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018-040-009
011-710-009 PER`IIT#95-2203 .1 GREGORY, Garth 9r;oo- l)Q Falcons Poing, Chico �New Single FamilyIlhy Y' �// 011-710-009 PERMIT#97-0002 (i i GREGORY, Garth 110 Falcons Point Dr., Chico Cont: Holiday Pools New Pri Swimming Poo1F/m4 i RESIDENTIAL E O1� 1-710-009 PERMIT#97-0002 GREGORY, Garth 110 Falcons Point Dr.., Chico Cont: Holiday Pools New Pri Swimming Pool • 1 i r r JOB FINALED (Date) - - Signature V=OK O = Not OK Not '=NotRepady 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-Gmd-/ /Amp -Concrete 6. Gas; Location -Test -Wrap; / PL'ft. / /Nat. or/ /"L°ft./ /LPG 7. Well Clearance 8 Disconnect 8. Utility Clearance Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'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/0 to Grade -HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch 11. Cert of Occupancy 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-DepthSpacing-Connectors-Steel 3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts-Beams-Rftrs.-Connectors Shthg.-Rfg: Bracing 5.Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sils-AnchorsStuds-Rttrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date POOL lans OK except #'s e cks-E sements . of • ompaction-Structure Stability -01�ool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclos ; Conduit Entries -Terminals -listed 7 7 EI o ing; Metal w/6 -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/3 Circulating Equip: P ' f Boxes-Enclosures-Panelboards-Ins. to Main in Conduit �? 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Zoo r -c o = No OK RESIDENTIAL-(SlIngle & Duplex) - = Not Applicable Not Ready Date UNDERFLOOR (Plans) OK except #'s 1. Zoning-Setbacks-Easments-Flood-Slope 2. Ftg., Main; Soils-Elec. Gmd.-/ P Ftg. Depth 3. Ftg. Garage; Soils-Steel-Elec. Grnd/ P' Ftg. Depth 49. 4. Ftg. Porches & Decks; Soils -Steel-/ /' Ftg. Depth 50. 5. Stemwalls, Main; Steel-Blockouts4Nrapped 51. 6. Stemwalls, Garage; Steel-Blockouts4Wrapped 52. 6a. Hold Downs and Special Anchors 53. 7. Slab, Steel -Wrapped 54. 8. Piers -Fireplace Ftg.-Steel 55. 9. D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 56. 10. UF. Gas Pipe; Size Anchors - Yard Gas Piping; Size Test 57. 11. Water Pipe; Test -Anchors -Regulator -Service Test 58. 12. Electric Underground 59. 13. Pienums & Ducts; Clearance -Material -Support -Ins. 60. 14. Girders -Sills -Anchor Bolts-Joists-Vents-Crippies 61. 15. Access & Ventilation 62. 16. Insulation Date Date Card B-1 Date Card B-1 Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Card B-1 Date Card E-1 Date FINAL (Plans) OK except #'s PLUMBING (Permit) OK except #'s 63. 17. Water Htr.; Vent -Access -Combustion Air Baffle 64. 18. Water Pipe; Test & Anchor -Nail Protection 65. 19. D.W.V.; Test Fittings & Anchor -Nail Protection 66. 20. Shower Pan; Test, First Floor -Tub Access 67. 21. Test Tub & Shower, Second Floor -Tub Access 68. 22. Gas Pipe; Sixe & Anchors 69. Stairs & Rails Date Fireplace or Stove, Clearance -Hearth Card B-1 Date Card B-1 Date Elec. Outlets at Wood Panel, Int. & Ext. Card B-1 Date Card B-1 Date Kit. Fixt. & Appliance; Ground. -Air Gap -Cooking Clearance ELECTRICAL (Permit) OK except #'s 73. 23. Fixture & Transformer Clearance -Ins. Protection 74. 24. Elec. Receptacles Spacing -Lights & Switches at Doors 75. 25. Size Boxes & No. of Conductors Stapled 76. 26. Romex Installed Close to Edge of Studs & C.J. 77. 27. Equip. Ground made up w/Mech Fastners-Bond Gas & Water 78. 28. 2 Appliance Circuts in Kitchen & Conductor Size GFI 79. 29. Subfeed Wire Size / / ga. Cu or AI-A.C. Wire Size / / ga Cu or Al 80. 30. Range Circ. / / ga Cu or AI -Oven Circ. / / ga Cu or Al Insulated Neutral 0 Yes 0 No 81. 31. Service -Riser Conductors & Ground-Main'Disconect 82. 32. Equip. Clearances Panels-Motors-Mech. Epuip. 83. 33. Clothes Closet Light -Shower Light -Spa Light 84. 34. Smoke Detector 85. Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings Date Water Well, Disconnect, Electrical, Plumbing Card B-1 Date Card B-1 Date Exterior Elec. Trim, G.F.I. Receptacle -Underground Card B-1 Date Card B-1 Date Ventilation Throught House MECHANICAL (Permit) OK except #'s 89. 35. A.C. Ducts Insulation & Support 90. 36. Vent Fan, Exhaust above insulation 91. 37. Condensate Drain & Overflow, Size & Grade 92. 38. Furnance-Vent Access -Comb. Air -Return Air Vent 115 outlet 93. 39. Attic Access & Platform if Furnace in Attic Date Date Card B-1 Date Card B-1 Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 FRAMING (Plans) OK except #'s 40. Sits Proper Materials & Anchors 41. Walls Studs -Nailing Spacing & Braces -Plates -Sound 42. Bearing Walls over Girders & Floor Nailing 43. Draft Stop in Walls (rat proof) 44. Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs 45. Headers & Beams -Size & Bearing Date FRAMING (Continued) 46. Hangers -Post Caps -Anchors -Connectors 47. Cling. Joist-Rftr. Ties-Purlin-roff Brac: Truss-Shting: Rfng. 48. Fireplace Ties or Type A Flue -Fireplace Throat clearance 49. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 50. Bdrm. Windows or Exiting Doors -Sill Hgt. & Dimensions 51. Garage Fire Protection Framing 52. Property Line Firewall & Openings 53. Ext. Doors -One 3 -Check Garage 3rd Story, 2 Exits 54. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 55. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 56. Siding -Nailing Veneer 57. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 58. Glazing Area -Glass Protection -Skylights -Plastic 59. Shear Walls; Nailing -Bolts 60. Brace Wall Panels 61. Insulation -Walls -Ceilings 62. Infiltration -Walls -Windows Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 63. Ext Steps -Door & Sidelight Protection -Landings 64. Smoke Detector 65. Furnace; Vents -Clearance -Comb, Air-Conector- In Garage; Above Floor-Ducts-Mech. Protection 66. Bedroom Exiting 67. G.F.I. & Bath Fixtures & Tub Access -Spa 68. Elec. Trim & Subpanel, Breaker Sizes & Labels 69. Stairs & Rails 70. Fireplace or Stove, Clearance -Hearth 71. Elec. Outlets at Wood Panel, Int. & Ext. 72. Kit. Fixt. & Appliance; Ground. -Air Gap -Cooking Clearance 73. Elec. Outlets & Recepticales at Kit. Counter 74. Garage Fire Door; Swing -Landing -Closure 75. A.C. Duct in Garage -Damper 76. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. In Garage; Above Floor -Meth. Protection 77. Plb., Elec. & Mech. Equip. Listed for Location 78. Elec. Receptacles in Garage (G.F.I.)-Romex Protection 79. Insulation -Foam -Looked in Attic 80. Guard rails & Deck Construction -Post Caps 81. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor 0 Yes 82. Following Instld./Drive 0 Yes 0 No/Walks 0 Yes 0 No/Planters 0 Yes 0 No 83. Stucco Brown -Finish 84. A.C. Unit Disconnect, Electrical -Plumbing 85. Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 86. Water Well, Disconnect, Electrical, Plumbing 87. Exterior Elec. Trim, G.F.I. Receptacle -Underground 88. Ventilation Throught House 89. Glass Protection 90. Corrections from Previous Inspections 91. Gas Test -Meters Tagged, Gas -Electric 92. Water & Sewer Connected -C/O to Grade -HD Approval 93. Energy Compliance Certificate -Other Certificates 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: COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive - Oroville, California 95965 - Telephone (916) 538-7541 PERMIT NO. APPLICATION AND PERMIT ASSESSOR PARCEL NUMBER 011-710-009 ZONING PUD BUILDING PERMIT OWNER GARTH GREGORY TELEPHONE SO. FT. OCC. BUILDING VALUATION e OWNERS MAILING ADDRESS 110 FALCON PT DR CHICO '22 Ono CONTRACTOR'S NAME HOLIDAY POOLS 1-=—E1467 CONTRACTOR'S MAILING ADDRE$GHICO l� Fireplace CONSTRUCTION LENDER UNKNOWN Total Valuation Is Filing Fee $ 20.00 LENDER'S MAIUNG ADDRESS Permit Fee $ 252.00 ARCHITECT OR ENGINEER LICENSE NO. Plan Checking Fee $ 23.00 Energy Plan Checking Fee $ ARCHITECT OR ENGINEERS MAILING ADDRESS Penalty $ BUILDING ADDRESS 110 EALCONS PT EIR PERMITFEE $ 295.00 PLUMBING PERMIT Filing Fee 20.00 Each Trap 7.00 LOT NO. SUBDIVISIONS NAME PARCEL MAP Solar or heat pump water heater 23.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other POOL SPECIFY Water piping 15.00 15.00 Each gas water heater or vent 15.00 Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: MASTER #504-94 Mobile Home S G W 920.00 PERMITFEE $ 35.00 Contractor ELECTRICAL PERMIT Filing Fee 20:00 Main Service200V OR LESS ( 200A OR LESS ) 23.00 Main Service ( 200A TO 1000A ) 46.00 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 Il�rce and effect. `�al License Class ,� Lic. No. _. OWNER -BUILDER DECLARATION 1 hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ 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 NEW CONST. DWELLING OCCUP. OR NS. ( 8 ACC. BLDS. ) So. 3.50 FT. NEW CCONST. MULTI -OUTLET NON-RESID. ( BRANCH CIRCUITS ) 97.50 ( POWER APPARATUS 8 SINGLE OUTLET CIR. / Ex. Occup. (ourLEr OR FIXTURES ) 20 Q 1.00 BAL .00 EX. Occup. (oFI ELErs (RE ISIS . OR 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 FOOL FLEC 60 0-0 PERMITFEE $ 50. 00 Contractor 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. I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation i surance carrier and policy number are: Carrier Policy Number V (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that in the performance of the work for which this permit is issued, I shallTOTAL not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with thos ovi io s. X _ __ Date SigVfyfe of Applicant - ❑ O r ntractor ❑ A nt An A permit is required fo a avati over 5'0" deep and emolition or construction of structures over 3 stories in Tmight. MECHANICAL PERMIT Filing 9 Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMITFEE $ Contractor Mobile Home Installation Fee $ Energy Inspection Fee Is occ CONST. TYPE FEE $ 380.00 NAZ. _ D. FEES IMP FLOOD DF CPARCEL PD U This permit is hereby issued under of the Butte County Code and/or indicated above for which fees have By PERMITEXPIRESON 2 the applicable provisions Resolutions to do work been paid. I Date it 1 (D4.) Receipt No. 209637 WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT i�F+-�'i��-i="4Y`Li".!�A'+'M :H: � , ,,; "S�` n'�YdiRT�✓SYS O-� � �M-�. r- --• COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 COUNTYCENTER DRIVE - OROVILLE, CALIFORNIA 95965 -TELEPHONE (916) 538-7541 OWNER Proposed Building ,Use PERMIT APPLICATION DATA SHEET Building Inspector P. No. e) // �/ q -D® Date At time of permit application, I was advised the following data must be submitted prior to permit processing•and/or issuance: ' DATE RECEIVED BY 1. Al: items have been submitted. ............................ 2. Plot plans, 3/4 sets, signed by preparer of plans. .......................... �. Complete plans, 3/4 sets, signed by preparer of plans . ..................`...... 4. Engineered plans and calcs, 3/4 sets, with wet signature on plans. ........ 5. Hazardous Material Form . ......................................... 6. Energy Design Compliance and supporting documentation . .................. 7. Statement of Intent for Non -Heated and A/C Buildings . ...................... 8. Engineered truss details and layout in duplicate (required prior to plan check). .... 9. Mbbilehome data and manufacturer's installation instructions, 2 sets. ........... 10. Fees of $ .......................................... 11. Irapact fees as shown on attached schedule. ............................. . 12. California Department of Forestry`plan approval/fees. ....................... . 13. Flood elevation letter (100 year flood) by California Engineer ................... 14. Sanitation and plot plan approval Health Department. . ..... . 15. C-ty of Chico plumbing permit. ....... ............................... . 16. Prot plan and business license approval from City of Biggs/Gridley. ............. 17. P'anning approval for (A) Use: . (B) Parking: . ......... 18.* Contact Land Development about (A) Improvements (B) Drainage. .......... . 19. Driveway permit (construction approval required prior to occupancy). . . 20. Pre -inspection for required. .. to Building Inspecto(Date) 21. Contractor's license information. (No., Name Style, Classification) . .............. 22. Certificate of Workmans Compensation Insurance . .......................... 23. Cwner-Builder Verification (Given to owner , Mail to owner _). ........... 24. Recorded copy of Agricultural Acknowledgement Statement. .................. 25. Latter of signature authorization . ........................................ t" 26. Copy of recorded deed of parcel creation and 60 right of way to a public road. ..... -T- 127. ;427. Letter of intent on building use . ........................................ . 28. Mobilehome utility clearance . ......................................... . 29. Eocumentation of legal access . ..................... :............. .... . 30. Documentation of 50% subdivision developed or (A) Road improvements completed and (B) Parcel meets zoning area and frontage requirements . ............... 31. Existing violations/expired permits . ...................................... 32. Plan_0... ..... . eck list. :..r.. . 33.� t 34. �When y issue >Ih ee it p ess as follows: Mail to ow�gr. Mail to contractor. elephore Z5 t -/ and hold for pickup at CI77 Com- office. Deliver with inspector. Other Parcel Creation Acreage Applicant Date a Copy of Haz-Mat form sent Health Dept. Fire Dept. Air Pollution 66ate/ / Copy of plans swit Health Dept. Fire Dept. Other Date By The following data must be submitted 1. Index permit for above items No. _ 2. Additional items required: nce: (Circle new item not checked above). Contractor, designer, owner, was advised of above required data by _ phone -mail Counter by _ Date Contractor, designer, owner, was advised of above required data by _ phone _ mail Counter by _ Date Plans checked br Date Plans approved by Date Sets of plans on hold in File cabinet AP folder Copy - Department of Public Works E.H. USE ONLY Plot Plan Awchad l' ., »_.. _. Flo" Plea ACnched Sect to B.D. TO: Building .Department FROM: Environmental Health SUBJECT: Sanitation Clearance rc� ly -0, er Location AP# Plan Approved for: Sewage Disposal Water Supply: Public Private Well Clearance for bedroom mobile home. Othe 1 Hold final for: Final clearance O.K. for: NOTE: o9f E,nWortmental Health Specialist Date 8/92 COUNTY OF BUTTE- DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive - Oroville, California 85965 - Telephone (916) 538-7541 PERMIT NO. APPLICATIONAND PERMIT ASSESSOR PARCEL NUMBERO — l D --(j p �' / m"'"° BUILDING PERMIT OWNER (;A /2T - (9 0 � TEUPHONE SO. FT. 'OCC. BUILDING VALUATION �- OWN 'SMAISJl1O ADDRESS /' I T U �(/ l (/ / CONTRACTOR'S NAME CONTRACTOR'S MAILING ADDRESS Fireplace CONSTRUCTION LENDER UNKNOWN Total Valuation $ Fling Fee $ 20.00 LENDER'S MAILING ADDRESS Permit Fee $ ARCHITECT OR ENGINEER LICENSE NO. Plan Checking Fee ' $ --� Energy Plan Checking Fee $ ARCHITECT OR ENGINEEWS MAILING ADDRESS - Penalty $ BUILDING ADDRESS ),n / C 41C PERMITFEE $ PLUMBINGPERMIT Fling Fee 20.00 Each Trap 7.00 LOT NO. SUBDIVISIONS NAME PARCEL MAP I Solar Or heat pump water heater 23.00 Water piping 15.00 l Sro USEOFSTRUCTUR� SF ❑ Duplex ❑ Mobilehome ❑ Other ��/-��� SPECIFY Each gas water heater or vent 15.00 Gas piping system 1 - 5 outlets 15.00 Building .sewer 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ In Ration ❑ Othej ❑ 'nn�l//, c,► Describe Work: �"` I �v`( l Mobile Home S G W @20.00 PERMITFEE _ s S — Contractor ELECTRICAL PERMIT Filing Fee 20.00 Main Service eoov oR LEss ( 2ooA oR IEss ) 23.00 Main Service ( 200A To I000A ) NEW CONST. DWELLING OCCUR OR ADDNS. ( & ACC. BLDS. ) 46.00 SO. 3.50 FT. 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 1 hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ I am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person In any manner SO as to become subject to WOfke(S' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. X _____ Date Signature of Applicant - ❑ Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. NNEW ON -RESET ( ���cacE s ) @7.50 POWER APPARATUS ( ITN' OUTLET CIR. ) Ex. Occup. (ES) 20 @'.0° OUTLET OR FIXTUR SAL 0 .w Ex. Occup.FIXED APPLNS. OR (OUTLETS (RESID.) EA ) 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 MISC. firing 23.00 Q� PERMITFEE $ o9 Contractor MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMITFEE $ Contractor Mobile Home installation Fee Is Energy Inspection Fee $ occ CONST. TYPE TOTAL FEE $ HA2. I D. FEES IMP I FLOOD -CDF PARCEL PD HD ISSUE This permit is hereby issued under the of the Butte County Code end/or indicated above for which fees have By PERMIT EXPIRES ON _ applicable provisions Resolutions to do work been paid. Date (Date) Receipt No. 3 -- - - - - - .. ..-.o..