009 Carbonates, Drinking Water SM 23208 03130,12004 JBS 010 Total Hardness, Drinking Water SM 23408 03131/2004 DLS 011 Specific Conductance,Drink Water SM 2510 B 03/28/2004 CMW 012 Calcium, Drinking Water SM 311113 03/3112004 OLS 013 Copper, Drinking Water SM 31119 03/2912004 DLS 014 Iron, Drinking Water SM 31118 03/2912004 DLS 015 Magnesium, Drinking Water SM 3111 B 03/31/2004 DLS 016 Manganese, Drinking Water SM 3111 B 03/29/2004 DLS 017 Potassium, Drinking Water SM 31118 03131/2004 DLS 018 Sodium, Drinking Water' SM 31118 03131/2004 DLS 019 Zinc, Drinking Water SM 3111 B 03/29/2004 DLS 020 Sulfate, Drinking Water SM 4500 SO4-C,D,E 04/02/2004 DLS 021 Chloride, Drinking Water SM 4500 -CL -8 03/3012004 JBS Standard Bottle Date fpr Sample 214446 umhos/cm 913 Bottle Derived in Lab From #01 - OTHER #02 - PREPARED BOTTLE, PLASTIC 50 ML, HNO3 01(50mQ usfiltv Assurance for the Siff wfth Samule 214446 Sample Description Result Value Unit % Acidic Turbidity, Drinking Water ( Analyzed: 031270M 1600 DLS Verified: 03P29f1004 12-M WJP ) 1.0 1.0 Blank 0.037 100 MTU 5.0 Standard 0.78 0.80 NTU 98 Standard 8.2 8.0 NTU 103 Standard 19 18 NTU 108 214411 Duplicate 2.5 2.5 NTU 0 Calcium, Drinking hater (Analyzed: 031314M OM DLS Verified: 0WUA9 13aA5 DLS) Standard 1.0 1.0 mg/L 100 Standard 5.0 5.0 mg1L 100 Standard 20 20 mg/L 100 Standard 50 50 mg1L 100 214452 Duplicate 18 19 mg/L. 5 214452 Spike 19.8 mg/L 102 214452 Spike 19.8 mg/L 100 LCS 41 A 39.6 mg/L 105 Chloride, Drinking Water (Analyzed: 03i301ZW 1700 JBS Verified: 03312M 14:35 DLS) Standard 1000 1000 mg/L 100 214363 Duplicate 71 71 mg1L 0 214446 Duplicate 7.8 7.8 mg/L. 0 Specific Conductance,Drink Water (Analyzed: 03121i1M 1700 CMW Verified: 0329rM 120 WJP ) Blank 0.8 umhos/cm Standard 73 71 umhos/cm 103 Standard 340 353 umhos/cm 913 Monarch .w 563 EAST UNDO AVENUE CHICO, CALIFORNIA 95926 Laboratory, Inc. PHONE (530) 343-5818 Page 3 of 5 TEST REPORT: 214446 uality Assurance for the SET with Sarnule 214 446 Sample Description Result Value (Unit % Specific Conductance,Drink Water ( Analyzed: 03rATJ 4 1700 CMW Verified: 03P29)M 12:08 IJP ) mg/L 0 Standard 1390 1412 umhos/cm 98 214411 Duplicate 50 50 umhoslcm 0 214412 Duplicate 50 50 umhoslcm 0 Carbonates, Drinking Water ( Analyzed: 0:30W=4 1700 JBS Verified: 0W1f2004 13:45 DLS) Standard 2.0 2.0 Standard 230 250 mg/L 92 214349 Duplicate <1.0 <1.0 mg/L 0 214383 Duplicate <0.10 <0.10 megfL 214480 Spike Copper, Drinking Water ( Analyzed: 03r29rM i630 DLS Verified: 031.M/.t004 12:45 WJP ) 101 LCS 2.05 1.90 Standard 50 50 ug/L Igo Standard 240 250 ug1L 96 Standard 510 500 ug/L 102 Standard 1000 1000 ug/L 100 Standard 2000 2000 ug/L 100 214452 Duplicate 210 210 ug/L 0 214452 Spike 250 ug/L 92 214452 Spike 250 ug/L 94 LCS 454 500 ug/L 91 Iron. Drinking Water ( Analyzed: 03r29r2M 1630 DLS Verified: 03=2004 12:45 WJP ) Standard 100 100 ug/L 100 Standard 480 500 ug/L 96 Standard 1000 1000 ug/L 100 Standard 2000 