-. eCQQnm PINK.INSPFCTOR GOLDENROD -APPLICANT Minimum Requirements: 1. P00STEARP NS: - Provide written agreement from the design engineer (licensed Civil or Structural in the State of California) that the plan can be mastered. The engineer shall state any limitations as to where the design maybe used. - Provide original stamped and wet signed structural calculations and pool structural plans. - Plans shall show all configurations in which the pool can be used. n2.OOL PLANS, SPECIFIC PROJECTS: - For plan already master planned, provide original stamped and wet si structural calculations and plans. - Address site-specific hazards such as exp -e soils, igh nd water, teep slopes,. ) ..... ovide site soil type. Y Provide pool plan showing pool-diensions and dep rovide site plan that shows ground slopes in the vicinity of the pool. bprovide all other information required of typical permit submittal. (Rev. Feb. 1996) 4d RESIDENTIAL '0s'1=710-009 PERMIT#95-2203 I v?.EGO'Y, Garth Falcons Point, Chico New Single Family o J�Z + %07- 77 `Ey 4. �t( ,a+ J - � OFFICE Copy Addre s GAS Meter By ELECTRIC Date— Meter By - — Dateqj 1 Y OFFICE COPY Address t GAS Meter By ` ELECTRI Date i Meter By Date Citi / JOB FINALED (Datel -.—I 5� Signature J=OK �t O = Not OK Not = Not Readyabte 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-Clearences-Grnd-/ /Amp -Concrete 6. Gas; Location -Test -Wrap: / /"L"ft. L / /"Nat. or/ /" L"ft./ /"LPG 7. Well Clearance & Disconnect 8. Utility Clearance Date _ Card B-1 Date Card B-1 Date Card B-1 Date Card 8-1 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 8. Gas and Electricity Tagged 9. Exits; Insp.-Sketch 10. Cert. of Occupancy 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; Griders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts- Bea ms- Rftrs.-Connectors Shthg.-Rfg.-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg; Sils-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 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, Distances-GFI 5. Elec.; Pool Lighting; 15 volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed' 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. _ Boxes-Enclosures-Panelboards-Ins. to Main in Conduit -9.-Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 7 J=OK O=Not OK = Not Applicable Not Ready RESIDENTIAL (Single & Duplex) ' = tte UNDE OOR (Plans) OK except ft's i ng -Setbacks -Ease ments-Flood-Slope Main; Soils-Elec. Grnd.-/ /" Ftg. Depth Ftg., Garage; Soils-Steel-Elec. Grnd.-/ /" Ftg. De 4. Fig. & Decks; Soils -Steel-/ /Ftg. Depth C W. St walls, Main; Steel -Bloc kouts-Wrapped emwalls, Garage; Steel-Blockouts-Wrapped Hold Downs and Special Anchors 7. Slab; Steel -Wrapped 8. P' s -Fireplace Ftg.-Steel D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 10. UF. Gas Pipe; Size -Anchors - yard gas piping: size -test 1j/Water Pipe; Test -Anchor -Regulator -Service Test 12. Electric; Underground 13. Pie ums & Ducts; Clearance -Material -Support -Ins. 14.orders-Sills-Anchor Bolts -Joists -Vents -Cripples 1 . Access & Ventilation 16. Insulation Date 'L- Card B-1 VO Date Card B-1 Date Card B-1 C Date Card B-1 Date PLU NG (Permit) OK except fr's 1 er Htr.: Vent -Access -Combustion Air -Baffle --------------------- ---------------------------- 1 . W r Pipe: Test & Anchor -Nail Protection 1 D Test Fittings &Anchor -Nail Protection Shower Pan: Test. First Floor -Tub Access - -- -- 20. -Test Tub & Shower.- Second Floor -Tub Access - ------------------- 21. Gas Pipe: Size & Anchors -------- -- - - - - Date -Card B-1 �� Date Card B-1 -- - ------ - ------ -- ---------------------- Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except rf's - 22. Fixture & Transformer Clearance -Ins. Protection -------------- -- - -- - - Elec. Receptacles Spacing -Lights &Switches at Doors - ----- 24 ze Boxes & No. of Conductors -Stapled ----- ------------- --- ---------------------- ------------------------------------------------- ------ -- -- - - -- omex Installed Close to Edge Studs & C.J. ----------- ------------------------------------------------------------ ?6�Equip. Ground made up w!M h. Fastne�Bond Ce & Wal -------- --------------------------------- ------------- 2j/lAppliance Circuts in Kitchen & Conductor Size!GFI . --------------------- -------------------------- -- --------------------------- 28. Subfeed Wire Size Aga. Cu o A.C. Wire Size 4 / ga. Cuor aI-- -------�'- -------- -4--------- 29. Range Circ. !� ga.Q or AI -Oven Circ. / ! ga. Cu or Al. Insulated Neutral la'Ves0No - - - -36-Service-Riser Conductors & Ground -Main Disconnect ------------ -------------------------------------------------------------------- ,ij_-Equip_Clearances Panel s-Motors_Mech. Equip_ 32 -Clothes Closet Light -Shower Light -Spa Light ------------ ------------------------------------------------------------ /Smoke Detector --------- -- - - -- - - - -- - ------------------------ ------------- -- ----- ---- - - Date §��( _,Z, Card B_1 01.) Date Card B_1 Date Card B-1 Date Card B-1 Date MfeHANICAL (Permit) OK except a's 4/1iC. Ducts Insulation &Support -------------_4 C. Duct -----Dation ----- ------------------ - - - ---- ent Fan: Exhaust above insulation --------- - -- - -------- - ----------- - ---- ------- --- -- --- --- ------------------------ Conden=ate Drain & Overflow: Size & Grade ---------- ----------------------- - - - - - - - - - - - -- - - -- 3�"Furnance-Vent; Access -Comb. Air -Return Air Vent -115 outlet ------------------------------------------------- --------------------------------- O-38-*ttic Access & Platform if Furnance in Attic Dat----------------- e ard----B-1_---------------------------------- - Card B -------1 ------------- CC Date _ Date Card B-1 Date Card B-1 Date FR MING (Plans) OK except k's 3#f ------ Sils. Proper Material & Anchors - Proper ------------------------------------------------------. Walls Studs -Nailing. Spacing & Bracing -Plates -Sound ------------- - --------------------- ea--- Walls over Girders & Floor NIII ---- ---------------/--------------------------------------- ------------------------- �2 Draft Stop in Walls (rat proof) ire Stops: Furred Ceilings-Stairs_Ch-ses-Tub-------- ------ -- -------- ( Headers & Beam -Size & Bearing Date FRAMING (Continued) 45: Hangers -Post Caps -Anchors -Connectors 46. g. Joist-Rftr. ties-Purlin-roof Brac-Truss-Shthng.-Rfng. ---- , Fireplace Ties or Type A Flue -Fireplace Throat clgarance - qr& Attg Access; Size & Romex Protection -Draft Stopjlns. Baffles ¢37rm. Windows or Exiting Doors -Sill Hgt. & Dimensions Garage Fire Protection Framing A-6 5 roperty Line Firewall & Openings 5 xt. Doors -One 3' -Check Garage -3rd Story, 2 Exits --------- ------------------ v-.62-Stairs: Width -Headroom -Rise -Run -Landing -Fire Protection 5j,.1%_ywo on Roof Overhang -Attic Vents -Rafter Outriggers •S.i,§i g -Nailing Veneer/ 6. tucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 57. lazing Area=Glass rotection-Skytiights Plastic 5..hear Walls: Nail' g -Bolts - 1711r�- Insulation -Walls -Ceilings iiiiii 60. Infiltration -Walls -Windows ..Date—` -Card B_1 el -810 - Date Card B-1 Date Card 6-1 `/r Date Card B-1 Date FINAL (Plans) OK except If's 6 /. E xt. Steps -Door & Sidelight Protection -Landings 6'2. Smoke Detector --------------- -------- -- 6(� Furnace: Vents -Clearance -Comb. Air -Connector - In Garage: Above Floor-Ducts-Mech. Protection --------- - - - ----- 64. Bedroom Exiting -- ------ ------------------- — K. G.F.I. & Bath Fixtures & Tub Access -Spa ---- ` -- 6 Elec. Trim & Subpanel: Breaker Sizes & Labels 6. Stairs & Rails - - 68 Fireplace or Stove: CIearance_s-Hearth ----------------- 9. Elec. Outlets at Wood Panel: Int. & Ext. 3b. Kit,Fixt & Appliance: Grnd -Air Gap -Cooking Clearance 7'f Elec. Outlets & Receptacles at Kit. Counter --------- -- Ga ---- ra------Fire--Door:,oor:---------------- 7ge Swing -Landing -Closer ---------------------------------- ------- ------- -------------3 A.C. Duct in Garage -Damper 7f✓Wtr. Htr Vents -Clearance -Comb Air-Connector-P.R.V. / In Garage: Above Floor-Mech. Protection 76/.�PI b. Elec. & Mech.Equip. Listed for Location ------- ---- 76 Elec. Receptacles in Garage: (G.F.I.)_Romex Protection 7/. Insulation -Foam -Looked in Attic 0 Yes 7/ Guard Rails & Deck -Const ruction -Post Caps - ------------ - - - Fdn Vents & Crawl Hole Door -Drainage & Wood -Earth Clearance Looked under Floor - ❑ Yes 4/Following instld.: Drive 0 Yes ❑ No: Walks ❑ Yes 0 No; Planters El Yes ❑ No -------------------- r�. Stucco. Brown -Finish A C Unit Disconnect Electrical, Plumbing - ------------------- 49' --------- -------49' Vents Above Roof: Plbg.-Appliance-Fireplace.-Clearance to Openings _44 -Water Well; Disconnect, Electrical, Plumbing 835! Exterior Elec. Trim; G.F.I. Receptacle -Underground — r/Ventilation Throughout House --------------------------------------- - iy/ Glass Protection ...... -- Correct ons from Previous Inspections - - -------------- . Gas Test_Meters Tagged_Gas_Electric ---- ---- -_ Water & Sewer Connected -C/O to Grade -HD Approval y;✓Energy Compliance Certificate -Other Certificates --- Date- i Card B-1 =-✓V Date Card B 1 - - - r_/r�-------------------------------------- Date Card B_1 - - Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final 9 V a COUNTY OF BUTTE - DEPARTMENT'OF REVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive - Oroville, California 95965 - Telephone (916) 538-75AJPERMIT NO. APPLICATION AND PERMIT f7 ASSESSOR PARCEL NUMBER 011-710-009 ZONING 1 BUILDING PERMIT OWNER GARTH GREGORY I TELEPHONE 1894-8205 SO. FT. OCC. BUILDING VALUATION OWNER'S MAILING ADDRESS 15B WILLIAMSBURG LN, CHICO D AA -1 CONTRACTOR'S NAME TELEPHONE C=/� d 9, • CONTRACTORS MAILING ADDRESS Fireplac 0I , p p D CONSTRUCTION LENDER UNIw0WN Total Val tion $ 2, ZZ LENDER'S MAILING ADDRESS Fling Fee $ 20,00 Permit Fee $ /' 0 r o ARCHITECT OR ENGINEER GO DMAN LICENSE NO. 345-1161 Plan Checking Fee $ 1. , &0LET ARCHITECT OR ENGINEERS MAILING ADDRESS Ener Plan Checking Fee Energy g $ Penalty $ BUILDINGADDRESS �/ ls� lo FALCONS POINTE PERMITFEE $ 6O• S PLUMBING PERMIT Filing Fee 20.00 Each Trap ILI 7.00 /12,M 8 NO. FALCONS POINT PARCEL MAP Solar or heat pump water heater 23.00 USEOFSTRUCTURE SF X Duplex ❑ Mobilehome ❑ Other SPECIFY Water piping 15.0015,00 Each gas water heater or vent 2— 15.00 30r 0-0 Gas piping system 1 - 5 outlets 15.00 15&-o Building sewer j 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ X „ Describe Work: SINvLE FAMILY 4 BD%1 M. Mobile Home ISI GI W @20.00 PERMITFEE o Contractor ELECTRICAL PERMIT Filina Fee 20.00 Main Service a00V OR LESS ( 2000A OR LESS ) 23.00 3. 0'v Main Service ( 200A TO I000A ) 46.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencingwith 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 1 hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ 1, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. 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 NEW CONST. DWELLING OCCUR OR ACDNS. ( a ACC. ) SO. ) p• ' 3.5Q FT. IOC1 NEW CONST. MULTI-OUTLEUTLE T NON-RESID. ( BRANCH CIRCUITS ) 97.50 POWER APPARATUS (8 SINGLE OUTLET CIR. ) EX. Occup. ( OUTLET OR FIXTURES ) BAL 20 @ I•00 SO EX. Occup. OUTLETS RESIoJOR ( ) 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMITFEE $ 2 Contractor WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier MECHANICAL PERMIT Filing Fee 20.00 Heating Z 15a -'o �•cw Cooling 2 Vj av wo Hood ( 6.50 ♦;-50 Ventilation PERMITFEE $ S Contractor 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 a loy any person in any manner so as to become subject to workers' cc s"on laws of lifornIa, and agree that if I should become subject to the w rs' compens provisions of section 3700 of the Labor Code, I shall f with com I those provisions. `� — [ r X ___ _ Date _( J Sign ure of Applica O r ❑ Vontractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ d—Lr7 occ CONST. TYPE , TOTAL FEE $1y.� i 3 HA2. D. FE56 V/ I'MP/, FLOO[�. ✓ /V/ cDF PARCEL (/ HD suE This permit is hereby issued under the of the Butte County Code and/or indicated above for which fees have BY PERMITEXPIRESONik,, applicable provisions Resolutions to do work been paid. Da [ [ 9, // �' ffieJ Receipt No. / —����.�5 % �3� T • 'j WHITE-D.D.S.-B.D. CANARY -ASSESSOR K -INSPECTOR GOLDENROD -APPLICANT COUNTY OF BUTTE ' BUILDING DIVISIONS r f DEPARTMENT OF DEVELOPMENT SERVICES 1469 Humboldt Road, Chico, CA - (916:891-2751 - 7 County Center Drive, Oroville„ CA (916;) 538-7541 ` 747 Elliott Road, Paradise, CA - (916) 872-6307 CORRECTION NOTICE `• \J1 a,. OWNER PERMIT NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at the above ac dress and should be corrected. Please notify this office when correction of work o is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. h` It eww— . COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 1469 Humboldt Road, Chico, CA - (916) 891-2751 7 County Center Drive, Oroville, CA - (916) 538-7541 747 Elliott Road, Paradise, CA - (916) 872-6307 CORRECTION NOTICE OWNER PERMIT NO. r, A routine inspection indicates that the following violations of Butte County Ordinances exist at, the above address and should be corrected. Please notify this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. >, C tp Date �' Q'"$ `I Inspector �� REV 10/92 k� �r r r Date �' Q'"$ `I Inspector �� REV 10/92 '�fi, �:. /..,�:✓.r/":;str/Sr::�;J..`,�: ,..!"4-/yP.. '... r ,... �.+!'rr (..rr ,_ �• COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 1469 Humboldt Road, Chico, CA - (916) 891-2751 7 County Center Drive, Oroville, CA - (916) 538-7541 747 Elliott Road, Paradise, CA - (916) 872-6307 CORRECTION NOTICE. � -ZZ OWNER u V PERMIT NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected. Please notify this office when correction of work is completed.'•f you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. Date Inspector c REV 10/92 L0EF-1.1,:E Ir1=:i1LA1—:1oVH:,1=5E--0 P-01 IrvsuLaIf0rJ Cl'TIFIGA`I_ IC -1 --- -- -u- N -b e f S t ee t ----- City ��Gr 'l- - '.�2un - LY—_.__� ,-_uT3iw_isi�ti L�in-set Description of Installation 1. ROOF n Material t . G _�_,--, Brand Name Thicknr�ss (inches) �/ '� Thermal Resistance (R-Valua) f 2, CEILING Batt or Blanket Type F1:Tif;T3+-;C,AS BAITS - Brand NameC'T-CSR TN Thickness (inches) Thermal Resistance (R -Value) -- Loose Fill Type � L�1e•. Brand Name Contractor/s rain installed went}Uft' __ Ib Minimum thickness _ ^ Manufacturer's installed weight per square toot to achieve Thermal Rtance (fl -Value) :._ EXTERIOR WALL Frame Type A. Cavity Insulation Material _F_f f3 RGL.ASS BATIS - --_ Brand Name SCNiiUER TNT. Thickness (inches) ��� - Therrnal Resistance. (R -Value) �-_�.e �+Y� {3 . Extoriur loath Sheathing - Material ___--__-- Brand Name ihtckneSs (inches) _ _..__ Th,erma! Resistance (R-Valuc) �`AISCD FLOOR Vateri3l .-__/_�_ Brand Mame ihtcYness (inches) %��":Thermal Resistance (R -Value) 5, SLAB FLOOFUPENIMUER Material _---------------_—. Brand Thickness (inches) Th-rerrnal Resistance (R -Value) , Perimeter Insulation Death (inches) 6. FOUNDATION WALL Brand Name ...__.._�._ Thickness (inches) �Ww0. Thermal Resistance (R -Value) Declaration I hereby certify that the above insulation was installed in the budding m the above location in conformance with the current tnerpy Efficiency Standards for residential buildings (Title 24, Part 6, California Code of Reoulations) as indicated on the Certificate of Compliance, where applicable. C.L.f14991500 tU l aerke jctSulatirn Co.t Ino— Rem nc . ter1� n� gnature, ate �/��rts a rng —ubcontractar (Co. Ffame IT— General ContractorNam . CoR Owner ( e) Q Item rgnature, Date ailing Su6contractor(Co. Mme General Contractor 1Co. Name) OR Owner teal i elsSignature, Date nsta tng Subcontractor o, ame General Contractor (Co. Name) OR Owner Revised July 1995 LOERKE INSULATION' INSULATION CERTIF , ° .% .7 1-4- •7 umber an treat 8918560 P . 1.7j 1 dle- L IC -1 N vt:st;rjpzion OT installation 1. ROOF Material Thickness (inches)�"—`- 2. 3. 4. 4 Brand Name Thermal Resistance (R -Value) CEILING Batt or Blanket Type PTBERGLASS BATTS Brand Name SCIftLER TNT. Thickness (inches) « Thermal Resistance (R -Value) Loose Fill Type•— Brand Name -' Contractor/s min installed werq t/ft' lb Minimum thickness ,_ 4ya, incites Manufacturer's installed -weight per square foot to achieve Thermal Resistance (R -Value) 'J'r? EXTERIOR WALL Frame Type A. Cavity Insulation Material FT13ERGLASS BATTS Thickness (inches) 13 . Exterior Foam Sheathing Material Thickness (inches) RAISED FLOOR Material Thickness (inches) (2 j�,, W SLAB FLOOR/PERIMETER Material Thickness (inches) Perimeter Insulation Depth (inches) 6. FOUNDATION WALL Material Thickness (inches) Declaration Brand Name SCNULtER TNT. Thermal Resistance (R -Value) Brand Name Thermal Resistance (R -Value) Brand Name Thermal Resistance (R -Value) 111-7 Brand Name Thermal Resistance (R -Value) Brand Name Thermal Resistance (R -Value) I hereby certify that the above insulation was installed In the building at the above location In conformance with the current Eneipy Efficiency Standards for residential buildings (Title 24, Part 6. California Code of Reoulations) as indicated. on the Certificate of Compliance, where applicable. C.L.ff499150 Loerke Tnsulation Co. Inc. item gnature, ate nsta ing Subcontractor(Co.Name) General Contractor (Co. Name) OR Owner Item #s Signature, Date Item #3 Signature, Liate f1-".7_ -A .. A- . 4 ^-I Installing Subcontractor o.Name) General Contractor (Co. Name) OR Owner nsta ing u contractor(Co.Name) General Contractor (Co. Name) OR Owner LOERKE INSULATION 'INSULATION CERTIFICA 7i -4 -le 1-r 5 Number—and street - -- 8918560 P.01 itv e_- IC -1 uescriptlon of Installation 1. ROOF Material % Brand Name MEAIC Thickness (inches) _ �-,► '� Thermal Resistance (R -Value) ! 