2000 ug/L 100 214452 Duplicate <100 <100 ug/L 214452 Spike 250 ug/L 105 214452 Spike 250 ug/L 106 LCS 536 500 ug/L 107 Bicarbonates, Drinking Water ( Analyzed: 03002 W4 1700 JBS Verified: 04,10112004 13.45 DLS ) Standard 230 250 mg/L 92 214348 Duplicate 440 440 mg/L 0 214383 Duplicate 4.4 4.6 meg1L 4 Potassium, Drinking Water (Analyzzed:03131/2004 0930 DLS Verified:04101r2M 13:26 DLS) Standard 0.50 0.50 mgfL 100 Standard 1.0 1.0 mg/L 100 Standard 2.0 2.0 mgfL 100 Standard 5.0 5.0 mgfL 100 214480 Duplicate 1.4 1.4 mg/L 0 214480 Spike 0.95 mg/L 103 214480 Spike 0.85 mg/L 101 LCS 2.05 1.90 mg& 108 Magnesium. Drinking Water. ( Analyzed: 03131/2004 0930 DLS Verified: 0410ir M14 13:26 DLS) Standard 0.50 0.50 mgfL 100 Standard 1.0 1.0 mgfL 100 Standard' 6.0 5.0 mg/L 100 i �'T. ���� . �' 1 1 Ili % ^-• _... a-•---•. � . r- -•---'•' .,...,T.. �:.��+.�.. nai ghawr,:U a QIOMCR DOU 'N:Pt MUt't)lAl)-bsiRa%V 2CL Mt11-0—:b9qh-of+7t.:dl�ffllillti{�.?�3Yifil�� � "i �„ �,F::Sf t:''ltl�.stl�i#>'t7'b�t:nsV i .iii tom? �.F>~+�.�1"ft:b'3xt�i, �i) isisl.'Y�tLtmCl :is�QCii;1 %o :., in I" sot Die DOM a { 111A.i ?-k—rr AtldP,lfM.o llsll h9v ejQ U: ? r1 "ti'S1 [l :h� . - rGA} -sAr. Et Qtat?nhG .noA C'.at Dot t -t:;. Par o[OF Fri= Olt DOM W F cot 2, mf :,� ,=a:�`a ',t, , ki•C i :t}�+rrrt u ML WAr tlW.cY-.�+ i�h�l�:�) 1s* gniMho .ask-Agthc:ufl �' j'rt i71 Ou ►3'ctri? '-,-t pg cites o ea> H [. !ll a\tii' f iYth :b liFt�Y tMJ(3 O�1 t' i1 :�►fi3 Ti��rt�.l! if [)fl�:)ff�l{�.mui>`a 3n _ art• "� +' 03-C �o1JF at Ot DS SOf as i3t t: For �, , = r g oa"Fs sot VI cot ° , DIU cot Y„„ a ► Dot r,,am !l t 0.8 _ - - Monarch 563 EAST LINDO AVENUE CHICO, CALIFORNIA 95926 Laboratory, Inc. PHONE (530) 343-5818 Page 4 of 5 TEST REPORT: 216 us itw Assurance fi r the SET with Sarno9e 214446 Sample Description Result Value Unit % Magnesium, Drinking Water ( Analyzed: 03131r2OO4 OSM DLS Verified: 0410112ON 13:26 DLS) 100 20 mg1L Standard 10 10 mgfL 100 mg1L Standard 20 20 mgfL 100 214452 Duplicate 8.0 8.0 mgfL 0 214452 Spike 20 8.7 mgfL 103 214452 Spike 50 8.7 mgfL 101 ugfL LCS 17.7 17A mg/L 102 Manganese. Drinking Water ( Analyzed: 03=21ON 1630 DLS Verified: 03MOMM4 12.85 WJP ) Standard 19 20 ug/t_ 95 Standard 52 50 ugfL 104 Standard 500 500 ugfL 100 Standard 1000 1000 ugfL 100 Standard 2000 2000 uglL 100 214452 Duplicate <20 <20 ugfL 214452 Spike 50 ugfL 92 214452 Spike 50 ugfL 94 LCS 23 25 ugfL 92 LCS 466 500 ugfL 93 Sodium. Drinking Water ( Analyzed: 03f31fM 0930 DLS Verified: 041011M 1326 OLS) Standard 1.0 1.0 mglL 100 Standard 5.0 5.0 mg1L 100 Standard 10 10 mgfL 100 Standard 25 25 mgfL 100 Standard 50 50 mgfL 100 214287 Duplicate A 14 mgfL 0 214287 Spike 12 mgfL 104 214287 Spike 12 mgfL 103 LCS 24.7 23.9 mg/L 103 Sulfate, Drinking Water (Analyzed:04ilrb2M 1200 DLS Standard Standard Standard Standard Standard Standard Standard Standard 214621 Duplicate 214821 Spike 214621 Spike LCS 19.6 Verified: X04 12A5 WJP ) 46 500 Verified: 04RISIM 12:49 OLS) 5.0 10 15 20 25 30 35 40 11 Zinc, Drinking Water ( Analyzed: 031291M 1630 DLS Standard Standard 5.0 mgfL 100 10 mgfL 100 15 mgfL 100 20 mg1L 100 25 mg1L 100 30 mg1L 100 35 mg/L 100 40 mgfL 100 11 mgfL 0 20 mgfL 97 20 mgfL 93 20.0 mgfL e$ 50 ug(L 92 500 ugfL 100 Monarch 563 EAST LINDO AVENUE CHICO, CALIFORNIA 95926 Laboratory, Inc. PHONE (530) 343-5818 Page 5 of 5 TEST REPORT: 214446 ualft Assurance for the SIS` *tllh Sar Dle 214446 Sample Description Result Value Unit % Zinc, Drinking Mater (Analyzed: 0329JM 1630 DLS Verified: 031:4 12:45 WJP ) Standard 980 1000 ug(L 98 Standard 2000 2000 ugIL 100 214452 Duplicate 140 140. ugIL 0 214452 Spike 250 ug/L go 214452 Spike 250 ug/L 95 LCS 489 500 ug1L 94 pH, Drinking Water ( Analyzed: 03MAM4 1700 CMW Verified: 03r29rM 12:08 WJP j Standard 4.0 4.0 SU 100 Standard 7.0 7.0 SU 100 Standard 10.0 10.0 SU 100 214444 Duplicate 6.7 6.7 SU 0 LCS 7.0 7.0 SU 100 Bottle f: 01 OTHER 03/20/2004 03/26/2004 BotHe Tracking for Sample 214446 09:35 BBW 09:35 BBW Bottle 6: 02 PREPARED BOTTLE, PLASTIC 50 ARL. HNO3 03/26/2004 09:35 BBW 03128/2004 09:35 BBW The water is classified as soft to moderately hard and aggressive on metal pipes and fixtures. Consider installing a system to raise the pH and make the water less aggressive. This will reduce the zinc level from galvanized pipe and improve the water taste. N zF co 3 ' 011f c� Q ry t b„ i t 19f F cot %A:I�qa n: �- 19 VMS U "U F,Ci *ll .X1 M- 31TPAN ,:MTT W&3 trM WES czrli ]� !'�.tlA t, ?t:::t��j 1Ei:Y17 fcD C::tw: n:�+.�� • tim lr. id Vc"'i7OGl'f'i 1 I br-0 9-^.}::j Osslr--,V.4 mit', tots:! :,r::l icrt fi` P'`T No eff ,R3HTO to A Outos iii UMN31-99 SO M pUli-8 R, 3 ' ry t b„ i t F ��<<�'', t}U��ii - r:�►i.4t�r�-S:+•:i:t ;,.n "� ,, „t�rn�� ; 91,Vd dk:'U I`qu5M E.O:bn-tnV t RIC] OZ:�6' ti A=9:i trf L"IIA'j'iyvi�tl UnNaha .mZ ,5 i ' n SIOM t ;1'd 'VSr M isVALA' ,'U :tisMi9V 1 c'!;? 00 l'tb1Vi3SXD :b. rIlE iA, 79k'r" (1ni#nhfJ ,Hq %A:I�qa n: �- 19 VMS U "U F,Ci *ll .X1 M- 31TPAN ,:MTT W&3 trM WES czrli ]� !'�.tlA t, ?t:::t��j 1Ei:Y17 fcD C::tw: n:�+.�� • tim lr. id Vc"'i7OGl'f'i 1 I br-0 9-^.}::j Osslr--,V.4 mit', tots:! :,r::l icrt fi` P'`T No eff ,R3HTO to A Outos iii UMN31-99 SO M pUli-8 R, ry t i t Monarch 164 Laboratory, .Inc. ursfice fewW Me SET awl to 563 EAST LINDo AVENUE CHICO, CALIFORNIA 95926 PHONE (530) 343-5818 Page 6 of 5 TEST REPORT: 21 Sample O ' Description Resuft Value. unit % Zinc. Drinking ter (Analyzed: 030=14 11130 DLS Verified: 0313W2W4 12AS WJP ) Standard 880 1 QO0 ugR. 98 Standard 2000 2000 ugtL 1OO 214452 Duplicate 140 140 uglL. O 214452 Spike 250 uglL 98 214452 Spike 250 uglL 95 LCs 489 500 u91L 94 pH. Drinking Water ( Analyzed: 03= 2004 4700 CMW Verified: 031 Imo! 120 WJP ) Standard 4.0 4.0 SU 10O ..w Standard 7.0 7.0 SU 10O .' Standard 10.0 10.0 SU ion . 