6 2. CEILING Batt or Blanket Type FTBERGLASS BATTS Brand Name SCiAXLER TNT, Thickness (inches) « Thermal Resistance (R -Value) Loose Fill Typo Brand Name. Contractor/s min installed we fl t/ft' Ib Minimum thickness-- f& .incites Manufacturer's installed weight per square foot to achieve Thermal Resistance (FI -Value)_ 3. EXTERIOR WALL Frame Type A. Cavity Insulation Material FT13ERGL'ASS I3A77S Thickness (inches) 6 . Exterior Foam Sheathing Material Thickness (inches) 4. RAISED FLOOR Material ,� Thickness (inches)�� 6. SLAB FLOOR/PERIMETER Material Thickness (inches) Perimeter insulation Depth (inches) 6. FOUNDATION WALL Material Thickness (inches) Declaration Brand Name SCMMLER TNT. Thermal Resistance (R -Value) 119 Brand Name Thermal Resistance (R -Value) Brand Name 5�e,, Thermal Resistance (R -Value) Brand Name Thermal Resistance (R -Valuta) Brand Name Thermal Resistance (R -Value) I hereby certify that the above insulation was installed in the building at the above location in conformance with the current Energy Efficiency Standards for residential buildings (Title 24, Part 6, California Code of Regulations) as indicated on the Certificate of Compliance, where applicable. C.L.1i499150 0 b �y/y toerke Tnsulation Co. Tnc, tem s Signature, ate nsta mg u contractor lCo. NameTO General Contractor (Co. Name) OR Owner Item s Signat6ri, Date Item #a- signature, Date A -..:--J 1..1__ 4^^A Installing Subcontractor(Co. ame General Contractor (Co. Name) OR Owner Ini-511ing Subcontractor(Co. ame General Contractor (Co. Name) OR Owner From:Charles J. Roberts To: Geoige Kellog Pg.1 oft 12J27195 11:40:59 71 Roberts Consulting Engineering 1708 Salem Street • Chico, CA 95928 a (916) 894-8801 r December 27, 1995 George Kellog -- Plan Check Engineer Butte County Building Department 25 County Center Drive Oroville, CA 95926 RE: Gregory Residence Dear George, I am sending this letter in response to plan deviations regarding the Gregory Residence, Permit #95-2203. I am writing this letter to convey to your department that I concur with the changes noted herein. The sub -grade material for the footings of the residence structure is lava cap. The contractor has removed the loose material down to the solid base. In order to build the footings as shown on plan the rock must be chiseled out. I would like to propose an alternative plan. The footings will be built on top of the rock to the dimensions shown on plan and the grade outside the house will be brought up to match. In addition the footings will be pinned. to the rock with 94 bars at 24" on center. The pins will be embedded 6" into the rock, fastened with epoxy and extend an additional 6" into the concrete. The rock base meets the 1500 psf foundation pressure design criteria and the pins are added to eliminate sliding concerns. Let me know if you require additional information. Please contact -me at the address and number above if you have any questions. Sincerely yours, �� Charles J. Roberts, PE. OF r� Ex p �3�•3f �7 S tom BUTTE COUNTY 41JILDING DEPARTMEN! DPROVF%6 �1 U 12-2`Z49 4 �COUNTYOFBUTTE DEPARTMENTOF15EVELOPMENTSERVICES BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CA fFORNIA95965 -TELEPHONE (916) 538-7541 PERMIT APPLICATION DATA SHEET Proposed Building.pi At time of permit application, I was advised the following data must be submitted prior to permit processing and/or issuance: DATE RECEIVED BY 1. 2. Ott 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. Ig 13. WZ 14. 15. 16. 17. 18. 19. 20. 21. 22. 24. 25. 26. 27. 28. 29. 30. 31. 32. 34: All items have been submitted . ....................................... . Plot plans, 3/4 sets, signed by preparer of plans............i....:.. . Complete plans, 3/4 sets, signed by preparer of plans. OM .Y ...... . Engineered plans and calcs, 3/4 sets, with wet signature on plans . ............. Hazardous Material Form . ............................................ ' Er:erg�esign Compliance pc �p�orting documentation . .................. Statement of Intent for No - pc and A/C Buildings . ...................... Ergineered truss details and layout in duplicate (required prior to plan check). .... Mobilehome data a d m� ufa ur is i tallation instructions, 2 sets. Fees of $. � .......... ... ......... f2 3. Impact fees as shown on attached schedule.i.11. ZZ -9-75 ce......... ks- California Department of Forestr lan a rova ee ' .:T> Flood elevation letter (100 year floo by Cali fo sneer. .......... ' S.snitation and plot plan approval Health Department . ............ City of Chico plumbing permit . .................. Plot plan and business license approval from City of Biggs/Gridley. ............. ' Planning approval for (A) Use: (B) Parking: . ......... Contact Land Development about (A) Improvements (B) Drainage. .......... . Driveway permit (construction approval required prior to occupancy). I P-9 - q Pre4nsp...n request Pre -inspection for required. .. to Building Inspector (Date) Contractor's license information. (No., Name Style, Classification) . .............. Certificate of Workmans Compensation Insurance . .......................... Owner -Builder Verification (Given to owner Mail to owner �. Recorded, copy of Agricultural Acknowledgement Statement. . 3 . T7 Letter of signature authorization . .............. - .... .........k. r1 Copy of recorded deed of parcel creation and 60 ri4hil�ofnway to�(ic road. ..�=�? Letter of intent on building use. ......-".........................-- Mobilehome utility clearance. Documentation of legal access. Documentation of 50% subdivision developed or (A)�Road, m foements completed and (B) Parcel meets zoning area and frontage requ .ets. .............. Existing violations/expired permits. ..... `dv. . .......................... Plan check list. .... -,..........'p . When you issue the permit, process as follows: TelephonE and hold for Parcel Creation Applicant er. -- /1 Mail to contractor. office,/ Deliver with inspector. Date Copy of Haz-Mat fDrm sent Health Dept. Fire Dept. Air Pollution Date Copy of plans sen; Health Dept. Fire Dept. Other Date By The following data must be submitted prior to permit issuance ircle ot checke�-; 1. Index permit for above items No. I 2. Additional items required: Contractor, designer, owner, was advised of above required data by _ phone _ mail Counter by _ Date Contractor, design 3r, owner, was advised of above required data by _ phone _ mail Counter by _ Date Plans checked by Date I Plans approved by _ Date //'� -95 Sets of plans on hold in File cabinet AP folder Copy - Department of Public Works 1 _ti TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance )&., +t E.H. US A Y r:. Plot Plea Attached Floor Plan Attached Scat to B.D. �lJ .1r r 4 r �Gl �l S !�E/ !�0 �t� 7/--02 Owner j Location AP# Plan Approved for: Sewage Disposal . _� Water Supply: Public Private Well v Clearance for 2�' bedroom maMla home. Other Hold final for: Final clearance O.K. for: NOTE: Environmental 0 8/92 Specialist �Sppf )-5h5 - Date X A 'COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 .County Center Drive - Oroville, California 95965 - Telephone (916) 538-7541 PERMIT NC APPLICATION AND PERMIT ASSESSORPARC U _ -7&-009 SNI BUILDING PERMIT OWNER /' �C GD TP"ON ��y� `'.� S OCC. BUILDING VALUATION• OWNERS MAILING ADDRESS,,-- M95 CONTRACTOR'S NAME TELEPHONE ^ c a CONTRACTORS MAILING ADDRESS Fireplace Total Valuation ?_ �Z 3 (p��, Q(Q: • Fling Fee - $ ! U"'20.00 CONSTRUCTION LENDEA UNKNOWN LENDER'S MAILING ADDRESS Permit Fee f --' ARCHITECT OR ENGINEER ) — -N �LD •� UCENS No. Plan Checking Fee !. $ ARCHITECT OR ENGINEERS MAILING ADDRESS Energy Plan Checking Fee $n S. OD Penalty $ zlr 11W BUILDING ADDRESS 11..- PERMITFEE S PLUMBINGPERMIT Fling Fee 1 20.00 Each Trap to 7.00 -t0 LOT No. 6j SUBDIVISIONS NAME PARCEL ' Solar or heat pump water heater 23,00 USEOFSTRUCTURE SFA Duplex Cl Mobilehome ❑ Other sPeclFv Water piping 1 5.00 15.00 Each gas water heater or vent 15.00 3p 00 Gas piping system 1 - 5 outlets 15.00 ' Building sewer 15.00 5 O TYPE OF WORK New Addition ❑ Remodel ❑ U61ities ❑ Installation ❑ Other ❑ Describe Work: % Mobile Home S G I W .1 920.001' PERMITFEE _ '2� � O0 Contractor ELECTRICAL PERMIT Filing Fee 20.0/0 Main Service ( 600v OR LESS ) 200A OR LESS /� 23,00 a3 OV Main Service ( 200A TO 1000A ) 46.00 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 1 hereby affirm under penalty/of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the. property, am exclusively contracting with licensed contractors to construct the project. ❑ tam a empt under Sec. Business and Professions Code for this r WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that in the performance of the work for which this permit is issued. I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. X Date Signature of Applicant - ❑ Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition r construction of structures over 3 stories in height. �/ j yy� ._ 33 y, JJ /,709✓ �Z_q -•, NEW CONST. DWELLING OCCUP. so. " OR ADDNS. ( a ACC. BLDs. ) 3.5¢ FT.earH NEW CONST. MULTI -OUTLET NON-RESID. ( BRANCH CIRCUITS ) (0 POWER APPARATUS (8 SINGLE OUTLET CIR. ) EX. Occup. ( OUTLET OR FIXTURES ) 20 g I•00 BAS FIXED _ EX. Occup. OUTLETS RESID.IOEA ( ) 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMITFEE S Contractor �r MECHANICAL PERMIT Fling Fee 20.00 Heating 1P5 , (Y-3 Cooling SOv g Hood 6.50 sp Ventilation �+____T PERMITFEE = j0 Contractor Mobile Home Installation Fee Is Energy Inspection Fee oc �.`� TYPE TOTAL FEE HAZ. D. FE EM F D I C PARC PDISSUE This permit is hereby Isued under the applicable provisions of the Butte County Code and/or Resolutions to do- work indicated above for which fees have been paid. �% �=•� Date Cl) Cj,.A� �aSc�,Qi .4 -4 COUNTY OF BU= - DEPARZIMW. OF DEVELAPMENT SEI. YICZS - BUILDING DITISICN i COUNTY C :ii'_"R DRIVE, CROVILLE CA 95965 - TEL -HONE (916).528-7341 OWNER A.P. P40POSr'�. BUZLDINI G USE �L/Y�� DA c QA 1. SC300L DIST.UCi-FEFS EC. DA ^ REC (p 1- aid at Dist.-ict Ofic_)..... ............... iiiiiFF MS --- — / �j (paid at Building Department) Residential ...... x CY)� Q/// uni c amt. Commercial sq.rt. amt. 3 . URBAN AREA F"r.: S (paid at Building Department) , Residential ( per un c) x_ amt. Commercial (per sq. -1tt) sa..t. amt. RE=TION DIS77=7 F"c. ES I i ' I '\ (?aid D=s:.:'_ct 1.. at Of::c_) .. .................. 5. DRAINAGZ DISD?ICT F =—cZ (C�ncac= Land Develoomenc Division) .............. V);! 6 . SRA FLS INSPc=ON AND PLAPi Ecx sag. 00 ...... (paid at Buil di .g Department) -'-- 7 . CTM g , O'I•HE.�t At r. --;me of per=ic app cmc:oa; I was adv' ed the above fees are ' required to be paid prior to issuance o t^ DATE / U And when recorded mail to: Building Division 97 County Center Drive Oroviile, Ca. 95965 14 5 AGRICULTURAL STATEMENT OF ACKNI OWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code requires this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals. including. but not limited to herbicides. pesticides, and fertilizers: and from the pursuit of agricultural operations including, but not limited to cultivation. plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke. noise. and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessan• farm operations. All that real property situate in the County• of Butte. State of California. described as follows: a Date: %— / - �, State of California ) County of 6,0 -72 -- On ) On ZN before me, personally appeared known to me (or provedto mr on the b r personally osis o satin acto . evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument, the persons) or the entity upon behalf of which.the persons) acted. executed the instrument. WITNESS in,,. hand and official seal. TAVERNA HUBBARD V Comm. # 972331 Si atur Seal: `® C* NOTAR�eOaC-CAFORMA PP,y cc Alameda Expires Aug. County, 1996 -4 I 11:34AM FROM hill)=VALLEY TITLE._._.. TQ8939V?29J� Nilil?%UU3. 61, 95-11106 ORAER NO. BU -137921 W DZSCRXV tOs I ALL THAT CERTAIN REAL PROPMY SITUATE IN THE STATE oP (�1T.T1+pRrTIA, COUNTY OF BUTTE, 13ESCRUBEO AS r0= -74W6, Y RCaL t -Aa ft�i<<ti; ti+; ii „ ::;+ ' CAIN NX? ENTITLL&D, •rA =.S POINTE PLANNED UNIT DEVELOPM TT OFFICE OF PIUSL Z«• fiiSlC�i KAP WAS RECORDED IN THE THE RECORDER OF Taz n COUNTY OP aUR'!'8 STATE OF CJILIFORMI]1 ON FEBRUARY 28, 1995 Ill 80010 as, . 13S ol► xl►ps, As rAcx�s� 06, n7 AND THIS DF,LD IS MADE AND ACCEPTED UPON TgE r COVENANTS, CONDITIONS AND ND RESTRICTIONS ]_S SET FORTH Tf{)�Z• CLRTAiN DECLARATION oy R£S' RICTTONS RECORDED APRIL 19, 1991, UNpMt BUTTE COUNTY RECORMM SER AL S NO. 93-15102, W TE COUNTY, CALIPORNIAJ ALL OF W=HICH ARE Is INCORPORATED HEREIN -BY REFERENCE THERETO WITH THE SAME CE Alta EFP]2C3� A_^. THOUCK rULLY SET FORTH HEREIN AT LENGTH AND GI2Al7TEEg ACCEPTANCE AY Ota THIS DEED APPROVE, TERMS OF SAID DECLARADOPT, RATIFY AND AGREE To THn ATION. DECLARATION • OF ANNEXATION, RECORDED MARCH 7, 1993,•DER BUTTE COUNTY•REc'jRDER'3 SERIAL HO, 95-TOS2.AND RE-RECORDED XAy 22, 1995, UNDER BUTTE COUNTY RECORDER'S SERIAL NO. 95-16611. PA -It A NOt7-E](CIASIy$ EASF.a!lLNT FOR PUBLIC UTILITY 'PURPOSES ZNCLXmI9C WATZRi SEh1t-R,- DRAINAGE'', ELECTRIC, GAS AND COMMUNICATION -FACILXIES, ALSO FOR PRIVATE ROAD, PRIVATE STOW{ DRAINAGE FACILITIES AND OT>liElt RELATED APPURTENANCES,OVER, UNDER AND ON LOT "C", AS SHOWN ON THAT CERTAIN MAP ENTITLED "FALCoNs poyNTE VLXRD VNXT DEVF4 per -. PHASE 1", WHICH ASAP F RECORDED IN THE OFICE OF THE REL�DRD$R OY THE COUNTY OF BUTTE,STATE OF CALIFORNIA, ON FEBRUARY 10, 1993, IS BOOK 126 OF MAPS, AT PAGE(S) 89 THROUGH 92. Oji 2j~ lkf2i� )„, + s +� > ; 3` g?? 3•;j,t;:; C1aSIVE RAS 11 NON -EIC E7SF.NT FOR CONSTRUCTING., RECONSTRI�IiC - OPVP-AT=NG AND KAIirPAZNING , - !l COMMLTNTTY LLACHFZELp SYSTEM.OVER,'UNAER AND ON LOTS wA" AND "g", AS SHOWN ON I" '?SAP F.NTIT�$D, O THAT "FALCONS POINTE PLANNED UNIT DEVELHPENT • PHASE 1 SE , WHICH R" 0m RECORDED IN THE OFF,ICF ' OP TNF' R€CORDBR OP THE Couffry OF 'surtz, STATE OF CALIFORNIA, ON FEBRUARY Xo, 1993, IN BOOK 126 OF MASS, AT. PAGES 89 THROUGH 92. y nRSCRIPTION - cowszvww 95-11705 ORDER'NO. OU -137921 DG A WON -EXCLUSIVE OPEN SPACE EASEMENT TOC=MZR WITH TSE FREE AND UNLnaTED RIGHT OF ENJOYMENT THEREOF OVER LOTS 40EN AND "F■, AS SHOWN ON THAT CERTAIN MP ENTITLED, "FALCONS POINTE pLUMD UNI'! DEVELOPMENT - PHASE 1", WHjcx mXp wA_: RECoRDED IN TUE OFFICE OF TUR RECORDER OF THE COUNTY OP BUTTE, STATE OF CALIFORNIA, 027 FEBRUAiit 10, 1993, IN HOOK 126 OF MAPS, AT PAGES 89 THROUGH 92. A NON-EXCLUSIVE EASEMENT . FOR TSE PURPOSE OF CONSTRUCTING, RECONSTRUCTING, OPERATING AND NAINTASxixG LANDSCAPING, Ly1ND8CAAS IRRIGATION, PSNCSS, WALLS, AND RELATED LANDSCAPING FACILITIES OVSEi 'LOT "D", AS SHOWN ON- THAT CEn-AIH W ENTITLED, "FALCONS po== i PLANNED UNIT DEVEWPMENT _ pHASE 1n, WHICH ITAP WAS RECORDED IN TM OFFICE OF THE RECORDER 'OF THE COUNTY OF Strr=, STATE OF CALIFORNIA, ON FEBRUARY 10, 1993, IN SOON 226 OF NAPS, AT PAGES 89 THROUGH 92, EAR= Z -Zs A NON-PXC=SM EASEMENT FOR TIM PURPOSE 'of CONBTRQCTM, RECONSTRUCTING, OPERATING AND ?fXXXT14MN6 A FIRE PROTECTION Wj;LL AND APPURTENANCES THERETO OVER IAT KGp, AS SHOWN CH M.T C=tTA= MAP ENTITLED, "FALCONS POINTE FLANNED UNIT DEVELOPMMT.- P"st 1", WHICH NAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THS OOIINTY OF BUTTE. STATE OF -CALIFORNIA, ON FEHRUARY 10, 1993, IN BOOK 126 OF MAPS, AT PAGES 89 TaRou= 92. • g�$L I -Ai A Nott-tXCLUS1VE EASEXENT FOR THE PURPOSE OF CONSTRUCTING, RECONSTRUCTING, •OPEgtATING AND NAINTAXNINO A PRIVATE ROAD AND APPURTENANCES, PRIVATE STORK DRAINAGE FACILITIES, PRIVATE SEWER LINES, PRIVATE 'WATER LINES AND OTt7LR PRIVATE FACII.=TZF.s AS itEQUIR80 FOR INGRESS AND EGRESS OVER LOT C AS SHOWN ON THAT CERTAIN KAP �•:z< < XNTITLED, "FALCONS -POINTE PLANNED UNIT DEVELOPICNT PHASE 2" t!lll WHICH NAP wA5 RECORDED :IN 'THE OFFICE OF TnE RECORDER OP THE COUNTYOF •BUTTE, STATE OFCALZ"RUla, ON 7'2:=ARY 28, 1995 IS BOOK 13'3 OF NAPS, AT PAGES $6, 87 AND .58. Q ENO OF DOC.SUM ------------------------------------------------------------- -• - - -- -1t;1�. �/ �•Y�,r�v.. , ._ - Yli �.� '^ pL�.�...�.y .. M �. y`.�{1•_ ..J .. a .,.. y_��y_y. Y 4. y= .. 'w.�r�i J'J �+ to •�•kj�1ryH^C✓aw.:Y s11�^`+K�(';+,.i��Y°A'W:.y�"vT'IC&'YI112_ryJ:a1�M1�i.W `1.N"�.LYO}�",L�.M/Y'. �TNC%sY i'�JI'�':.{�ll BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One Form Per Building) School District C:/GfCfD (L/Zz O A.P. Number Property OW ler Jurisdiction: Building Department No. = City �% County Property Location/Address Subdivison Residential Development Sq. Footage No. of Living MHI Addition (Group R) Units Qr� Commercial/industrial Sq. Footage �' )O -e-4 New Addition (Including Exterior Roofed Areas) Building Department Representative Date (Floor Plans reviewed by School District Personnel) District Identif cation No. h0L&7! 7 1 School District certifies that (Applic4 t) (Zip has complied with the requirements of Resolution No. - by payment of $ representing District square feet. AB 2926 $ FULL MITIGATION $ Date Paid by Check # _ Remarks: GA of Bank Number Paid by Cash 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 (CEOA), 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) feeformmkl (11/94)dmm 1'l.;'';TT?�'�✓rt •r..:r'�s�r'ti.,...,....••.Y.--.h....��� +^,f`•Trio..,,..rv�-.�lt''''�Yw^^°'n'.`"i:i(k'�':`^h'f�1�y-•:.-•.�.,r. .yt_•' e. .�.