214444 Duplicate 0.7 8.7 SU 0 LCS 7.0 7.0 - Sl! 100 Bale Tracking fior Sample 214446 BoWe k Zi OTHER 03128f2OW 09:35 BBW - 03128120Q4 OP35 BBW Bottle l: 02 PREPARED BOTTLE. PLASTIC ,tl ML. HM03 0312812004 09:35 BBW 03129/2004 09:35 BBW The water is olassifted as soft to Moderately hard and aggressive on metal pipes and Pimm. Consider inswung a system to raise the pH am make the mater less aggressive. This WU reduce the zinc level from plvanized pipe and improve the water taste. . i 4 /r . EXPLANATION OF RESULTS Primary standards or MCLS (maximum contaminant levels) are set for substance that are thought to pose a threat to health when present in drinking water at certain levels. Because these substances are of health concern, primary standards are enforceable by law. Secondary standards relate to cosmetic factors such as taste and odor which may affect public acceptance of drinking water, and are not enforceable by law. Most of the following constituents fall under the Secondary Standards for drinking water. Aggressive index is an indicator of how corrosive water is to pipes. A drinking water should be non -corrosive to prevent degradation of the pipes. Good: 10.5 to 11:5 12.0: Pipes may clog due to Calcium Carbonate buildup. <10.0: Corrosive. Alkalinity of a water is its acid -neutralizing capacity. It is usually a function of the carbonate, bicarbonate and hydroxide content. High alkalinities increase the corrosion of copper pipes. Chloride may cause an objectionable salty taste in the water and high levels may cause corrosion of the pipes in hot water. The SMCL (Secondary Maximum Contaminant Level) for chloride is 250 mg/L. Specific Conductance is the measure of the ability of a water to conduct an electrical current. Bicarbonate is a contributing factor to the aggressive index. Sulfate may cause objectionable taste, tends to form hard scale in boilers. Sulfate can react with the anode in hot water heaters to produce sufide or a "rotten egg"' smell. The SMCL for sulfate is 250 mg/L. pH is a measure of how acidic or how basic the water is. Both excessively high and low pH's may cause increased corrosivity which in turn can create taste and staining problems and significant health hazards. The acceptable range for pH in drinking water is from 6.5 to 8.5. Calcium is a common element. It contributes to the hardness of the water. Copper in drinking water is usually the result of reaction between aggressive water or electrolysis and copper plumbing. Copper may impart an astringent taste to the water and blue-green staining of porcelain may occur. The SMCL for copper is 1000 ug/L. Iron and Manganese are frequently found together in natural waters. They may impart unpleasant tastes and odors in drinking water. Iron may cause reddish - brown staining of porcelain and manganese may cause brownish -black precipitates in laundry items. They may cause the buildup of coatings in the pipes which may harbor bacteria. The SMCL for iron is 300 ug/L. The SMCL for manganese is 50 ug/L. Potassium is a common element. It rarely