`., .'BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One Form Per Building) r� .. School District CkcI Building Department No. A.P. Number Property Owner Property Locatic Subdivison Residential C-eveldpment 3 r CommercialAndustrial • 00q Jurisdiction: 0 City FX County • No. o Living MHI Units New i Building Department Representative Addition 0 Addition (Floor Plans reviewed by School District Personnel) District Ident€lication No. �'*'0 3 I C D 0" iii ood School District certifies that (Street Address) (City) C4 Sq. Footage 3:5 73 (Group R) Sq. Footage (Including Exterior Roofed Areas) 911tLQ Da arlA Gr Pqo I^ (Appl c^ lop hone Number) (State) (Zp'Code) .has complies with the requirements of Resolution No. , 9" 9 by payment of $ 6,S . representing ,:Q 3 square feet. AB 2926 $ f FULL MITIGATION $ /D a s School District Representative Date Paid by Check # Remarks: Bank Numbe* S f ti Paid by Cash 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 (applicart), Yellow (building department), Pink (school district) feeform.wkl (11/94)dmm ENCROACHMENT PERMIT COUNTY OF BUTTE DEPARTMENT OF PUBLIC WORKS 7 County Center Drive - Oroville, California 95965 Phone: (916) 538-7681 APPLICATION Permit No. ... I, WE, the undersigned, hereby apply to the County of Butte for an encroachment permit . Io the followi the county roads and highways, a 1 in accordance with county ordinances and general S. - 6 4-1a NAME-----•----------�---•-•----•--•.................... SIGNATURE / ---------------------....._._ MAILING ADDRESS ........�`t �� GZ .............. —-.__._------- ---- i----._.....-...._.. Phone ............ J �?.._d 5 Dace Location of work to be done _________ Z -0-T gZG. rsL✓ - ------------•------• ....... - ----•-------••-------•--- r,�\ -\ ------------------------1 TYeE OF WORK\TO BE DON or over 12,6 1. Curb Gutter .....:.......... Si ewalk ------.._....__. --- ..__ "Please heck" 2. DrivewayList t C o 3. Underground Co---- - --------- ndui................... . . 4. Other -•--•••--_..._....-•••••-•_.. ...... - - \ PERMIT GRANTE In compliance with your above,r quest, d subject to all terms, condi • n , or special conditions wr• en bel w or printed on the back of chis form, permission 's here y granted. SPECIAL CONDITIONS ............... ..................... .......... ... ............... .......... . ..... ...nn ... ............ ..................................................... �i t ................ I ...................................... .............. ....... . ......................... lb .......... .......... DIRECTOR OF PUBLIC WORKS Date Issued ....... ....................................... Surety.................................................... PERMIT EXPIRES ...................................... By Permit Applicant: Garth Gregory Date: 10/8/95 Permit #95-2203 The above referenced plans were reviewed by this office. Provide additional information and/or make revisions to plans, specifications, or calculations as follows: rovide additional information and/or make revisions to calculations as indicated. ,,__ �_P Jr2 J Check/verify hold down locations and types on foundation plan (sheet 2 of plans). Coordinate with calculations. ST Lim 4N 1-10f, It H I I Minimum coverage for reinforce ent of concrete cast against earth is 3" (per Section 2607 (h) of UBC). Revise desi n of 6' retaining wall as necessary to meet this requirement. check/verify shear wall locations & types in plans (see sheet 3 of plans). 15- Verify anchor bolt lengths on shear wall schedule, sheet 3 of plans. October 24, 1995 Permit #95-2203 Applicant: Garth Gregory Response to plan check comments dated 10/8/95 Response to comments indicated in the calculations as follows: 1.1)pg. 14 - See pg. 12 of original calcs for model. 1.2)pg. 41 - See response to 3 below. 1.3)pg. 54, 57 & 58 - See revision supplement. 1.4)pg. 65 - See pg. 61 of original calcs for model. ` - 2) Hold down locations and types verified. 3) Minimum reinforcing coverage for concrete cast against earth is 3 as stated in the plan check comments. The typical concrete retaining wall is not cast against earth but is placed in forms that are later removed and the wall subsequently back filled. The required reinforcing coverage for #5 or smaller bars in formed concrete exposed to earth is 1 1/2", see UBC 2607. There are several advantages to the formed method over the cast against earth method. The coverage issue being one but better dimension control and / moisture migration control through the use of sealant and proper drainage are paramount. 4) Shear wall locations verified. ✓5) A/B length note added. RESIDENTIAL PLAN CHECK NG GUIDE SINGLE FAMILY DWELLING, DUPLEX AND MISCELLANEOUS ONLY OWNER: BUILDING PERMIT NUMBER: PLAN CHECKER: �2 ASSESSOR PARCEL NUMBER: —41 GENERAL yY Zoning requirements: (sideyards and number of permitted living units). Valuation. lans signed by designer. Proper description of work on application. Existing violations on property. Items on data sheet, (Impact fees, Health, Developer fees, License law, etc.). Recorded, notice of violation. T ---- ,Complete parcel size and dimensions. Setbacks, sideyards, easements, etc. Other buildings or structures. .,Grading, fills, and drainage. F Flood hazard. Special conditions on creation map, (noise, C.D.F., fire sprinklers, non-combustible, and foundations). FAU & •FAS road setback. Building or utilities across lot lines (Record form). ,Complete to scale plan with dimensions. Required windows for light and ventilation (Section 1205). Required windows for second exit (Section 1204). Skylights (Chapter 34 & Section 5207).. ; Human impact glass (Section 5406). + Required room sizes, ceiling heights (Section 1207).- P GF.C.I. in baths, garage, kitchen, and exterior; outlets Article^2;0"-8);, Light fixtures, switches, receptacles, and exterior receptacles for mainienance of mechanical equipment. Locations of water heater, heating and cooling equipment; otheeelectrical or gas -equipment: ' Garage firewall, door size, and closer (Section 503(d)(5) ). ' 1 - 3'0" exterior exit door (Section 3304 (f). Fireplace and wood stove location, alcoves and clearance. Smoke detectors (Section •1210). Plumbing fixtures, water closet clearances and shower size. Standard bracing or engineered design (Table 25V). Unusual shape, size, or split level house requiring lateral design. Clerestory requiring balloon framing and/or engineering. Three story building requiring engineered calculations and plans. Foundation plan complete enough to construct building. Floor construction details complete enough to construct building. Elevations and wall construction details complete enough to construct building. koof construction details complete enough to construct building. Fireplace construction details and cals if necessary. Rafter ties or bearing ridge beam. Garage door or porch header sizes. Stud heights. Adobe soils - special foundation design'. , Retaining walls requiring design. Special Inspection required. May 1995 3.2 RESIDENTIAL PLAN CHECK ENG GUIDE SINGLE FAMILY DWELLING, DUPLEX AND MISCELLANEOUS Stairway details: landings, rise and run, head clearance, handrails (Section 3306). Guardrail details (Section 1711 and 33060). brick or stone veneer (Chapter 30). /B'erior plaster - weep screeds (Section 4706). ,jaroper roof pitch for roof covering (Chapter 32). ,Roof covering type - (fire hazard). Woam insulation - protection. 36" halls and stairways. Living area over garage - complete 1 -hour separation required on garage side including supporting walls and posts. Two exits on three-story dwellings (Section 3303 and see Mezzanines -1716). 'A c access and ventilation (Section 3205). nderfloor access and ventilation (Section 2516). Combustion air for fuel burning appliances - L.P.G. requirements. Noise requirements on duplexes. Energy design. !Flashing at all exterior openings. C.D.F. resi)onsible area reauirements. F .A -A ' - BUTTS COUNTY PARKS DEVELOPHENt FEE CERTIFICATION FORK CHICO AREA RECREATION AND PARK DISTRICT Assessor Parcel Number(s) Property Owner. Project Location/Address Subdivision ;,Iaa(:C-6f� Y� .. "-Lot', Number Residential Development: (check one) New Development —Alteration/Addition _Mobilehome(s) �'Non-Residential to'Residential ` Total Number of Dwelling Units Comment: 111�fl/�IX�L� 7 / Building Department Representative Dake Chico Area Recreation and Park District(CARD) certifies that t,7-1 1 V " 1" 1 1.., In /�1-7 L-1— 7) C l( (Applic t N me) (Phone Number) S -d ko no rLam . (Street Address) (city (State) Zip Code) has complied with the requirements of Butte Co. Resolution No. 90-140 by payment for dwelling units @ $1,189 for total payment of $ )cr28 CARD Represe_pftative Date PAID BY CHECK NO. (� BANK NO. i I-5sl a in PAID BY CASH RECEIPT NO. REMARKS: Distribution: White --Applicant Pink --CARD park -fee (form revised 11/90) Yellow --Butte Co. Building Dept. Goldenrod --City of Chico Building Dept. 10/,1;/95 �•," CH_ GDiR#447 r- nn ECK BUTTE COUNTY SCHOOLS IMPACT*FEE CERTIFICATION FORM (One Form Per Building) 8q�lns i� School District Building Department No. A.P. Number(`:{ )- `) I j) - _Ocq Jurisdiction: City 7 County Property Owner Property Location/Address nn �,� Subdivison �Uc:,C �.���YtrJ J �-° /t�. Lot No. Residential Development 0 0 No. o Living MHI Addition Units 1L Sq. Footage ;';)s 7 ,---s 1� (Group R) Commercial/Industrial Cj Sq, Footage New Addition (including Exterior Roofed Areas) Qt...A. ! rid .Building Department Representative Da (Floor Plans reviewed by School District Personnel) District Identification No. J t C. School District certifies that (Street Address) (City) (Applicant) r has complied with the requirements of Resolution� SC - No. J` % / p -- by payment of $ y� . representing j square feet. EAZ626 $ MI'I`IGATION $ ALLA kL m�' U 3 �� School District Representative Date If f Paid by Check # ,� Remarks: Bank Number z ! r, Paid by Cash It, 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 tees to fully mitigate its impact on the school district's schools. White (applicant), Yellow (building department), Pink (school district) feeform.wkl (11194)dmm Point System Summary: Climate Zpne la.eoFH 0,e >/ Project Title BUILDING DATA - Conditione,,�LFJ r Area x-7_3 Number of Stories Slay/used Floor �'i4 iSE,C� Chec II applicable Unit Type condition(s): Single Family Detached (SFD) [ ] Addition Alone [ ] Single Family Attached (SFA) [ ] Existing.Building J ] Mufti=Family (MF) [ j Existing -Plus -Addition SCORECARD Measures 11 2. 3. 4. 5. 6. 7. Ceiling Insulation or R -value Wall Insulation or U -value R -value Raised Floor Insulation or U -value R -value U -value Stab Edge Insulation — or R -value F2 factor P -2R Fenestration Area North East South West '160 , Skylight I;F—. Total l0�a infiltration Any Ducts in, Unconditioned Space? O N); Fenestration Heat Loss I>13G- c�a46 17,�I, Type U-value1 Total % Fenestration Fenestration Heat Gain % Fenestration 1. SCShade open Eff. % Fenes. Shade Eff. Ratio North x East 3 ,� x South �. ¢ x West ; S x-�-- Skylight : x , _ � - Overhangs?Y , N ) Point Scores O O O Sum 1- 8. Interior Thermal Mass or % Exposed Slab Int Mass/CFA 9. Exterior Wall Mass 3 Ext Wall Mass Sum 7-9 10. Heating System . 67 x � 15 = -;;Ka 54 ���� �i-- AFUE or HSPF Duct Efficiency Effective AFUE Zonal Control O 11. Cooling System or HSPF Adjustment // %S' x : , � O. _ 20.3 SEER Duct Efficiency Effective SEER Zonal Control Adjustment 12. Water Heating System 1 Sl 5-n Heater Type Energy Factor Ext Ins. R -value Auxiliary Input Distrib System 2 —"4.5V 403 2/ Z Heater Type Energy Factor Ext Ins. R -value Auxiliary Input iwA u • . Dom' Po 71. 41— Form Revised January 1992 POlinf Goal: O Certificate of Compliance: Residential Ole >1 Project Title Project Address •CONN � ��i�i�/,r/-3�s-//lv/ Documentation Author Telephone GENERAL INFORMATION Total Conditioned. Floor Area: 34�3 ft? Building Type: 6, --tingle Family Addition (check one or more) Mufti -Family Existing-Pkis-Addition Front Orientation: / p ' North / East / South / West / All Orientations (Input orientation in degrees and circle one.) Number of Dwelling Units: Floor Construction Type: Slab/. Raised Floor (circle one or both) BUILDING SHELL INSULATION Construction Component Insulation . Assembly Location/Comments Type R -Value U -Value (attic, to garage, typical, etc.) Wall ..............: Wall .............. Roof ........t.. Roof .............. Floor ............. 1 Floor ............. Slab Edge .... FENESTRATION Shading Devices (Page 1 of 2) CF -1 R G�eE� Building Permit # Plan Check/ Date Feld Check/ Date Enforcement Agency Use Only Fenestration Area Fenestration Interior Exterior Overhang .Framing Type . Orientation (sf): U -Value (roller blind, etc.) (shadescreen, etc.) (yes/no) (metal/Wood/vinyl) Front..... ( )� • 100 Front..... ( ) Left ....... (. ) Left ....... ( ) Rear..... ( ) O Rear ..... ( ) Right..... Right......( ) Skylight ....... Skylight ....... THERMAL MASS ' Type/Covering Area Thickness slab/exposed, tile, etc.) (so (inches) Location/Description (kitchen, bath, etc.) Revised December 1992 -Certificate of Compliance: Residential (Page 2 of 2) CF -1 R Project Tlue HVAC SYSTEMS Note: Input hydronic or combined hydronic data under Water Heating Systems, except Design Heating Load. Distribution Heating Equipment Minimum Type and Duct or Type (furnace, head. Efficiency Location Piping Thermostat pump, etc.) (AFUE/HSPF) (ducts/attic, etc.) R -Value TVDe �u�viv vc� _z?iOe 4415- • f340 l��itl Cooling Equipment Minimum Duct Type (air conditioner, heat Efficiency Location Duct Thermostat Configuration PUMP, eva . cooling) SEER attic, etc. R -Value Type (split or package) WATER HEATING SYSTEMS Energy' External Rated' Tank Factor or Tank Water Heater Distribution Number Input (kW Capacity Recovery Standby' Insulation Type -Type in System or Btu/hr) (gallons) Efficiency Loss (%) R Value 1.. For small gas storage (rated input 5 75,000 Btu/hr), electric resistance and heat pump water heaters, list Energy Factor. For large gas storage water heaters (rated input 2 75,000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For Instantaneous gas water heaters, list Rated Input and Recovery Efficiency. SPECIAL FEATURES/REMARKS (Add extra sheets if necessary) COMPLIANCE STATEMENT; This certificate of compliance lists the building features and performance specifications needed to comply with Tille 24, Parts 1 and 6, of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. When this certificate of compliance is submitted for a single building plan to be built in multiple orientations, any shading feature that is varied is indicated in the Special Features/Remarks section. Designer or Owner (per Business & Professions Code) Name: Tide/Firm: ie i, CSG Address: &9? ejr�ej=r 770 Telephone: y_/_i�_//�� Uc. ft: 1 (signature) (date) Enforcement Agency Name: Title: Agency: Telephone: (signature/stamp) ' (date) Revisod January 1992 Documentation Author Name: Title/Firm: Address: Telephone: (signature) (date) Mandatory Measures Checklist: Residential MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (') may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as binding minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION DESIGNER ENFORCEMENT Building Envelope Measures * §150(a): Minimum R-19 ceiling insulation. §150(b): Loose fill insulation manufacturer's labeled R -Value. * §150(c): Minimum R-13 wall insulation in framed walls (does not apply to exterior mass walls).. * §150(d): Minimum R-13 raised floor insulation in framed floors; minimum R-8 in concrete raised floors. .3.� �3 §150(1): Slab edge insulation - water absorption rate no greater than 0.3%, water vapor transmission rate no greater than 2.0 perm/inch. §118: Insulation specified or installed meets California Energy Commission quality -standards. Indicate type and form. §116-17: Fenestration Products, Exterior Doors and Infiltration/Exfiltration Controls a. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. b. Manufactured fenestration products have label with certified U -value, and infiltration certification. c. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. §150(8): Vapor barriers mandatoryin Climate Zones 14 and 16 only. §1 50ft Special infiltration barrier installed to comply with §151 meets Commission quality standards. §150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door b. Outside air intake with damper and control ' c. Flue damper and control 2. No continuous burning gas pilots allowed. /V /141 07, 47, yam' Space Conditioning, Water Heating and Plumbing System Measures §110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Commission. §150(i): Setback thermostat on all applicable heating systems. §1500): Pipe and Tank Insulation 1. Indirect hot water tanks (e.g., unfired storage tanks.or backup solar hot water tanks) have insulation blanket (R-12 or greater) or combined interior/exterior insulation (R-16 or greater). 2. First 5 feet of pipes closest to water heater tank, non -recirculating systems, insulated (R-4 or greater). 3. All buried or exposed piping insulated in recirculating sections of hot water system. 