presents any health hazards in drinking water. Magnesium is a common element. It contributes to the hardness of the water. Sodium is a common element. Relatively high levels may be found in brines and in waters softened by the sodium exchange process. The ratio of sodium to calcium and magnesium is important in agriculture and human pathology. Soil permeability can be harmed by a high sodium ratio. Zinc is an essential and beneficial element in human growth. However, concentration above 100 ug/L may impart a bitter taste to water. It can also cause a milky appearance in water at high concentrations. Zinc most commonly enters the drinking water supply from deterioration of galvanized iron and dezincification of brass. The SMCL for Zinc is 50 ug/L. Langlier Index is an indication of how corrosive or scale -forming a water is to the pipes. Good: slightly positive to 2. >2: may form scale (CaCO3) and lead to clogged pipes. Negative number: corrosive. Total Hardness is a measure of the soap or detergent consuming power of the water. It is expressed as a function of the calcium and magnesium content of the water. Excessive hardness is undesirable because it causes the formation of soap curds, increased use of soap, deposition of scale in boilers, and sometimes may cause objectionable tastes in drinking water. It is expressed as mg/L CaCO3. Extremely soft to soft----------------------- 0-45 Soft to moderately hard---------------------- 46-90 Moderately hard to hard---------------------- 91-130 Hard to very hard---------------------------- 131-170 Very hard to excessively hard---------------- 171-250 Too hard for ordinary domestic use----------- Over 250 To convert ug/L to mg/L multiply .001. F:\WORD\FORMS\EXPLAIN 563 EAST LI AVENUE 1�llonarch CHICO, CALIFORNIA 95926 PHONE (530) 343-5818 INVOICE Laboratbry, Inc. BILL COPY To BRYAN HANSON TO SAME 9969 COHASSET ROAD CHICO, CA 95973 CUSTOMER SLSMN ' PURCHASE ORDER NO. ADVISOR DATE REPORTED TERMS INVOICE DATE INVOICE NO. HAN0352 0 03/26/0 NET 30 DAYS 04/06/04 14492 QUANTITY ITEM NUMBER DESCRIPTION - UNIT PRICE Dis AMOUNT 1 F.2 DOMESTIC SUITABILITY W/STAINS 85.00 85.00 4 COMMENTS SALES TOTAL 85.00 SALES TAX FREIGHT PRE -PAID 15.00 2 T� 2 PHD2 — I2' -m0" W/242Q ROUND TRANSOM 2a5k 2�56-1 FIRST FLOOR FLAN 511-2 IcI76 50. fr. 1/40 = II—on Environmental Health FEB 1 22003 Chico, CA F'HD2 C d- a m FHD2 t9 O = f - z Z ��0 FeLu Z V1? w Z uu V1 � �ii u 0 OCL ZrQ,a �pZO*--za arm=�� 4- aLu zar O�+uaZ�- ZZ w f- LLLux<xLu _ O.Jaaca Zz_.30o3aZNa�aw0W Lu i- U) O 3 0 Lu �Na`�'.wwzO��ZG=Lu=aa _�sn==au.J�az.�wWQQ ZW''r W oJZwa LU I- Oa0 U.0 U. V) ) j z `�'OOvLU _jw=ar;RgLjx =.>Z ,,, �n * O Lu 4n mujzZ�04www"*4=Q> OO�O�O='++0'i'==raa0 aoavv9�r3�nrra>a(9 Z Q o: a� O at =J 0 U 0 - 0 v- PHL;�2 PHt7)2 W W V Z aF 0 Lu V) v) p 0 4A014cs W"0 a o+ V M J ^ N O, Lm COc0 �` c0 VO4 V 0 CO E � , V V M v a/ �i �+ Ln oxi � W4t �- U. 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