4. Cooling system piping below 55°F insulated. ' 5. Piping insulated between heating source and 'indirect hot water tank. * §150(m): Ducts and Fans 1. Ducts constructed, installed and sealed to comply with UMC Sections 1002 and 1004; ducts insulated to a minimum installed value of R-4.2 or ducts enclosed entirely within conditioned space. 2. Exhaust fan systems have badkdraft or automatic dampers - 3. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers.. §114: Pool and Spa Heating Systems and Equipment 1. System is certified with 78% thermal efficiency, on-off switch, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. System is installed with: a. At least 36' pipe between filter and heater for future solar heating. b. Cover for outdoor pools or outdoor spa. 3. Pool system has directional inlets and a circulation pump time switch. §115: Gas-fired central furnace, pool heater, spa heater or household cooking appliance have no continuously buring pilot light. (Exception: Non -electrical. cooking appliance with pilot < 150 Btu/hr.) C --- V��,. yc-3 Lighting Measures - §150(k): 40 lumens/watt or greater for general_ lighting in kitchens and rooms with water closets; and recessed ceiling fixtures IC (insulation cover) approved. �G� Revised January 1992 i GLAZING PLAN TAKEOFF SHEET rnR NA 6 3-5 North Glazing QUANTITY SIZE AREA (SQ.bT:) ( x (c) x 2�3.Sa (e) x = Total North Glazing = Z'30 (SQ.FT.) (a+b+c+d+e) TOTAL 3-8 West Glazing WEST NORTH TOTAL BLDG CONVERSION TOTAL GLAZING FLOOR AREA FACTOR NORTH GLAZING SQ.FT. x 100 % SQ.FT. SQ.FT. 3-9 Skylights 3-7 South Glazing QUANTITY SIZE AREA (SQ.FT.)' (a) _ x. (b) x 50- (c) 2 x (d) L_ x. ZOO" _ (e) 7i x 4�?,o O = f� Total South Glazing = 6-5;r— (SQ.FT.)I' (a+b+c+d+e) T OTAL 3-8 West Glazing WEST 'S 'H TOTAL BLDG CONVERSION TOTAL % GLAZING FLOOR AREA FACTOR SOUTH GLAZING �� 3s73 x SQ.FT. SQ'.FT. SQ.FT. (c) � X CU 3-9 Skylights (d) Z x QUANTITY SIZE AREA (SQ.FT.) (a) xZo T 0 Total West Glazing — (b) �_ x Zo ZO _ (a+b+c+d+e) (c )' x = Total Skylights = /7i (SQ.FT.) .(a+b+c) TOTAL .SKYLIGHT TOTAL BLDG GLAZING FLOOR AREA 35-73 x SQ.FT. SQ.FT. OWNER PERMIT NO. 3-6 East Glazing (a) QUANTITY SIZE ARES (SQ.FT.) x (b) _� x (c) ,� x S¢3� (d) 3 x 20 a (e) _Z x Total East Glazing (SQ.FT.) (a+b+c+d+e) TOTAL EAST TOTAL BLDG CONVERSION TOTAL % LAZING FLOOR AREA FACTOR EAST GLAZING 3,573 X: 100 = - °i° SQ.FT. SQ.FT. TOTAL 3-8 West Glazing WEST TOTAL BLDG CONVERSION QUANTITY nSIZZEo AREA (SQ.FT.) (a) 2 x SQ.FT. SQ.FT. (c) � X CU _ (d) Z x (e) /. x J = 2O Total West Glazing (SQ.FT.) (a+b+c+d+e) TOTAL WEST TOTAL BLDG CONVERSION GLAZING FLOOR AREA FACTOR /too = as -Z311- X 100 SQ.FT. SQ.FT. CONVERSION TOTAL FACTOR SKYLIGHT GLAZING 100 TOTAL % WEST GLAZING �' 7% LAND DEVELOPMENT BUILDING /,ENVIRONMENTAL HEALTH - PERMIT CLEARANCE Bui/ding Pw-itN-. l 2�©� OWNERS A.P.0' ] . L l © NAME: NUMBER: J PRINT LAST NAM F T J COUNTY ZONING DESIGNATION: '04/0 FLOOD ZONE: FLOOD MAP: ��16 APPROVED: CONDITIONALLY APPROVED: `� RESOLVE PROBLEMS PRIOR TO APPROVAL: PARCEL CREATION BY DEEDS OR MAP DEED INFORMATION: DATE OF CREATION: DEED REFERENCE: LEGAL ACCESS PROVIDED: YES NO LEGAL ACCESS REQUIRED: YES NO COMPLIES WITH COUNTY STANDARDS FOR DEED CREATION: YES NO COMMENTS/CONDITIONS: MAP INFORMATION: DATE OF RECORDING LOT G BOOK PAGE COMPLIANCE WITH OLD SUBDIVISION LOT ORDINANCE REQUIRED? (MAP RECORDED PRIOR TO BOOK 17 OF MAPS AT PAGE 23): YES NO . IF YES, MARK APPROPRIATE ITEM(S) BELOW: A. Construct road to B. Meet parcel size required by zone. C. Meet current E.H.D. requirements. CHECK SPECIAL CONDITIONS WHICH APPLY TO MAP: ALL FEES TO BE PAID TO THE BU/LD/NG DW/S/ON UNLESS OTHERWISE NOTED. 1. Maintain a 50 ft. building setback from centerline of road. 2. Maintain a ft.building setback from right-of-way/centerline of 3. Maintain a 100 ft. leachfield setback from all existing wells. 4. Maintain a ft. leachfield setback from 5. Pay water tender fees in the amount of $ to Battalion Number of the Butte County Fire Department. 6. Meet the Fire Safe Regulations of Butte County and P.R.C. 4290. 7. Connect to a public water supply. _ 8. Connect to a public sewer system. _ 9. Automatic fire suppression sprinkler systems shall be installed in all residential structures in accordance with the National Fire Protection Association Standard for the installation of sprinkler systems in one and two family dwellings and mobile homes, NFPA Standard 13D, unless a pressurized community water system, with hydrants that meet Fire Department specifications, serves the parcel. _ 10. Pay T.D.D. (Thermalito Drainage District) fee in the amount of $ 11. Meet the requirements of the Department of Fish and Game for the preservation of oak trees. (See phone number below) 12. Obtain approval from the Department of Fish and Game for vegetation removal. Contact Fish & Game at 916-355-7010. _ 13. A traffic mitigation fee for each new or additional living unit shall be paid. Pay the amount of $ '`-``' '' as stated in the Oroville Area Traffic Mitigation Fee Agreement. Payment to be nude to the Ple &dV DA sAw. 14. All new residential buildings shall be constructed to comply with the requirements of the Uniform Building Code for seismic safety. Mobile homes shall be constructed on a permanent foundation system which complies with the Seismic Zone 3 requirements of the Uniform Building Code. _ 15. Deer Mitigation fees are to be paid; if such fees have been adopted by the Butte County Board of Supervisors. _... X 16. Pay school impact mitigation fees. X 17. A development impact fee for sheriff facilities shall be paid pursuant to the provisions of Chapter 3, Article II of the Butte County Code. 18. Wood stoves and fireplace inserts shall be EPA approved and designed to meet the emission requirements of the California Clean Air Act of 1988 as amended. 19. If any cultural resources are encountered during ground disturbing activities, all work shall cease in the area of the find pending examination of the site by a professional archaeologist. This person would then be able to assess the site significance and suggest appropriate mitigation measures. 20 • �21. 22. 23 24. 25. LD 9/95 - C:\WP51\FORMS.K\BLDGPERM.CLR ► V _001 Roberts Consulting Engineering 1708 Salem Street • Chico, CA 95928 • (916) 894-8801 December 27, 1995 George Kellogg -- Plan Check Engineer Butte County Building Department 7 County Center Drive Oroville, CA 95965 RE: Gregory Residence Dear George, I am sending this letter in response to plan deviations regarding the Gregory Residence, Permit #95-2203: I am writing this letter to convey to your department that I concur with the changes noted herein. The sub -grade material for the footings of the residence structure is lava cap. The contractor has removed the loose material down to the solid base. In order to build the footings as shown on plan the rock must be chiseled out. I would like to propose an alternative plan. The footings will be built on top of the rock to the dimensions shown on plan and the grade outside the house will be brought up to match. In addition the footings will be pinned to the rock with #4 bars at 24" on center. The pins will be embedded 6" into the rock, fastened with epoxy and extend an additional 6" into the concrete. The rock base meets the 1500 psf foundation pressure design criteria and the pins are added to eliminate sliding concerns. Let me know .if you require additional information. Please contact me at the address and number above if you have any questions. CxP CAUNW OF auwd BUILDING DEPT DEC 2 8 199. =rom:Charles J. Roberts To: George Kellog Pg.1 oft 12/27195 11:40:59 Consulting E;t*:gsirteenng 70%'1 Saie;w Streat n `;,:lfir_o, CA 95928 o (916) 894-8801 h 11" '•I• i."' I �•r�, lt•� r,t ni,lr:.l.'tlations rd`+arding tilt; Ursgon Rcs1d�n". Pcmiit I:,,it/ \ ollt' d glai' i%st that I ct111C1lr \ll tll the \ h illt?c'S t r •t , tt:I' It +l' 1 ,,txt� r,; -,Id, �1rL��tul� iS laNa cap. rhe c(trttractor h1has;•'y � � ..- i��' fi'� '� lil_� rl t{ 1C' r;, tit; „t ti; it<l,_ In • rwcr to huild the footiniz, .iti shown (HI „h al,cmaltlt,. plan. Thc: ttrt_' M21 Will I•t1 it' t .�+�'It• ,l'ltt\Il .`,', V` atl .-I'd tli� grad, t1L1tSl(It' the ttOL1Sc' \\'lll N: r 1 ii,d tt lli,: r,`Lk pith • i tart at 4" on tl'_ r+>�it i.��t.t Lt{ 1% oh , pts\t a11�d ;acrid all addtt1011a1 {tiril Atit,,in "r%2 . �dj"! desieI1 t:rlt:rla and the .r 7 :111t it l t,.t l+t -it P1,::t ni at the 3ddr,�-,S and ritlTl bor +' :7, -2, �� "`o"0>J BUTTE COUNTT 3UILDING DP-PARTMENI ,A -P P'R OV E1D aw-- 12 - 27 -95 0 STRUCTURAL CALCULATIONS RCE Job #95-005 . for LENIN GOLDMANN 8T ASSOCIATES Gregory Residence Lot 8 Falcons Pointe Chico, CA Calculation Index: • Retaining Wall Analysis • Lateral Analysis Revision Summary: Rev. 1 Pa 40A -C, 45A -C 52, 54, 57 & 58 Added option for masonry retaining walls 8E responded to plancheck comments These Calculations have been prepared for plans drawn by Lenn Goldmann at Associates for the above indicated property. The results of the calculations have been incorporated on said plans. VoESS/ �\� Y v 038692 s civic �r �9TFOF CAO��� ROBERTS CONSULTING ENGINEERING 1708 Salem Street • Chico, CA 95928 a (916) 894-8801 I EFP= 438 # 1091 psf. t a R.C.E. Title: Gregory Residence Fa),( -40& 1708 Salem Street Descr: 4'-0" Masonry WallI Chico, CA 95928 Page of (916) 894-8801 Job #: 95-005 By:RCE Date: 10/24/95 -------------------------------------------------------------------------------- RetainPro 3.1B(c)1994 File:GOLDMANN.RPF -----------------------------------------------7-------------------------------- CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2 ---------- SOIL DATA ------------- ------ ADDED VERTICAL LOADS -------- Allowable Bearing = 1,800 psf Axial DL on Stem = 0 plf Active Lateral EFP = 35.0 psf Axial LL on Stem = 0 plf ....Slope Active = 0.0 psf ..Ecc Left of Stem CL = 0.00 in ..Active Press Limit = N/A psf Surcharge over Toe = 0.0 psf Bkfill Slope(0=level)= 0.0:1 Surcharge over Heel = 0.0 psf Passive Lateral = 200 pcf Using Surcharge to resist Soil Density = 110.0 pcf overturning @ Heel Yes Soil Ht over Toe = 6.0 in @ Toe Yes ------ ADDED LATERAL LOADS ------- -------- ADJACENT FOOTING ---------- Lateral Load Acting Vertical load = 0 plf On Stem Above Soil = 0.00 psf ...Ecc. (Toe side +) = 0.00 in Footing Width (perp) = 0.00 ft Add'1 Lateral Load = 0.0 plf Face.Top Stem to Ftg. CL= 0.00 ft ...height to stop = 0.00 ft Ftg. Base Above/Below Soil .,..height to start = 0.00 ft At Wall Face [+/-] = 0.00 ft Footing Type Line ---------------------------- WALL & FOOTING DATA ------------------------- Retained Height = 4.00 ft Toe Width = 0.75 ft Wall Ht. above soil = 0.67 ft Heel Width = 1.50 ft Total Wall Height = 4.67 ft ------- Key Depth = 0.00 in Total Width = 2.25 ft Key Width = 0.00 in Thickness = 12.00 in Key Dist. to Toe = 0.000 ft SUMMARY Pressure @ Toe = 1,091 psf Factors of Safety: Pressure @ Heel = 0 psf Overturning = 2.06 :1 Allowable Press. = 1,800 psf Sliding = 1.54 :1 Eccentricity _ '.5.36 in Allowable Shear = 76.03 psi Resultant Outside Middle Third 1 -Way Shear @ Toe = 7.5 psi Note: Pv Not Used for Soil Pres. 1 -Way Shear @ Heel = 5.0 psi ----------------------------- SLIDING CHECK ------------------------------ Ftg/Soil Friction = 0.350 Tot Lateral Force*1.5= 597.2 # Soil @ Toe Not Used = 0.00 in' (-)Passive Pressure = 225.0 # Factor of Safety = 1.54 (-)Friction = 388.4 # Add'l Force Req'd = 0.0 # ---------------------------- FOOTING DESIGN ------------------------------ (Using ACI Factors) --- Toe--- --Heel--. f'c = 2,000 psi ACI 9.1 Pressure = 1,527 0 psf Fy = 40,000 psi Mu - Upward = 545 60 ft-# Upward soil pres. used on heel Mu - Downward = 121 413 ft-# -------- Rebar Choices -------- Mu - Design = 425 353 ft-# Toe(bot) Heel(top) One -Way Shear: #4 @Not Reqd in Not Reqd in vu = 7.49 5.05 psi #5 @Not Reqd in Not Reqd in vn=2(f'c)1/2*.85= 76.03 76.03 psi #6 @Not Reqd in Not Reqd in Rebar CL To Edge = 3.50 2.50 in #7 @Not Reqd in Not Reqd in Depth to steel = 8.00 9.00 in #8 @Not Reqd in Not Reqd in Ru = Mu/bdA2 = 0.0 0.0 #9 @Not Reqd in Not Reqd in Min. Rebar Ratio = 0.0000 #10 @Not Reqd in Not Reqd in Origin of Force: Heel Active Press. _ Soil over Heel - Toe Active Press. _ Soil over Toe = Sloped Soil @ Heel Adjacent Ftg. Load = Surcharge @ Heel = Surcharge @ Toe = Axial Load on Wall = Load @ Proj. Wall = Averaged Stem Wts. _ Earth Behind Stem = Added Lateral Load = Footing Weight = Key Weight = Vert. Componant of = A t' # ft 25 L4 0Z # R.C.E. Title: Gregory Residence -------- 438 ------ 1.67 1708 Salem Street Descr: 4'-0" Masonry Wall fZcJ Chico, CA 95928 Page ' of (916) 894-8801 Job #: 95-005 By:RCE 0.50 Date: 10/24/95 RetainPro 3.13(c)1994 File:GOLDMANN.RPF --------------------------------- STEM DESIGN ---------------------------------- 41 0.38 15 (Values shown for concrete stems have been factored) Pg 2 of 2 0 I- Descending Stem Sections, Highest @ Left -� 0 Stem Construction Data Highest (use columns from left to right) ------------------------------------------------------------------------- DESIGN HT. ABOVE FTG. = 4.50 2.00 0.00 ft WALL TYPE ABOVE HT. Masonry Masonry Masonry 0.00 Thickness (nominal) = 8.00 8.00 8.00 in Rebar Size = # 4 # 4 # 4 0 Rebar Spacing = 16.00 16.00 16.00 in Rebar Placed at Center Center 'Center DESIGNDATA.............. ............................................:... 0 0.00 0 fb/Fb + fa/Fa = 0.000 0.090 0.715 Lateral Load @ Design Ht = 0 70 276 # MOMENT..... Actual = 0 47 373 ft-# Allowable = 521 521 521 ft-# SHEAR...... Actual = 0.00 1.74 6.84 psi Allowable = 19.36 19.36 19.36 psi Embedment Length Req'd = 15.00 15.00 6.00 Wall Weight = 78.0 78.0 78.0 psf Rebar Placed at Depth 'd'= 3.75 3.75 3.75 in MASONRYDATA............. ............................................... f'm = 1,500 1,500 1,500 psi Fs = 20,000 20,000 20,000 psi Grouting Full Full Full Special Inspection No No No n : Es / Em = 25.78 25.78 25.78 Short Term Increase =. 1.00 1.00 1.00 CONCRETE DATA............ ................................................ f'c = psi Fy = psi ------------------------- SUMMARY OF FORCES & MOMENTS ---------------------- I- Overturning Moments -I- Resisting Moments -1 Origin of Force: Heel Active Press. _ Soil over Heel - Toe Active Press. _ Soil over Toe = Sloped Soil @ Heel Adjacent Ftg. Load = Surcharge @ Heel = Surcharge @ Toe = Axial Load on Wall = Load @ Proj. Wall = Averaged Stem Wts. _ Earth Behind Stem = Added Lateral Load = Footing Weight = Key Weight = Vert. Componant of = A t' # ft ft-# # ft ft-# -------- 438 ------ 1.67 --------- 729 ------- -------------- 367 1.83 672 -39 0.50 -20 41 0.38 15 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 0 0 0.00 0 0 0.00 0 364 1.08 395 0 0.00 0 0 0.00 0 337 1.13 380 0 0.00 0 0 0.00 0 c ive Press. - - - - - - - ----- - - - ----- - - - - ----- - - - - -- TOTALS = 398 709 1,110 1,462 --------- --------- -------- --------- Totals used for Soil Pressure, Pv Not Included= 1,110 1,462 Pp= 225 # R.C.E. 1708 Salem Street Title: Gregory Residence Descr: 6 Foot Maonry Wall Chico, CA 95928 Page of (916) 894-8801 Job #: 95-005 By:RCE Date: 10/24/95 -------------------------------------------------------------------------------- RetainPro 3.1B(c)1994 File:GOLDMANN.RPF -------------------------------------------------------------------------------- CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2 ---------- SOIL DATA ------------- ------ ADDED VERTICAL LOADS -------- Allowable Bearing = 1,800 psf Axial DL on Stem = 0 plf Active Lateral EFP = 35.0 psf Axial LL on Stem = 0 plf ....Slope Active = 0.0 psf ..Ecc Left of Stem CL = 0.00 in ..Active Press Limit = N/A psf Surcharge over Toe = 0.0 psf Bkfill Slope(0=level)= 0.0:1 Surcharge over Heel = 0.0 psf Passive Lateral = 200 pcf Using Surcharge to resist Soil Density = 110.0 pcf overturning @ Heel Yes Soil Ht over Toe = 6.0 in @ Toe Yes ------ ADDED LATERAL LOADS ------- -------- ADJACENT FOOTING ---------- Lateral Load Acting Vertical load = 0 plf On Stem Above Soil = 0.00 psf ...Ecc. (Toe side +) = 0.00 in Footing Width (perp) = 0.00 ft Add'1 Lateral Load = 0.0 plf Face Top Stem to Ftg. CL= 0.00 ft ...height to stop = 0.00 ft Ftg. Base Above/Below Soil ...height to start = 0.00 ft At Wall Face [+/-] _ .0.00 ft Footing Type Line ---------------------------- WALL & FOOTING DATA ------------------------- Retained Height = 6.00 ft Toe Width = 0.75 ft Wall Ht. above soil = 0.67 ft Heel Width = 3.25 ft Total Wall Height = 6.67 ft -------- Key Depth = 0.00 in Total Width = 4.00 ft Key Width = 0.00 in Thickness = 12.00 in Key Dist. to Toe = 0.000 ft SUMMARY Pressure @ Toe = 1,211 psf Factors of Safety: Pressure @ Heel = 223 psf Overturning = 3.23 :1 Allowable Press. = 1,800 psf Sliding = 1.50 :1 Eccentricity = 5.51 in Allowable Shear = 76.03 psi Resultant Within Middle Third 1 -Way Shear @ Toe = 10.0 psi Note: Pv Not Used for Soil Pres. 1 -Way Shear @ Heel = 9.0 psi ----------------------------- SLIDING CHECK ------------------------------ Ftg/Soil Friction = 0.350 Tot Lateral Force*1.5= 1,227.2 # Soil @ Toe Not Used = 0.00 in (-)Passive Pressure = 225.0 # Factor of Safety = 1.5.0 (-)Friction = 1,003.3 # Add'1 Force Req'd = 0.0 # ---------------------------- FOOTING DESIGN ------------------------------ (Using ACI Factors) --- Toe--- --Heel-- f'c = 2,000 psi ACI 9.1 Pressure = 1,695 312 psf Fy = 40,000 psi Mu - Upward = 668 2,377 ft-# Upward soil pres. used on heel Mu - Downward = 121 4,288 ft-# -------- Rebar Choices -------- Mu - Design = 547 1,911 ft-# Toe(bot) Heel(top) One -Way Shear: #4 @Not Reqd in Not Reqd in vu = 9.99 8.99 psi #5 @Not Reqd in Not Reqd in vn=2(f'c)1/2*.85= 76.03 76.03 psi #6 @Not Reqd in Not Reqd in Rebar CL To Edge = 3.50 2.50 in #7 @Not Reqd in Not Reqd in Depth to steel = 8.00 9.00 in #8 @Not Reqd in Not Reqd in Ru = Mu/bd"2 = 0.0 0.0 #9 @Not Reqd in Not Reqd in Min. Rebar Ratio = 0.0000 #10 @Not Reqd in Not Reqd in R. C. �c� 1 Title: Gregory ResidenceP� 4a L 1708 Salem Street Descr: 6 Foot Maonry Wall Chico, CA 95928 Page of (916) 894-8801 Job #: 95-005 By:RCE Date: 10/24/95 RetainPro 3.1B(c)1994 File:GOLDMANN.RPF --------------------------------- STEM DESIGN ---------------------------------- (Values shown for concrete stems have been factored) Pg 2 of 2 I- Descending Stem Sections, Highest @ Left -� Stem Construction Data Highest (use columns from left to right) ------------------------------------------------------------------------- DESIGN HT. ABOVE FTG. = 6.50 2.00 0.00 ft WALL TYPE ABOVE HT. Masonry Masonry Masonry Thickness (nominal) = 8.00 8.00 8.00 in Rebar Size = # 5 # 5 # 5 Rebar Spacing = 8.00 8.00 8.00 in Rebar Placed at Center Center Edge DESIGNDATA .............. ................................................ fb/Fb + fa/Fa = 0.000 0.506 0.956 .Lateral Load @ Design Ht = 0 280 626 # MOMENT..... Actual = 0 373 1,259 ft-# Allowable = 737 73.7 1,317 ft-# SHEAR...... Actual = 0.00 7.43 11.63 psi Allowable = 19.36 19.36 19.36 psi Embedment Length Req'd = 18.75 18.75 6.00 Wall Weight = 78.0 78.0 78.0 psf Rebar Placed at Depth 'd'= 3.75 3.75 5.25 in MASONRYDATA ............. ................................... f'm = 1,500 1,500 1,500 psi Fs = 20,000 20,000 20,000 psi Grouting Full Full Full Special Inspection No No No n : Es / Em = 25.78 25.78 25.78 Short Term Increase = 1.00 1.00 1.00 CONCRETEDATA............ ................................................ f'c = psi FY = psi ------------------------- SUMMARY OF FORCES & MOMENTS ---------------------- I- Overturning Moments -I- Resisting Moments -� Origin of Force: # ft ft-# # ft ft-# ---------------- -------- Heel Active Press. = ---------------------- ----- 858 2.33 2,001 --------- Soil over Heel = 1,705 2.71 4,618 Toe Active Press. _ -39 0.50 -20 Soil over Toe = 41 0.38 15 Sloped Soil @ Heel = 0 0.00 0 Adjacent Ftg. Load = 0 0.00 0 0 0.00 0 Surcharge @ Heel = 0 0.00 0 Surcharge @ Toe = 0 .0.00 0 0 0.00 0 Axial Load on Wall = 0 0 0.00 0 Load @ Proj. Wall = 0 0.00 0' Averaged Stem Wts. = 520 1.08 564 Earth Behind Stem = 0 0.00 0 Added Lateral Load = 0 0.00 0 Footing Weight = 600 2.00 1,200 Key Weight = 0 0.00 0 Vert. Componant of = 0 0.00 0 Active Press. --------- --------- -------- --------- TOTALS = 818 1,981 2,867 6,397 --------- --------- -------- Totals used for Soil Pressure, Pv Not Included= 2,867 --------- 6,397 NOTES: SEE SCHEDULE FOR SILL PLATE NAILING INTERIOR FINISH, SEE ARCH. DW05. PLYWOOD SHEATHING SEE SCHEO. APPLY DIRECTLY TO STUDS ® 16" O.C. W/ FACE GRAIN PERPENDICULAR TO 5UPPPORTS BLOCKING ® ALL PLYWOOD JOINTS A.B. SPACING PER 5CHED: 8 WITHIN Q" OF ENDS OF WALL voTE: ALL PLYWOOD NAILING SHOWN 15 =DGE NAILING 1) MINIMUM PLYWOOD PANEL DIMENSION 1512". 2) PROVIDE BLOCKING AT ALL PLYWOOD JOINT5. 5) 5/5" PLYWOOD SHALL BE PLACED WITH THE FACE OF GRAIN PARALLEL TO STUDS, (VERT). 4) ANCHOR BOLTS SHALL BE SPACED AS INDICATED ABOVE & WITHIN q" OF ENDS OF WALL W/ q" MIN EMBED. 5) ALL EXTERIOR WALL5 NOT SPECIFIED SHALL BE TYPE 1A WITH ANCHOR BOLTS SPACED ® '72" ox— (b) TOP PLATE SPLICES SHALL BE 16-16d NAILS U.O.N. WALL SHEATHING B NAILING SILL MARK CONNECTION 5/8" CDX ONE 51DE W/ 1/2" dia. A.B. �I 8d ® 6" o.c. END NAILING 48" o.c. 8d ® 12" ox- FIELD NAILING 5/8" CDX ONE SIDE W/ 1/2" dia. A.B. A2 8d ® 4" o.c. END NAILING 24" o.o. 8d ® 12" o.c. FIELD NAILING OS 5/8" CDX ONE SIDE W/ 1/2" dio. A.B. 8d ® 5" o.c. END NAILING 24" o... 8d ® 12" o.r-. FIELD NAILING 3/8" CDX TWO SIDES W/ 1/2" dio. A.B. A4 ad ® 4" ox.. END NAILING 16" o.c. 8d ® 12" o.c. FIELD NAILING SHEAR NA I L I NC SG 10/24/95 - Lateral Analysis - Gregory Residence - RCE Job 95-005 SHEAR STRESSES AND SHEAR ANCHORAGE SUMMARY Wall ine ID Wall Loads Seismic Wind (kips) (kips) Wall Length (feet) wallHorizontal Stresses (plf) Diaphragm Lengths U Stresses Sill Plate Shear Anchorage Bolt Dia. (in.) or Connector Type Capacity -(kips) Spacing (feet) (pin (feet) (plf) North Side South Side A@ 1 st Level A@ Foundation 2.30 3.72 22.5 165 40 93 0.500 0.841 48 inches o.c. B@ 1 st Level B@ Foundation 3.59 5.80 16.5 352 40 55 40 90 0.500 0.841 24 inches o.c. D@ 1 st Level D@ Foundation 3.18 5.14 16 322 40 90 40 38 0.500 0.841 24 inches o.c. E@ 1st Level E@ Foundation 2.17 3.50 6.5 539 40 38 40 49 0.500 0.841 18 inches o.c. F@ 1 st Level F@ Foundation 1.56 2.52 11 229 40 63 0.500 0.841 36 inches o.c. G@ 1 st Level G@ Foundation 0.88 1.42 7 203 13 109 0.500 0.841 48 inches o.c. H@ 1 st Level H@ Foundation 2.28 3.94 23 171 36 109 0.500 0.841 48 inches o.c. 1@ 1 st Level 1@ Foundation 1.55 3.50 14.5 242 32 109 0.500 0.841 36 inches o.c. 1@ 1 st Level 1@ Foundation 1.55 3.50 16.5 212 32 109 1 0.500 0.841 36 inches o.c. sX) 10/24/95 - Lateral Analysis - Gregory Residence - RCE Job 95-005 Wall ine Wall Loada a Applied orces Resisting OTM Resistive Net Uplift omments ID Load Type Height Length OTM Uniform Load Point Load OTM Force (kips) (feet) (feet) (foot -kips) (MO (kips) (foot -kips) (kips) st Level eismic w or or LTT20 w/ 1/2"0 A.B. 9.00 4.00 3.69 0.343 0.304 3.37 0.080 HD2A w/ SSTB 16 or SSTB20 or LTT20 w/ 1/2"0 A.B. 9.00 15.00 13.82 0.343 0.304 36.68 No Net Uplift! HD2A w/ SSTB 16 or SSTB20 or LTT20 w/ 1/2"0 A.B. 3.72 Wind 9.00 3.50 5.21 0.253 0.160 1.41 1.087 HD2A w/ SSTB 16 or SSTB20 or LTT20 w/ 1/2"0 A.B. 9.00 4.00 5.95 0.253 0.160 1.78 1.045 HD2A w/ SSTB 16 or SSTB20 or LTT20 w/ 1/2"0 A.B. 9.00 15.00 22.33 0.253 0.160 20.58 0.117 HD2A w/ SSTB 16 or SSTB20 or LTT20 w/ 1/2"0 A.B. st Level 3.5y Seismic w x 8t w/ SSTB 16 or SSTB20 9.00 5.50 10.77 0.343 4.41 1.157 HD2A w/ 4x u w/ SSTB 16 or SSTB20 9.00 6.00 11.75 0.343 5.25 1.084 HD2A w/ 4x u w/ SSTB 16 or SSTB20 5.80 Wind 9.00 5.00 15.82 0.253 2.11 2.743 HD2A w/ 4x 8t w/ SSTB 16 or SSTB20 9.00 5.50 17.40 0.253 2.55 2.701 HD2A w/ 4x 8t w/ SSTB 16 or SSTB20 9.00 6.00 18.99 0.253 3.04 2.659 HD2A w/ 4x u w/ SSTB 16 or SSTB20 st Level 3.18 Seismic o et Uplift! w x U w/ SSTB 16 or SST620 5.14 Wind 9.00 16.00 46.30 0.198 16.90 1.838 HD2A w/ 4x u w/ SSTB 16 or SSTB20 st eve eismic w x 8L w/ SST828 or SSTB34 3.50 Wind 9.00 6.50 31.53 0.198 2.79 4.421 HD6A w/ 4x 8E w/ SSTB28 or SSTB34 st Level I.S6 Seismic w or or LTT20 w/ 1/2"0 A.B. 9.00 11.00 10.28 0.305 15.68 No Net Uplift! HD2A w/ SSTB 16 or SSTB20 or LTT20 w/ 1/2"0 A.B. 2.52 Wind 9.00 8.00 9.54 0.233 4.97 0.571 HD2A w/ SSTB 16 or SSTB20 or LTT20 w/ 1/2"0 A.B. 9.00 11.00 13.12 0.233 9.40 0.338 HD2A w/ SSTB 16 or SSTB20 or LTT20 w/ 1/2"0 A.B. 10/24/95 - Lateral Analysis - Gregory Residence - RCE Job 95-005 Wall ine Wall Loada a Applied orces Resisting OTM Resistive Net Uplift Comments ID Load Type Height Length OTM Uniform Load Point Load OTM Force (kips) (feet) (feet) (foot -kips) (klf) (kips) (foot -kips) (kips) st Leveleismic w x u SSTB I r or LTT20 w/ 1/2"0 A.B. 1.42 Wind 9.00 7.00 12.81 0.168 0.080 3.12 1.384 HD2A w/ DBL. 2x 8L SSTB 16 or SSTB2 or LTT20 w/ 1/2"0 A.B. st Level 2.28 Seismic w or or LTT20 w/ 1/2"0 A.B. 9.00 7.00 6.24 0.362 7.54 No Net Uplift! HD2A w/ SSTB 16 or SSTB20 or. LTT20 w/ 1/2"0 A.B. - - 9.00 11.50 10.26 0.362 20.35 No Net Uplift! HD2A w/ SSTB 16 or SSTB20 or LTT20 w/ 1/2"0 A.B. 3.94 Wind 9.00 4.50 6.94 0.263 1.78 1.148 HD2A w/ SSTB 16 or SSTB20 or LTT20 w/ 1/2"0 A.B. 9.00 7.00 10.79 0.263 4.30 0.928 HD2A w/ SSTB 16 or SSTB20 or LTT20 w/ 1/2"0 A.B. 9.00 11.50 17.73 0.263 11.59 0.534 HD2A w/ SSTB 16 or SSTB20 or LTT20 w/ 1/2"0 A.B. st Level 1.55 Seismic w x u w/ SSTB 16 or SSTB20 10.00 8.00 8.56 0.379 10.31 No Net Uplift! No Hold-down Required! 3.50 Wind 10.00 6.50 15.70 0.280 3.94 1.809 HD2A w/ 4x u w/ SSTB 16 or SSTB20 10.00 8_! 19.33 0.280 5.97 1.669 HD2A w/ 4x 8L st Level 1.55 Seismic w or or LTT20 w/ 1/2"0 A.B. 10.00 4.50 4.23 0.379 3.26 0.215 HD2A w/ SSTB 16 or SSTB20 or LTT20 w/ 1/2"0 A.B. 10.00 .8.00 7.52 0.379 10.31 No Net Uplift! HD2A w/ SSTB 16 or SSTB20 or LTT20 w/ 1/2"0 A.B. 3.50 Wind 10.00 4.00 8.49 0.280 1.49 1.750 HD2A w/ SSTB 16 or SSTB20 or LTT20 w/ 1/2"0 A.B. 10A0 4.50 9.55 0.280 1.89 1:703 HD2A w/ SSTB 16 or SSTB20 or LTT20 w/ 1/2"0 A.B. 10.00 8.00 16.98 0.280 5.97 1.376 HD2A w/ SSTB 16 or SSTB20 V iA STRUCTURAL CALCULATIONS RCE Job ##95-005 for LENIN GOLDMANN at ASSOCIATES Gregory Residence Lot 8 Falcons Pointe Chico, CA Calculation Index: Page • Roof Gravity Beam Analysis • Truss Analysis 12-21 Y Floor Gravity 22-25 Beam Analysis • Footing Analysis 26-35 • Retaining Wall 36-45 Analysis • Lateral Analysis 46-60 • Moment Frame 61-74 Analysis Revision Summary: Rev. 0 Initial Issue These Calculations have been prepared for plans drawn by Lenn Goldmann & Associates for the above indicated property. The results of the calculations have been incorporated on said plans. VCP ROBERTS CONSULTING ENGINEERING [I[1708 Salem Street Chico, CA 95928 • (91'6),894-8801 z "04%231,95 - Gregory Residence - RCE job No. 95-005 - Pg. 9 Gravity Loads: Roof Dead Load 5/8" Ply. 1.8 psf Slope= Framing 3.5 psf 4 Conc. Tile 8.0 psf (actual 5psf per Lenn Goldmann) to 1/2" Gyp. 2.2 psf 12 Insul. 1.0 psf Misc. 1.5 psf otal 18.0 psf otal horiz 19.0psf r/ otal axial 5.7 sf Roof Live- Load Construction 20.0 psf Floor Dead Load 1-1/8" Ply. 1.8 psf T] 1's 2.0 psf Carpet/Lino 1.5 psf Insul. 1.0 psf Misc. 3.7 psf otal 10.0 psf Floor Live Load 11kesidential 40.0 psf Wall Dead Load 1/2" Ply. 1.5 psf 2x6 @ 16" o.c. 1.7 psf Stucco 8.0 psf 1/2" Gyp. 2.2 psf Insul. 1.0 psf Misc. 2.6 psf Total 17.0 psf ��� C r� -J Lcit3otit N N 0 04/23/95 -- Gregory Residence -- Wood Beams -- RCE job No. 9S.00S Load Unif. Point Length Fs (psi) Fb Case Load Load (ft) Lat Supt F'b (HO (k) b/d (in) (in) (psi) Case 7 Uniform Load With Overhang 0.000 Beam B I DL 0.038 25% LL 0.032 0.152 N/ total 0.070 0.128 N/ RDL 0.220 0.152 %Ale,alDLComp. RDL RLL 0.186 0.128 RLL 0.832 0.011 Fc = Loads; LLComp. 0.013 Ft = LLComp. WLComp. 0.000 fc = WLComp. DLTen. 0.011 Fc = DLTen. LLTen. 0.013 ft = E (ksi) L/? a b . Allow. Cs (ft) (ft) Stress Increase Member Errors 10.00 WLTen. 0.000 1,700 / Case I ------------------------------------------------ Uniform Load 25% 1/ Beam B2 DL 0.152 N/ 15.01 LL 0.128 N/ total 0.280 N/ 4.72 RDL 0.988 20.80 Req'd Beam Size: RLL 0.832 Axial DLComp. 0.00 defl dl= Loads; LLComp. 0.00 Bending -OK WLComp. 1.00 3.98 defl•d DLTen. 0.00 Defl: OK LLTen. 0.00 @SPAN @O -HANG WLTen. 1.00 /Case 1 -------------------------------------------- Uniform Load 650 Ke = v Beam B3 DL 0.158 N/ LL 0.133 'N/ K = total 0.292 A/ RDL 0.192 498 RLL 0.667 Axial DLComp. 0.00 0.796 Loads; LLComp. 0.00 1.00 WLComp. 1.00 0.787 DLTen. 0.00 LLTen. 0.00 ft/Ft + fb/Fb < 1 WLTen. 1.00 E (ksi) L/? a b . Allow. Cs (ft) (ft) Stress Increase Member Errors 10.00 95 1,450 1,700 240 4.00 N/A 25% 1.50 48 1,409 15.01 5.50 Req'd A= 4.72 3.09 Act'I 1= 20.80 Req'd Beam Size: Shear -OK Req'd S= 5.96 3.82 defl dl= 0.24 (0.05) 2 6 Bending -OK Req'd I= 18.53 3.98 defl•d 0.45 (0.10) { DF #1 } Defl: OK 1,050 @SPAN @O -HANG @SPAN @O -HANG fc<F'c - OK 650 Ke = 1.0 le/d < 50 - OK 3 K = 27.00 498 le/d = 32.00 Check: fc/F'c + fb/(F'b-}fc) < 1 0.796 < 1 -OK 3 l = 1.00 (fb-ft)/F'b < 1 0.787 < 1 -OK ft/Ft + fb/Fb < 1 0.771 < 1 -OK A 13.00 85 1,200 1,600 240 N/A N/A 25% A 5.50 156 1,200 8.62 A 7.50 Req'd A= 23.22 Act'I 1= 193.36 Req'd Beam Size: Shear -OK Req'd S= 47.32 deft dl= 0.32 6 8 Bending -OK Req'd 1= 173.01 deft d= 0.58 { DF #1 } Defl.-OK Fc = 1,000 fc<F'c - OK Ft = 625 Ke = 1.0 le/d < 50 - OK k= 24 K = 26.84 Fc = 597 le/d = 28.36 Check: fc/F'c + fb/(F'b-}fc) < 1 0.973 < 1 -OK ft = 24 J = 1.00 (fb-ft)/F'b < 1 0.902 < 1 -OK ft/Ft + fb/Fb < 1 0.957 < 1 -OK ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ A 10.00 85 1,350 1,600 240 N/A N/A 25% A 5.50 24 1,350 4.19 A 11.50 Req'd A= 16.64 Act'I I= 697.07 Req'd Beam Size: Shear -OK Req'd S= 25.93 deft dl= 0.03 6 12 Bending -OK Req'd I= 82.03 defl d= 0.06 { DF #1 } Defl: OK Fc = 925 fc<F'c - OK Ft = 675 Ke = 1.0 le/d < 50 - OK fc= 16 K= 27.91 Fc = 925 le/d = 10.43 Check: fc/F'c + fb/(F'b-}fc) < 1 0.231 < 1 -OK ll�. ft = 16 } = 0.00 (fb-ft)/F'b < 1 0.204 < 1 -OK ft/Ft + fb/Fb < 1 0.237 < 1 -OK 04/23/95 -- Gregory Residence -- Wood Beams -- RCE fob No., 95.005 Load Unif. Point Length Fs (psi) Fb E (ksi) L/? a b Allow. Member Case Load Load (ft) Lat Supt F'b Cs (ft) (ft) Stress .Errors (klf) (k) b/d (in) (in) (psi) Increase Case I Uniform Load Beam B4 DL 0.158 N/A 17.00 85 1,350 1,600 240 N/A N/A 25% LL. 0.133 N/A 5.50 24 1,350 4.19 total 0.292 N/A 11.50 Req'd A= 31.05 Act'I 1= 697.07 Req'd Beam Size: Shear -OK RDL 1.346 Req'd S= 74.93 deft dl= 0.27 6 12 Bending -OK RLL 1.133 Req'd 1= 403.02 defl.d= 0.49 { DF #1 } Defl.-OK Axial DLComp. 0.00 Fc = 925 fc<F'c - OK Loads; LLComp. 0.00 Ft = 675 Ke = 1.0 le/d<50 - OK WLComp. 1.00 fc = 16 K = 27.91 DLTen. 0.00 FIC = 875 le/d = 17.74 Check: fc/F'c + fb/(F'b-Jfc) < 1 0.638 < 1 -OK LLTen. 0.00 ft = 16 J = 0.40 (fb-ft)/F'b < 1 0.609 < 1 -OK WLTen. 1.00 ---------------------------.....------------------------------------------------------------------------------ ft/Ft + fb/Fb < 1 0.641 < 1 -OK Case 1 -------------------------------------------------------- Uniform Load ------------------------------------------------------------------------ ✓Beam B5 DL 0.158 N/A 12.00 85 1,350 1,600 240 N/A N/A 25% LL 0.133 N/A 5.50 24 1,350 4.19 total 0.292 N/A 11.50 Req'd A= 20.76 Act'I 1= 697.07 Req'd Beam Size: Shear -OK RDL 0.950 Req'd S= 37.33 deft dl= 0.07 6 12 Bending -OK RLL 0.800 Req'd 1= 141.75 defl t1= 0.12 { DF #1 } Defl.-OK Axial DLComp. 0.00 Fc = 925 fc<F'c - OK Loads; LLComp. 0.0^ Ft = 675 Ke = 1.0 le/d < 50 - OK WLComp. 1.00 fc = 16 K = 27.91 DLTen. O.Ob Fc = 913- le/d = 12.52 Check: fc/F'c +. fb/(F'b-Jfc) < 1 0.326 < 1 -OK LLTen. 0.00 ft = 16 J = 0.09 (fb-ft)/F'b < 1 0.299 < 1 -OK WLTen. 1.00 ft/Ft + fb/Fb < 1 0.331 < I -OK Case 1 ----------------------------------------------------- Uniform Load -----------------.....--------------------------------------------------------------------------------------------------------.----------------------------------------------------------- V Beam B6 DL 0.304 N/A 10.00 85 1,350 1,600 240 N/A N/A 25% LL 0.256 N/A 5.50 120 1,350 8.51 total 0.560 ;N/A 9.50 Req'd A= 33.27 Act'I 1= 392.96 Req'd Beam Size: Shear -OK RDL 1.520 Req'd S= 49.78 defl dl= 0.11 6 10 Bending -OK RLL 1.280 Req'd 1= 157.50 defl t1= 0.20 { DF #1 } Defl.-OK Axial DLComp. 0.00 Fc = 925 fc<F'c - OK Loads; LLComp. 0.00 Ft = 675 Ke = 1.0 le/d<50 - OK WLComp. 1.00 fc = 19 K = 27.91 �v DLTen. 0.00 Fc = 810 le/d = 21.82 Check: fc/F'c + fb/(F'b-)k) < 1 0.630 < I -OK LLTen. 0.00 ft = 19 J = 0.64 (fb-ft)/F'b < 1 0.590 < I -OK WLTen. 1.00 ft/Ft + fb/Fb < 1 0.630 < I -OK 04/23/95 -- Gregory Residence -- Wood Beams -- RCE Job No. 95.005 Load Unif. Point Length Fs (psi) Fb E (ksi) L/? a b Allow. Member Case Load Load (ft) Lat Supt F'b Cs (ft) (ft) Stress Errors (klf) '(k) b/d (in) (in) (psi) Increase Case I Uniform Load (';! G 2:2 I'll/ 0� �v/o �eam B7 DL 0.304 N/A 13.00 85 1,350 1,600 240 N/A N/A 25% LL 0.256 N/A 5.50 156 1,340 10.67 total 0.560 N/A 11.50 Req'd A= 43.81 Act'I 1= 697.07 Req'd Beam Size: Shear -OK RDL 1.976 Req'd S= 84.73 deft dl= 0.18. 6 12 Bending -OK RLL 1.664 Req'd 1= 346.03 deft d= 0.32 { DF #1 } Defl.-OK Axial DLComp. 0.00 Fc = 925 fc<F'c - OK Loads; LLComp. 0.00 Ft = 675 Ke = 1.0 le/d<50 - OK WLComp. 1.00 fc = 16 K = 27.91 DLTen. 0.00 Fc = 597 le/d = 28.36 Check: fc/F'c + fb/(F'b-]fc) < 1 0.732 < I -OK LLTen. 0.00 ft = 16 ) = 1.00 (fb-ft)/F'b < 1 0.689 < 1 -OK WLTen. 1.00 ft/Ft + fb/Fb < 1 0.717 < 1 -OK ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------=------------------------------------------------------------------- Case 7 Uniform Load With Overhang & End Point Load Beam B8 DL 0.076 0.000 10.50 95 1,450 1,700 360 4.50 N/A 25% LL 0.064 0.000 3.50 48 1,450 7.39 total 0.140 0.000 7.25 Req'd A= 9.92 6.78 Act'I 1= 1 1 1.15 Req'd Beam Size: Shear -OK RDL 0.472 0.342 Req'd S= 12.77 9.38 deft dl= 0.11 (0.00) 4 8 Bending -OK RLL 0.398 0.288 Req'd 1= 29.42 1.18 deft d= 0.20 (0.01) { DF #1 } Defl.-OK Axial DLComp. 0.011 Fc = 1,050 @SPAN @O -HANG @SPAN @O -HANG fc<F'c - OK Loads; LLComp. 0.013 Ft = 650 Ke = 1.0 le/d < 50 - OK WLComp. 0.000 fc = 1 K = 27.00 DLTen. 0.011 Fc = 990 le/d = 17.38 Check: fc/F'c + fb/(F'b-1k) < 1 0.418 < i OK LLTen. 0.013 ft = I J = 0.40 (fb-ft)/F'b < 1 0.416 < 1 -OK WLTen. 0.000 ft/Ft + fb/Fb < 1 0.418 < 1 -OK ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ Case 5 Uniform triangular load -'Beam B9 DL 0.134 N/A 8.00 85 1,200 1,600 240 N/A N/A 25% LL 0.113 N/A 5.50 24 1,200 2.89 total 0.247 N/A 5.50 Req'd A= 18.63 Act'I 1= 76.26 Req'd Beam Size: Shear -OK RDL 0.716 Req'd S= 16.25 defl dl= 0.10 6 6 Bending -OK RLL 0.603 Req'd 1= 35.69 deft d= 0.19 ( DF #2 } Defl: OK 174 04/23/95 -- Gregory Residence -- Wood Beams -- RCE fob No. 95.005 <a. ,- Load Unif. Point Length Fs (psi) Fb E (ksi) L/? a b Allow. Member Case Load Load (ft) Lat Supt F'b Cs (ft) (ft) Stress . Errors (kif) (k) b/d (in) (in) (psi) Increase Case 1 Uniform Load Beam B 10 DL 0.171 N/A 11.50 85 1,200 1,600 240 N/A N/A 25% LL 0.144 N/A 5.50 138 1,200 8.11 total 0.315 N/A 7.50 Req'd A= 22.79 Act'l 1= 193.36 Req'd Beam Size: Shear -OK RDL 0.983 Req'd S= 41.66 deft dl= 0.22 6 . 8 Bending -OK RLL 0.828 Req'd 1= 134.74 deft d= 0.40 { DF #1 } Defl.-OK Axial DLComp. 0.00 Fc = 1,000 fc<F'c - OK Loads; LLComp. 0.00 Ft = 625 Ke = 1.0 le/d < 50 - OK WLComp. 1.00 fc = 24 K = 26.84 DLTen. 0.00 Fc = 745 le/d = 25.09 Check: fc/F'c + fb/(F'b-)fc) < 1 0.852 < 1 -OK LLTen. 0.00 ft = 24 ) = 0.89 (fb-ft)/F'b < 1 0.792 < I -OK WLTen. 1.00 ft/Ft + fb/Fb < 1 0.847 < 1 -OK Case 7 ----------------------•--------- ---------------- ------------------------- Uniform Load With Overhang 8L End Point Load ------------ -------------------------------------_..---------------------------------------------------------------------------------------------------------- Beam Bi # . DL 0.304 0.000 11.00 85 1,350 1,600 360 4.00 N/A 25% LL 0.256 0.000 5.50 48 1,350 5.38 total 0.560 0.000 9.50 Req'd A= 42.97 25.04 Act'l 1= 392.96 Req'd Beam Size: Shear -OK RDL 1.893 1.216 Req'd S= 60.23 31.86" defl dl= 0.16 (0.06) 6 10 Bending -OK RLL 1.594 1.024 Req'd 1= 143.75 54.67 defl d= 0.29 (0.11) { DF #1 } Defl.-OK Axial DLComp. 0.011 Fc = 925 @SPAN @O -HANG @SPAN @O -HANG fc<F'c - OK Loads; LLComp. 0.013 Ft = 675 Ke = 1.0 le/d < 50 - OK WLComp. 0.000 fc = 0 K = 27.91 DLTen. 0.011 Fc = 906 le/d = 13.89 Check: fc/F'c + fb/(F'b-Jfc) < 1 0.729 < 1 -OK LLTen. 0.013 ft = 0 ) = 0.17 (fb-ft)/F'b < 1 0.728 < 1 -OK WLTen. 0.000 ft/Ft + fb/Fb < 1 --..--------------.-.------------------....--------------------------- 0.729 < 1 -OK Case 7 --------------------------------------------------.-....--------------------------------------------------------------------------------------------------------------- Uniform Load With Overhang 8i End Point Load Beam B12 DL 0.171 0.076 6.50 85 1,200 1,600 360 3.50 N/A 25% LL 0.144 0.080 5.50 48 1,200 4.09 total 0.315 0.156 5.50 Req'd A= 17.79 15.54 Act'l 1= 76.26 Req'd Beam Size: Shear -OK RDL 0.758 0.675 Req'd S= 11.12 19.80 deft dl= 0.05 0.10 6 6 Bending -OK RLL 0.647 0.584 Req'd I= 12.90 34.34 deft ti= 0.08 0.20 { DF #1 } Defl.-OK Axial DLComp. 0.011 Fc = 1,000 @SPAN @O -HANG @SPAN @O -HANG fc<F'c - OK Loads; LLComp. 0.013 Ft = 625 Ke = 1.0 le/d <50 - OK WLComp. 0.000 fc = I K = 26.84 DLTen. 0.011 Fc = 974 le/d = 14.18 Check: fc/F'c + fb/(F'b-Jfc) < 1 0.715 < I -OK LLTen. 0.013 ft = 1 ] = 0.20 (fb-ft)/F'b < 1 0.714 < 1 -OK WLTen. 0.000 ft/Ft + fb/Fb < 1 0.715 < 1 -OK ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 04/23/95 -- Gregory Residence -- Wood Beams -- RCE job No. 95.005 - Load Unif. Point Length Fs (psi) Fb E (ksi) L/? a b Allow. Member Case Load Load (ft) Lat Supt F'b Cs (ft) (ft) Stress Errors (klf) (k) b/d (in) (in) (psi) Increase Case I Uniform Load Beam B13 DL 0.266 N/A 11.00 85 1,350 1,600 240 N/A N/A 25% LL 0.224 N/A 5.50 24 1,350 4.19 total 0.490 N/A 11.50 Req'd A= 31.42 Act'I 1= 697.07 Req'd Beam Size: Shear -OK RDL 1.463 Req'd S= 52.70 defl dl= 0.08 6 12 Bending -OK RLL 1.232 Req'd I= 183.43 defl d= 0.14 { DF #1 } Defl.-OK Axial DI -Comp. 0.00 Fc = 925 fc<F'c - OK Loads; LI -Comp. 0.00 Ft = 675 Ke = 1.0 le/d < 50 - OK WI -Comp. 1.00 fc = 16 K = 27.91 DI -Ten. 0.00 Fc = 916 le/d = 11.48 Check: fc/F'c + fb/(F'b-}fc) < 1 0.452 < 1 -OK LLTen. 0.00 ft = 16 ) = 0.03 (fb-ft)/F'b < 1 0.425 < 1 -OK WLTen. 1.00 ----------------------------------------------------------------------------------------------------------------------------------------------------- ft/Ft + fb/Fb < 1 0.458 < 1 -OK Case 1 --------------------------•-------------------------------------------------------------- Uniform Load v Beam 614 DL 0.irO N/A 12.00 95 1,250 1,700 240 N/A N/A 25% LL 0.160 N/A 3.50 24 1,250 6.51 total 0.350 N/A 1.1.25 Req'd A= 22.38 Act'I 1= 415.28 Req'd Beam Size: Shear -OK RDL 1.140 Req'd S= 48.38 defl dl= 0.13 4 12 Bending -OK RLL 0.960 Req'd I= 160.09 dell tl= 0.23 { DF #1 } Defl: OK Axial DLComp. 0.00 Fc = 1,050 fc<F'c - OK Loads; LI -Comp. 0.00 Ft = 650 Ke = 1.0 le/d < 50 - OK WI -Comp. 1.00 fc = 25 K = 27.00 DI -Ten. 0.00 Fc = 1,032 le/d = 12.80 Check: fc/F'c + fb/(F'b-}fc) < 1 0.681 < 1 -OK LLTen. 0.00 ft = 25 ) = 0.11 (fb-ft)/F'b < 1 0.639 < 1 -OK WLTen. 1.00 ----------------------------------------------------------- ft/Ft + fb/Fb < 1 ------------------------------------------------------ 0.694 < I -OK Case 1 ---------------------------------------------------- Uniform Load ------------------------------------------------------------------------ ✓ Beam 615 DL 0.076 N/A 10.00 95 1,250 1,700 240 N/A N/A 25% LL 0.064 N/A 3.50 24 1,250 4.55 total 0.140 N/A 5.50 Req'd A= 8.03 Act'I 1= 48.53 Req'd Beam Size: Shear -OK RDL 0.380 Req'd S= 13.44 defl dl= 0.21 4 6 Bending -OK RLL 0.320 Req'd 1= 37.06 defl d= 0.38 { DF #1 } Defl.-OK Axial DLComp. 0.00 Fc = 1,050 fc<F'c - OK Loads; LI -Comp. 0.00 Ft = 650 Ke = 1.0 le/d<50-OK WI -Comp. 1.00 fc = 52 K = 27.00 DI -Ten. 0.00 Fc = 901 le/d = 21.82 Check: fc/F'c + fb/(F'b-}fc) < 1 0.837 < 1 -OK LI -Ten. 0.00 ft = 52 ] = 0.68 (fb-ft)/F'b < 1 0.728 < I -OK (Sj WLTen. 1.00 ft/Ft + fb/Fb < 1 0.842 < I -OK J 04/23/95 -- Gregory Residence -- Wood Beams -- RCE Job No. 95.005 13.20 85 1,350 1,600 240 N/A N Load Unif. Point Length Fs (psi) Fb E (ksi) L/? a b Allow. N/A Member Req'd A= Case Load Load (ft) Lat Supt F'b Cs Req'd S= (ft) (ft) Stress 0.25 Errors 1.267 (HO (k) b/d (in) (in) (psi) Axial DLComp. 0.00 Fc = Increase Loads; LLComp. 0.00 Ft = 675 Ke = 1.0 WLComp. 1.00 fc = Case 2 Uniform load plus center load DLTen. 0.00 Fc = 886 le/d = 16.67 Check: Beam B16 DL 0.095 0.380 7.00 95 1,250 1,700 240 N/A N/A 25% LL 0.080 0.320 3.50 42 1,250 6.91 total 0.175 0.700 7.25 Req'd A= 10.82 Act'I 1= 1 1 1.15 Req'd Beam Size: Shear -OK RDL 0.523 Req'd S= 17.64 defl dl= 0.05 4 8 Bending -OK RLL 0.440 Req'd I= 30.42 defl-d= 0.10 { DF #2 } Defl.-OK Axial DLComp. 0.00 Fc = 1,050 fc <F'c - OK Loads; LLComp. 0.00 Ft = 650 Ke = 1.0 le/d < 50 - OK WLComp. 1.00 fc = 39 K = 27.00 DLTen. 0.00 Fc = 1,036 le/d = 12.00 Check: fc/F'c + fb/(F'b-}fc) < 1 0.614 < I -OK LLTen. 0.00 ft = 39 ) = 0.06 (fb-ft)/F'b < 1 0.550 < I -OK WLTen. 1.00 ------- ---------------- ------------------------------------------------------------------------------------..---------------------------------------------------------------- ft/Ft + fb/Fb < 1 0.636 < 1 -OK Case 1 -------------------------------- Uniform Load ---------- ------- ------- VBeam B17 DL 0.228 N/A 14.50 85 1,350 1,600 240 N/A N/A 25% LL 0.192 N/A 5.50 24 1,350 3.80 total 0.420 N/A 9.50 Req'd A= 38.29 Act'I I= 392.96 Req'd Beam Size: Shear -OK RDL 1.653 Req'd S= 78.49 def! dl= 0.36 6 10 Bending -OK RLL 1.392 Req'd 1= 360.12 defl d= 0.66 { DF #1 } Defl.-OK Axial DLComp. 0.00 Fc = 925 fc<F'c.- OK Loads; LLComp. 0.00 Ft = 675 Ke = 1.0 le/d<50 - OK WLComp. 1.00 fc = 19 K = 27.91 DLTen. 0.00 Fc = 868 le/d = 18.32 Check: fc/F'c + fb/(F'b-1k) < 1 0.976 < 1 -OK LLTen. 0.00 ft = 19 } = 0.43 (fb-ft)/F'b < 1 0.937 < 1 - OK Beam BIS DL 0.228 N/A 13.20 85 1,350 1,600 240 N/A N LL 0.192 N/A 5.50 24 1,350 3.80 total 0.420 N/A 9.50 Req'd A= 34.44 Act'I 1= 392.96 RDL 1.505 < 1 -OK Req'd S= 65.05 deft dl= 0.25 RLL 1.267 Req'd 1= 271.68 deft d= 0.46 Axial DLComp. 0.00 Fc = 925 Loads; LLComp. 0.00 Ft = 675 Ke = 1.0 WLComp. 1.00 fc = 19 K = 27.91 DLTen. 0.00 Fc = 886 le/d = 16.67 Check: fc/F'c + fb/(F'b LLTen. 0.00 ft = 19 ] = 0.34 (fb-ft)/F'b WI Tnn 1 M ft/Ft + ft 25% Req'd Beam Size: Shear -OK 6 10 Bending -OK { DF #1 } Defl.-OK fc <F'c - OK le/d<50 - OK 0.811 < 1 -OK 0.775 < 1 -OK 0.815 < 1 -OK LJp 04/23/95 -- Gregory Residence -- Wood Beams -- RCE Job No. 95.005 Load Unif. Point Length Fs (psi) Fb E (ksi) L/? a b Allow. Member Case . Load Load (ft) Lat Supt F'b Cs (ft) (ft) Stress Errors (kif) (k) b/d (in) (in) (psi) Increase Case 1 Uniform Load ✓ Beam 819 DL 0.228 N/A 13.00 85 1,350 1,600 240 N/A N/A 25% LL 0: i 92 `N/A 5.50 24 1,350 3.80 total 0.420 N/A 9.50 Req'd A= 33.85 Act'I 1= 392.96 Req'd Beam Size: Shear -OK RDL 1.482 Req'd S= 63.09 defl dl= 0.23 6 10 Bending -OK RLL 1.248 Req'd 1= 259.52 defl•t1= 0.43 { DF N1 } Defl.-OK Axial DLComp. 0.00 Fc = 925 fc<F'c - OK Loads; LLComp. 0.00 Ft = 675 Ke = 1.0 le/d < 50 - OK WLComp. 1.00 fc = 19 K = 27.91 DLTen. 0.00 F'c = 888 le/d = 16.42 Check: fc/F'c + fb/(F'b-1k) < 1 0.787 < 1 -OK LLTen. 0.00 ft = 19 J = 0.32 (fb-ft)/F'b < 1 0.751 < 1 -OK WLTen. 1.00 ------------------------------------------- --------------- ft/Ft + fb/Fb < 1 -------------------------- -------------------------------------------------------- 0.791 < I -OK Case 1 ------------------------------------------------------ Uniform Load ------------------------------------------ ✓ Beam B20 DL 0.008 N/A 12.00 95 1,450 1,700 360 N/A N/A 0% LL 0.010 N/A 1.50 24 1,440 10.61 total 0.018 N/A 5.50 Req'd A= 1.58 Act'I 1= 20.80 Req'd Beam Size: Shear -OK RDL 0.048 Req'd S= 2.70 deft dl= 0.11 2 6 Bending -OK RLL 0.060 Req'd 1= 6.86 deft d= 0.24 { DF lit } Defl.-OK Axial DLComp. 0.00 Fc = 1,050 fc<F'c - OK Loads; LLComp. 0.00 Ft = 650 Ke = 1.0 le/d < 50 - OK WLComp. 0.00 fc = 0 K = 27.00 DLTen. 0.00 F'c = 741 le/d = 26.18. Check: fc/F'c + fb/(F'b-)k) < 1 0.357 < 1 -OK LLTen. 0.00 ft = 0 j = 0.95 (fb-ft)/F'b < 1 0.357 < 1 -OK WLTen. 0.00 ----------------------- --------------------------------------------------------- ft/Ft + fb/Fb < 1 -...------------..------------------------------- 0.355 < 1 -OK Case 4 ------------------------------------- ------------------- Uniform load plus two point loads ------------------------------------------------- Beam B21 DL 0.008 0.048 13.00 95 .1,250 1,700 240 2.50 N/A 0% LL 0.010 0.060 1.50 96 1,144 21.23 total 0.018 0.108 5.50 Req'd A= 3.42 Act'I 1= 20.80 Req'd Beam Size: Shear -OK RDL 0.100 Req'd S= 6.82 defl dl= 0.26 2 6 Bending -OK RLL 0.125 Req'd 1= 18.95 defl d= 0.59 { DF H2 } Defl.-OK Axial DLComp. 0.00 Fc = 1,050 fc <F'c - OK Loads; LLComp. 0.00 Ft = 650 Ke = 1.0 le/d> 50 - Fall WLComp. 0.00 fc = 0 K = 27.00 DLTen. 0.00 F'c = 125 le/d = 64.00 Check: fc/F'c + fb/(F'b-Jfc) < 1 0.902 < I -OK LLTen. 0.00 ft = 0 J = 1.00 (fb-ft)/F'b < 1 0.902 < 1 -OK WLTen. 0.00. ft/Ft + fb/Fb < 1 0.825 < 1 -OK CJ)� --------------- ----------------------------------------------------------------- -------------------------------------------------------------------------------------------------------------------------------------------------------------- 0 04/26/95 -- Gregory Readdence -- Wood Beams -- RCE Job No. 95.005 .; Load Unif. Point Length Fs (psi) Fb E (ksi) L/? a b Allow. Member Case Load Load (ft) Lat Supt F'b Cs (ft) (ft) Stress Errors (klfr (k) b/d (in) (in) (psi) Increase Case I Uniform Load Beam B22 DL 0.228 N/A 11.00 85 1,350 1,600 240 N/A N/A 25% LL 0.192 N/A 5.50 24 11350 3.80 total 0.420 N/A 9.50 Req'd A= 27.92 Act'I 1= 392.96 Req'd Beam Size: Shear -OK RDL 1.254 Req'd S= 45.17 deft dl= 0.12 6 10 Bending -OK , RLL 1.056 Req'd 1= 157.22 deft d= 0.22 { DF #1 } Defl.-OK Axial DLComp. 0.00 Fc = 925 fc<F'c - OK Loads; LLComp. 0.00 Ft = 675 Ke = 1.0 le/d < 50 - OK WLComp. 1.00 fc = 19 K = 27.91 DLTen. 0.00 Fc = 906 le/d = 13.89 Check: fc/F'c + fb/(F'b-)fc) < 1 0.568 < 1 -OK LLTen. 0.00 ft = 19 J = 0.17 (fb-ft)/F'b < 1 0.535 < 1 -OK WLTen. 1.00 ft/Ft + fb/Fb < 1 0.574 < 1 -OK Case I --------------------------------------------------------------------------------------...............-.-------------.--------------------------------------------------------------------------------------------------------------------.....- Uniform Load /Beam B23 DL 0.228 N/A 7.00 85 1,200 1,600 240 N/A N/A 25% LL 0.192 N/A 5.50 24 1,200 3.38 total 0.420 N/A 7.50 Req'd A= 17.05 Act'I 1= 193.36 Req'd Beam Size: Shear -OK RDL 0.798 Req'd S= 20.58 deft dl= 0.04 6 8 Bending -OK RLL 0.672 Req'd 1= 40.52 deft d= 0.07 { DF #1 } Defl.-OK Axial DLComp. 0.00 Fc = 1,000 fc<F'c - OK Loads; LLComp. 0.00 Ft = 625 Ke = 1.0 le/d < 50 - OK WLComp. 1.00 fc = 24 K = 26.84 DLTen. 0.00 Fc = 990 le/d = 11.20 Check: fc/F'c + fb/(F'b-Jfc) < 1 0.424 < 1 -OK LLTen. 0.00 ft = 24 J = 0.01 (fb-ft)/F'b < 1 0.383 < 1 -OK WLTen. 1.00 ft/Ft +, fb/Fb < 1 0.438 < 1 -OK Case 1 ---------------------------------------------------------------------------------------------------------------------------------------------------------.-...-------------------------------------------------------------------------------- Uniform Load (//.earn B24 DL 0.190 N/A 10.00 95 1,250 1,700 240 N/A N/A 25% LL 0.160 N/A 3.50 120 1,234 13.19 total 0.350 N/A 9.25 Req'd A= 18.70 Act'I 1= 230.84 Req'd Beam Size: Shear -OK RDL 0.950 Req'd S= 34.03 deft dl= 0.11 4 10 Bending -OK RLL 0.800 Req'd 1= 92.65 deft d= 0.20 { DF N1 } Defl.-OK Axial DLComp. 0.00 Fc = 1,050 fc<F'c - OK Loads; LLComp. 0.00 Ft = 650 Ke = 1.0 le/d < 50 - OK WLComp. 1.00 fc = 31 K = •27.00 DLTen. 0.00 Fc = 434 le/d = 34.29 Check: fc/F'c + fb/(F'b-1k) < 1 0.767 < 1 -OK LLTen. 0.00 ft = 31 J = 1.00 (fb-ft)/F'b < 1 0.662 < 1 -OK WLTen. 1.00 ft/Ft + fb/Fb < 1 0.721 t�) < I -OK ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ -- G 04/26/95 -- Gregory Residence -- Wood Beams -- RCE job No. 95.005 < Load Unif. Point Length Fs (psi) Fb E (ksi) L/? a b Allow. Member Case Load Load (h) Lat Supt F'b Cs (h) (h) Stress Errors (kin (k) b/d (in) (in) (psi) Increase Case I Uniform Load ✓ Beam B25 DL 0.228 N/A 8.00 85 1,350 1,600 240 N/A N/A 25% LL 0.192 N/A 5.50 24 1,350 3.38 total 0.420 N/A 7.50 Req'd A= 20.01 Act'I 1= 193.36 Req'd Beam Size: Shear -OK RDL 0.912 Req'd S= 23.89 defl dl= 0.07 6 8 Bending -OK RLL 0.768 Req'd 1= 60.48 deft t1= 0.13 { DF #1 } Defl.-OK Axial DLComp. 0.00 Fc = 925 fc<F'c - OK Loads; LLComp. 0.00 Ft = 675 Ke = 1.0 le/d < 50 - OK WLComp. 1.00 fc = 24 K = 27.91 DLTen. 0.00 F'c = 911 le/d = 12.80 Check: fc/F'c + fb/(F'b-1k) < 1 0.491 < 1 -OK LLTen. 0.00 h = 24 J = 0.11 (fb-ft)/F'b < 1 0.449 < I -OK WLTen. 1.00 ft/Ft + fb/Fb < 1 0.499 < 1 -OK Case 7 ---------------------------------------------...----------------------------------------------...------------------.-..----------------------------•---------------------------------------------------------------------------------------- Uniform Load With Overhang & End Point Load V Beam B26 DL 0.190 0.000 6.00 92 1,075 1,649 360 .4.00 N/A 25% LL 0.160 0.000. 4.00 48 1,075 8.31 total 0.350 0.000 12.00 Req'd A= 15.19 13.67 Act'I I= 576.00 Req'd Beam Size: Shear -OK RDL 0.823 0.760 Req'd S= 14.07 25.00 defl dl= 0.01 0.02 4 12 Bending -OK RLL 0.693 0.640 Req'd 1= 14.15 50.30 defl d= 0.01 0.04 { DF #1 -Full Dim. } Defl: OK Axial DLComp. 0.011 Fc = 1,050 @SPAN @O -HANG @SPAN @O -HANG fc<F'c - OK Loads; LLComp. 0.013 Ft = 650 Ke = 1.0 le/d<50-OK WLComp. 0.000 fc = I K = 26.59 DLTen. 0.011 F'c = 1,035 le/d = 12.00 Check: fc/F'c + fb/(F'b-1k) < 1 0.261 < 1 -OK LLTen. 0.013 h = I } = 0.06 (fb-ft)/F'b < 1 0.260 < 1 -OK WLTen. 0.000 ft/Ft + fb/Fb < 1 0.261 < 1 -OK Case 2 -----------------------------------------------------------------------------------------------------------------------------------.-.-------------------------------------------------------------...-------------------------------------- Uniform load plus center load L, -'Beam B27 DL 0.095 0.823 11.00 85 1,350 1,600 240 N/A N/A 25% LL 0.080 0.693 5.50 66 1,350 6.31 total 0.175 1.517 9.50 Req'd A= 22.34 Act'I 1= 392.96 Req'd Beam Size: Shear -OK RDL 0.934 Req'd S= 48.48 defl dl= 0.11 6 10 Bending -OK RLL 0.787 Req'd 1= 148.09 defl d= 0.21 { DF #2 } Defl.-OK Axial DLComp. 0.00 Fc = 1,050 fc<F'c - OK Loads; LLComp. 0.00 Ft = 650 Ke = 1.0 le/d < 50 - OK WLComp. 1.00 fc = 19 K = 26.19 DLTen. 0.00 F'c = 1,022 le/d = 13.89 Check: fc/F'c + fb/(F'b-}fc) < 1 0.606 < 1 -OK LLTen. 0.00 ft = 19 } = 0.19 (fb-ft)/F'b < 1 0.575 < I -OK WLTen. 1.00 ft/Ft + fb/Fb < 1 0.615 < 1 -OK ,- V'� LN= 3 MNIELEM I SELFWEIGHT Y-1.0 STRUCTURE DATA TYPE = PLANE NJ = 4 NM= 5 NE= 0 4 NS = 2 UU �3b NL = 3 REL XMAX= 240.0 YMAX= 40.0 ZMAX= 0.0 LU 3 J=4,M=5 UNIT INC POU S T A A D POST =PLOT (REV: 20.OM DATE: APR 23, 1895 TITLE: TRUSS TR1 V'� a� 4x -Fr-t(Truss ter-% "+,� as Lox -A -�{=� �;-gar 642 r—% Me - t- com Prc ss iota) �� = 1y,y 1� = z 1, Co PS's < 9 `� Psi ✓ 4e12> (7-) / (IISO-z-5, G.Hc4-ic 6.,,46r� 03-10+ 1 5 2 1050 1150 Gi-,e�k bo Join+ 1 4,Lr sloes ,L. Q 1 z,5g1G 3 � % E JL�hS� r some o�e�ne�� { ' 1"X �f-�I�w'+�� Ci � e Ce1rr'�rntn'�"j �� . Yr easiar :np"` Lo AV I l -O AO Z I-OAD 3 LOaD �' Z -PAGE; NE) . P5 1 ************************************************** * * * S T A A D- III * Revision 20.OW * Proprietary Program of * RESEARCH ENGINEERS, Inc. * Date= APR 25, 1995 * Time= 17: 7:43 *• USER ID: R. C. E. ************************************************** v6 name 1. STAAD PLANE RUSS TR 2. INPUT WIDTH 72 __II 3. UNIT INCHES KIP n�b►� �oard�n5 E53OINT COORDINATES 0. 0. 0.; 2 120. 0. 0.; 3 240. 0. 0.; 4 120. 40. 0. 6.(MEMBER INCIDENCES 7Al 1 2; 2 2 3; 3 3 4; 4 4 1; 5 4 2 IG 1-.4-m6er S --,Jmr+s 8./'MEMBER PROPERTY AMERICAN 'o ir►'� y cr,�s J Z 91 1 TO 9 PRI YD 9.25 ZD 3.5 10.\5.JgDYD 5.5 ZD 3.5 es Pyr' "e 11 R REL E 4 q �1ie !aG 12 3 TO 5 START MY M � f� 13 3 TO 5 END MY MZ 14. CONSTANTS o s -� E 1600. ALL-"' 1 I L IT FEET KIP 7 Z 3 17 CONSTANTS s aiaovC 18. DENSITY 0.04 ALL' 19. SUPPORT vne"or Np� 20. 1 PINNED 21. 3 FIXED BUT FX MX MY MZ 22. LOAD 1 DEAD LOADS 23. JOINT LOAD 2 4 FY -2.1 25. SELFWEIGHT Y -1. 26. MEMBER LOAD 27. 3 4 UNI Y -0.09 28.OAD 2 LIVE LOADS 29. JOINT LOAD MI 4 FY -2.2 31.ER LOAD 32.'r34 UNI Y -0.04 33: LOAD COMB 3 COMBINED DEAD & LIV. 31 -Cl 1. 2 1. 35. UNIT INCHES POUND 36. PERFORM ANALYSIS PRINT ALL Sl"<c Z ran -%i s on q /Z if I9s z u u 4+u --P r t4 .(( A. 94►r 6a a o/I�►'� L.J. I noW 6644 4/F,1.3 are- r` �C4SG� i feu 3 �i't an�►I l�t��errna't-ien yo u c. << @ aq4- 8801 -Fr, LSo LA c.cw a rot . TRUSS TRI : P R O B L E M S T A T I S T I C S ----------------------------------- NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = V 5/ 2 ORIGINAL/FINAL BAND -WIDTH = 3/ 2 TOTAL PRIMARY LOAD CASES = 2, TOTAL DEGREES OF FREEDOM = 9 SIZE OF STIFFNESS MATRIX = 72 DOUBLE PREC. WORDS REQRD/AVAIL. DISK SPACE = 12.01/ 531.6 MB, EXMEM = 52.07 MB TRUSS TR1 LOADING 1 DEAD LOADS JOINT LOAD_- UNIT KIP FEET JOINT FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y 4 0.00 -2.10 0.00 0.00 0.00 SELFWEIGHT Y -1.000 ACTUAL WEIGHT OF THE STRUCTURE = 0.387 KIP MEMBER LOAD - UNIT KIP FEET MEMBER UDL L1 L2 CON L LIN1 3 -0.040 Y 0.00 10.54 4 -0•.040 Y 0.00 10.54 ***TOTAL APPLIED LOAD ( KIP FEET ) SUMMARY (LOADING 1 ) SUMMATION FORCE -X = 0.00 SUMMATION FORCE -Y = -3.29 SUMMATION FORCE -Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN - PAGE NG. PS f LIN2 MX- 0.00 MY= 0.00 MZ= -32.87 LOADING 2 LIVE LOADS JOINT LOAD - UNIT KIP FEET JOINT FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM -Z 4 0.00 -2.20 0.00 0.00 0.00 0.00 MEMBER LOAD - UNIT KIP FEET MEMBER UDL L1 L2 CON L LIN1 LIN2 3 -0.040 Y 0.00 10.54 4 -0.040 Y 0.00 10.54 ***TOTAL APPLIED LOAD ( KIP FEET ) SUMMARY (LOADING 2 ) SUMMATION FORCE -X = 0.00 SUMMATION FORCE -Y = -3.00 SUMMATION FORCE -Z = 0.00 TRUSS TRI SUMMATION OF MOMENTS AROUND THE ORIGIN - 0.00 MY= 0.00 MZ= ++ PROCESSING ELEMENT STIFFNESS MATRIX. ++ PROCESSING GLOBAL STIFFNESS MATRIX. ++ PROCESSING TRIANGULAR FACTORIZATION. ++ CALCULATING JOINT DISPLACEMENTS. ++ CALCULATING MEMBER FORCES. ***TOTAL REACTION ( KIP FEET ) SUMMARY LOADING 1 SUM -X= 0.00 SUM -Y= 3.29 SUM -Z= SUMMATION OF MOMENTS AROUND ORIGIN- MX= 0.00 MY= 0.00 MZ= EXTERNAL AND INTERNAL JOINT LOAD SUMMARY - JT EXT FX/ EXT FY/ EXT FZ/ EXT MX/ 0.00 INT FX INT FY INT FZ INT MX 1 0.07 -0.29 0.00 0.00 0.00 -0.07 -1.35 0.00 0.00 2 0.00 -0.10 0.00 0.00 0.00 0.10 0.00 0.00 3 -0.07 -0.29 0.00 0.00 0.07 -1.35 0.00 0.00 4 0.00 -2.60 0.00 0.00 0.00 2.60 0.00 0.00 LOADING 2 SUM -X= 0.00 SUM -Y= 3.00 SUM -Z= SUMMATION OF MOMENTS AROUND ORIGIN - M= 0.00 MY= 0.00 MZ= EXTERNAL AND INTERNAL JOINT LOAD SUMMARY - JT EXT FX/ EXT FY/ EXT FZ/ EXT MX/ 0.00 INT FX INT FY INT FZ INT MX 1 0.07 -0.20 0.00 0.00 0.00 -0.07 -1.30 0.00 0.00 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 -0.07 -0.20 0.00 0.00 0.07 -1.30 0.00 0.00 -30.00 17: 7:43 17: 7:43 17: 7:43 17: 7:43 17: 7:43 am 32.87 EXT MY/ EXT MZ/ INT MY INT MZ 0.00 -0.07 0.00 0.07 0.00 0.00 0.00 0.00 0.00 0.07 0.00 -0.07 0.00 0.00 0.00 0.00 M M 30.00 EXT MY/ EXT MZ/ INT MY INT MZ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00' TRUSS TR1 -- . P IS 4 0.00 -2.60 0.00 0.00 0.00 0.00 G 0.00 2.60 0.00 0.00 0.00 0.00 LOAD COMBINATION NO. 3 COMBINED DEAD & LIVE LOADING 1. 2. FACTOR - 1.00 1.00 ************ END OF DATA FROM INTERNAL STORAGE ************ 37. PRINT MEMBER STRESSES ALL TRUSS TR1 -- R5 9 MEMBER STRESSES --------------- ALL UNITS ARE POUN/SQ INCH MEMB ' LD SECT AXIAL BEND -Y BEND -Z COMBINED SHEAR -Y SHEAR -Z 1 1 .0 120.7 T 0.0 0.0 120.7 2.2 0.0 1.00 120.7 T 0.0 64.6 185.3 0.6 0.0 2 .0 115.0 T 0.0 0.0 115.0 1.1 0.0 1.00 115.0 T 0.0 87.1 202.1 1.1 0.0 3 .0 235.7 T 0.0 0.0 235.7 3.3 0.0 1.00 235.7 T 0.0 151.7 387.4 0.6 0.0 2 1 .0 120.7 T 0.0 64.6 185.3 0.6 0.0 1.00 120.7 T 0.0 0.0 120.7 2.2 0.0 2 .0 115.0 T 0.0 87.1 202.1 1.1 0.0 1.00 115.0 T 0.0 0.0 115.0 1.1 0.0 3 .0 235.7 T 0.0 151.7 387.4 0.6 0.0 1.00 235.7 T 0.0 0.0 235.7 3.3 0.0 3 1 .0 129.8 C 0.0- 0.0 129.8 7.9 0.0 1.00 128.9 C 0.0 0.0 128.9 7.9 0.0 2 .0 123.4 C 0.0 0.0 123.4 6.5 0.0 1.00 123.4 C 0.0 0.0 123.4 6.5 0.0 3 .0 253.3 C 0.0 0.0 253.3 14.4 0.0 1.00 252.3 C 0.0 0.0 252.3 14.4 0.0 4 1 .0 128.9 C 0.0 0.0 128.9 7.9 0.0 1.00 129.8 C 0.0 0.0 129.8 7.9 0.0 2 .0 123.4 C 0.0 0.0 123.4 6.5 0.0 1.00 123.4 C 0.0 0.0 123.4 6.5 0.0 3 .0 252.3 C 0.0 0.0 252.3 14.4 0.0 1.00 253.3 C 0.0 0.0 253.3 14.4 0.0 5 1 .0 2.8 T 0.0 0.0 2.8 0.0 0.0 1.00 1.9 T 0.0 0.0 1.9 0.0 0.0 2 .0 3.8 C 0.0 0.0 3.8 0.0 0.0 1.00 3.8 C 0.0 0.0 3.8 0.0 0.0 3 .0 1.0 C 0.0 0.0 1.0 0.0 0.0 1.00 1.9 C 0.0 0.0 1.9 0.0 0.0 ************* END OF LATEST ANALYSIS RESULT 38. PLOT SECTION FILE 39. PRINT JOINT DISPLACEMENTS LIST 4 TRUSS TR1 -- PAGa NO. :7 P5 ZO JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE ------------------ = PLANE JOINT LOAD X -TRANS Y -TRANS Z -TRANS X-ROTAN Y-ROTAN Z-ROTAN 4 1 0.00905 -0.05949 0.00000 0.00000 0.00000 0.00000 2 0.00863 -0.05675 0.00000 0.00000 0.00000 0.00000 3 0.01768 -0.11624 0.00000 0.00000 0.00000 0.00000 �-- -Qlzo 6, 4 ************** END OF LATEST ANALYSIS RESULT ************** 40. FINISH *************** END OF STAAD-III *************** **** DATE= APR 25,1995 TIME= 17: 7:43 **** ********************************************************* * For questions on STAAD-III/ISDS, contact: * RESEARCH ENGINEERS, Inc at * Ph: (714) 974-2500 Fax: (714) 921 -2543 ********************************************************* TRUSS TR1 REPORT: LIST SECTION FORCES. MEMBER FORCES AT INTERMEDIATE SECTIONS -------------------------------------- ALL UNITS ARE -- POUN INCH MEMB LOAD SEC SHEAR -Y SHEAR -Z MOM -Y MOM -Z 3 3 0.00 466.60 0.00 0.00 0.00 0.08 388.84 0.00 0.00 -4508.55 0.17 311.07 0.00 0.00 -8197.37 0.25 233.30 0.00 0.00 -11066.44 0.33 155.53 0.00 0.00 -13115.79 0.42 77.77 0.00 0.00 -14345.39 0.50 0.00 0.00 0.00 -14755.26 0.58 -77.77 0.00 0.00 -14345.39 0.67 -155.53 0.00 0.00 -13115.78 0.75 -233.30 0.00 0.00 -11066.44 0.83 -311.07 0.00 0.00 -8197.37 0.92 -388.84 0.00 0.00 -4508.55 1'.00 -466.60 0.00 0.00 0.00 4 3 0.00 466.60 0.00 0.00 0.00 0.08 388.84 0.00 0.00 -4508.55 0.17 311.07 0.00 0.00 -8197.37 0.25 233.30 0.00 0.00 -11066.44 0.33 155.53 0.00 0.00 -13115.79 0.42 77.77 0.00 0.00 -14345.39 0.50 0.00 0.00 0.00 -14755.26 0.58 -77.77 0.00 0.00 -14345.39 0.67 -155.53 0.00 0.00 -13115.78 0.75 -233.30 0.00 0.00 -11066.44 0.83 -311.07 0.00 0.00 -8197.37 0.92 -388.84 0.00 0.00 -4508.55 1.00 -466.60 0.00 0.00 0.00 Mm E9G. 04-23-1995 11:13:34 P5 Z 3 TJ-Spec(TM) ✓ Page 1 of 1 v4.41 145010409 1001 TJSPECB RCE 1708 SALEM STREET CHICO, CA 95928 USA Phone: 916 894-8801 --------------------------------------------------------------------------------------------------------------------- Name: CHARLES ROBERTS Project Name: GREOGRY RESIDENCE Page Title: TJ1 — Based on Allowable Stress Design (ASD) UBC building code for TJM products available through Distribution(Residential) Application........ Floor - Res. Deflection Criteria ( R) Member Use ................ JOIST Load Classification....... Floor LL Def! TL Defl Member Top Slope(in/ft)... 0.000 Load Duration Factor....... 1.00 Span 1 L/480 L/240 Roof Slope(in/ft)......... 0.000 Live Load(psf)............. 40.0 Floor Decking................. G Dead Load(psf)............. 20.0 Repetitive Member Use......... Y Bearing 1 under Floor loading Reinforced Overhangs........ N/A 11.875" TJI(R)/25DF JOIST Q 24.0" 0/c 15'- 6.00" ------------------------------------------ S I Z E A N A L Y S I S - A S D ----------------------------------------- IMPORTANT! The analysis presented below is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. The maximum untraced length(s) shown are based on the controlling compressive forces on either the top or bottom edges of the member. Lateral bracing needs to be properly attached and positioned to achieve stability. Span 1 Max. Reaction Total(lb) 930 930 Live(lb) 620 620 Required Brg. Length(in) 1.75(W) 1.75(W) Max. Unbraced Length(in) 34 Copyright (c) 1994 by Trus Joist MacMillan, a limited partnership, Boise, Idaho. TJI(R) is a registered trademark of Trus Joist MacMillan. TJ-Spec(TM) is a trademark of Trus Joist MacMillan. Maximum Design Allowable Control Shear(lb) 930 930 < 1420 153% LT. end Span 1 under Floor loading Reaction(lb) 930 930 < 1015 109% Bearing 1 under Floor loading Moment(ft-lb) 3604 3604 < 4550 126% MID Span 1 under Floor loading Live Defl.(in) 0.301 < 0.388 L/618 MID Span 1 under Floor loading Total Defl.(in) 0.451 < 0.775 L/412 MID Span 1 under Floor loading Span 1 Max. Reaction Total(lb) 930 930 Live(lb) 620 620 Required Brg. Length(in) 1.75(W) 1.75(W) Max. Unbraced Length(in) 34 Copyright (c) 1994 by Trus Joist MacMillan, a limited partnership, Boise, Idaho. TJI(R) is a registered trademark of Trus Joist MacMillan. TJ-Spec(TM) is a trademark of Trus Joist MacMillan. 04-23-1995 11:13:59 P� 2-� TJ-Spec(TM) Page 1 of 1 v4.41 145010409 1001 TJSPECB RCE 1708 SALEM STREET CHICO, CA 95928 USA Phone: 916 894-8801 ------------------------------------------------------------------------------------------7-------------------------- Name: CHARLES ROBERTS Project Name: GREOGRY RESIDENCE Page Title: TJ2 -0 Based on Allowable Stress Design (ASD) UBC building code for TJM products available through Distribution(Residential) Application........ Floor - Res. Deflection Criteria ( R) Member Use ................ JOIST Load Classification ......•. Floor LL Defl TL Defl Member Top Slope(in/ft)... 0.000 Load Duration Factor....... 1.00 Span 1 L/480 L/240 Roof Slope(in/ft)......... 0.000 Live Load(psf)............. 40.0 < 1015 Floor Decking................. G Dead Load(psf)............. 20.0 2535 Repetitive Member Use......... Y MID Span 1 under Floor loading Live Defl.(in) Reinforced Overhangs........ N/A 11.875" TJI(R)/25DF JOIST Q 24.0" 0/c 13'- 0.00" ------------------------------------------ S I Z E A N A L Y S I S - A S D ----------------------------------------- IMPORTANT! The analysis presented below is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. The maximum unbraced length(s) shown are based on the controlling compressive forces on either the top or bottom edges of the member. Lateral bracing needs to be properly attached and positioned to achieve stability. Span 1 Max. Reaction Total(lb) 780 780 Live(lb) 520 520 Required Brg. Length(in) 1.75(W) 1.75(W) Max. Unbraced Length(in) 41 Copyright (c) 1994 by Trus Joist MacMillan, a limited partnership, Boise, Idaho. TJI(R) is a registered trademark of Trus Joist MacMillan. TJ-Spec(TM) is a trademark of Trus Joist MacMillan. Maximum Design Allowable Control Shear(lb) 780 780 < 1420 182% RT. end Span 1 under Floor loading Reaction(lb) 780 780 < 1015 130% Bearing 2 under Floor loading Moment(ft-lb) 2535 2535 < 4550 179% MID Span 1 under Floor loading Live Defl.(in) 0.158 < 0.325 L/988 MID Span 1 under Floor loading Total Defl.(in) 0.237 < 0.650 L/659 MID Span 1 under Floor loading Span 1 Max. Reaction Total(lb) 780 780 Live(lb) 520 520 Required Brg. Length(in) 1.75(W) 1.75(W) Max. Unbraced Length(in) 41 Copyright (c) 1994 by Trus Joist MacMillan, a limited partnership, Boise, Idaho. TJI(R) is a registered trademark of Trus Joist MacMillan. TJ-Spec(TM) is a trademark of Trus Joist MacMillan. P� ZS 04-23-1995 TJ-Spec(TM) (TM) Page 1 of 1 11:15:47 v4.41 145010409 1111 TJSPECB RCE 1708 SALEM STREET CHICO, CA 95928 USA Phone: 916 894-8801 ---------------------------------------------------------------'----------------------------------------- Name: CHARLES ROBERTS Project Name: GREOGRY RESIDENCE Page Title: TJ3 Based on Allowable Stress Design (ASD) UBC building code for TJM products available through Distribution Application......... Floor - Res. Deflection Criteria ( R) Member Use ............... HEADER Load Classification....... Floor LL Defl TL Defl Member Top Slope(in/ft)... 0.000 Load Duration Factor....... 1.00 Span 1 L/360 L/240 Roof Slope(ia/ft)......... 0.000 Live Load(psf)............. 40.0 Floor Decking............... N/A Dead Load(psf)............. 20.0 Repetitive Member Use....... N/A Tributary Width('-").... 1- 0.00 Reinforced Overhangs........ N/A 1.75" x 11.875" Microllam(TM) WS LVL 1.8E 13'- 0.00" ------------------------------------------ S I Z E A N A L Y S I S - A S D ----------- ----------------------------- IMPORTANT[ The analysis presented below is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. The maximum unbraced length(s) shown are based on the controlling compressive forces on either the top or bottom edges of the member. Lateral bracing needs to be properly attached and positioned to achieve stability. Maximum Design Allowable Control Shear(lb) 425 360 < 3948 1097% RT. end Span 1 under Floor loading Moment(ft-lb) 1380 1380 < 8924 646% MID Span 1 under Floor loading Live Defl.(in) 0.064 < 0.433 L/999+ MID Span 1 under Floor loading Total Defl.(in) 0.104 < 0.650 L/999+ MID Span 1 under Floor loading Span 1 Max. Reaction Total(lb) 425 425 Live(lb) 260 260 Required Brg. Length(in) 1.50(W) 1.50(W) Max. Unbraced Length(in) 350 Copyright (c) 1994 by Trus Joist MacMillan, a limited partnership, Boise, Idaho. Microllam(TM) and TJ-Spec(TM) are trademarks of Trus Joist MacMillan. P5 '2(0 SPREAD FOOTING DESIGN Charles Roberts, P.E. Chico, California Date: 4-26-1995 Project: GREGORY RESIDENCE Footing Location: F1 V/ Comment . MATERIAL PROPERTIES Ultimate concrete compressive strength, f"c is 2.00 ksi Steel yield strength, Fy is 40.00 ksi Concrete is Hardrock with a unit weight of 150.00 pcf Concrete weight for soil bearing is 50.00 pcf Max. soil bearing is 1.50 ksf (no short term increase allowed) LOAD CASES CONSIDERED ARE: 1.4DL + 1.7LL UNFACTORED INPUT.LOADS P (kips) M (ft -kips) DL 2.50 0.00 LL 1.80 0.00 FOOTING PERAMETERS STRESSES AND SOIL BEARING Dimensions are 1.75 Ft. Sq. Max. punching shear stress is 0.00 psi Total depth is 22.00 Inches Max. beam shear stress is 0.00 psi Depth "d" is 18.00 Inches Gravity only soil bearing is 1.50 ksf Col size is 6.00x 6.00 Inches REQUIRED REINFORCEMENT bottom long. 0.02 Sq.In. bottom trans. 0.02 Sq.In. SPREAD FOOTING DESIGN Charles Roberts, P.E. Chico, California Date: 4-26-1995 Project: GREGORY RESIDENCE Footing Location: F2 Comment . MATERIAL PROPERTIES Ultimate concrete compressive strength, f"c is 2.00 ksi Steel yield strength, Fy is 40.00 ksi Concrete is Hardrock with a unit weight of 150.00 pcf Concrete weight for soil bearing is 50.00 pcf Max. soil bearing is 1.50 ksf (no short term increase allowed) LOAD CASES CONSIDERED ARE: 1.4DL + 1.7LL UNFACTORED INPUT LOADS P (kips) M (ft -kips) DL 2.50 0.00 LL 2.00 0.00 FOOTING PERAMETERS STRESSES AND SOIL BEARING Dimensions are 2.00 Ft. Sq. Max. punching shear stress is 11.04 psi Total depth is 12.00 Inches Max. beam shear stress is 1.50 psi Depth "d" is 8.00 Inches Gravity only soil bearing is 1.17 ksf Col size is 6.00x 6.00 Inches REQUIRED REINFORCEMENT bottom long. 0.05 Sq.In. bottom trans. 0.06 Sq.In. IJ5 Z8 SPREAD FOOTING DESIGN Charles Roberts, P.E. Chico, California Date: 4-26-1995 Project: GREGORY RESIDENCE Footing Location: F3, Comment . MATERIAL PROPERTIES Ultimate concrete compressive strength, f"c is 2.00 ksi Steel yield strength, Fy is 40.00 ksi Concrete is Hardrock with a unit weight of 150.00 pcf Concrete weight for soil bearing is 50.00 pcf Max. soil bearing is 1.50 ksf (no short term increase allowed) LOAD CASES CONSIDERED ARE: 1.4DL + 1.7LL UNFACTORED INPUT LOADS P (kips) M (ft -kips) DL 2.60 0.00 LL 2.40 0.00 FOOTING PERAMETERS STRESSES AND SOIL BEARING Dimensions are 2.33 Ft. Sq. Max. punching shear stress is 7.36 psi Total depth is 15.00 Inches Max. beam shear stress is 0.00 psi Depth "d" is 11.00 Inches Gravity only soil bearing is 0.98 ksf Col size is 6.00x 6.00 Inches REQUIRED REINFORCEMENT bottom long. 0.06 Sq.In. bottom trans. 0.06 Sq.In. A • P5 29 SPREAD FOOTING DESIGN • Charles Roberts, P.E. Chico, California Date: 4=26-1995 Project: GREGORY RESIDENCE Footing Location: F4 ✓ Comment . MATERIAL PROPERTIES Ultimate concrete compressive strength, f"c is 2.00 ksi Steel yield strength, Fy is 40.00 ksi Concrete is Hardrock with a unit weight of 150.00 pcf Concrete weight for soil bearing is 50.00 pcf Max. soil bearing is 1.50 ksf (no short term increase allowed) LOAD CASES CONSIDERED ARE: 1.4DL + 1.7LL UNFACTORED INPUT LOADS P (kips) M (ft -kips) DL 1.80 0.00 LL 1.30 0.00 FOOTING PERAMETERS STRESSES AND SOIL BEARING Dimensions are 2.00 Ft. Sq. Max. punching shear stress is 7.85 psi Total depth is 12.00 Inches Max. beam shear stress is 1.03 psi Depth "d" is 8..00 Inches Gravity only soil bearing is 0.82 ksf Col size is 6.00x 6.00 Inches REQUIRED REINFORCEMENT bottom long. 0.04 Sq.In. bottom trans. 0.04 Sq.In. �g 30 SPREAD FOOTING DESIGN Charles Roberts, P.E. Chico, California Date: 4-26-1995 Project: GREGORY RESIDENCE Footing Location: F5 Comment MATERIAL PROPERTIES Ultimate concrete compressive strength, f"c is 2.00 ksi Steel yield strength, Fy is 40.00 ksi Concrete is Hardrock with a unit weight of 150.00 pcf Concrete weight for soil bearing is 50.00 pcf Max. soil bearing is 1.50 ksf (no short term increase allowed) LOAD CASES CONSIDERED ARE: 1.4DL + 1.7LL UNFACTORED INPUT LOADS P (kips) M (ft -kips) DL 2.80 0.00 LL 2.20 0.00 FOOTING PERAMETERS STRESSES AND SOIL BEARING Dimensions are 2.00 Ft. Sq. Max. punching shear stress is 12.16 psi Total depth is 12.00 Inches Max. beam shear stress is 1.66 psi Depth "d" is 8.00 Inches Gravity only soil bearing is 1.30 ksf Col size is 6.00x 6.00 Inches REQUIRED REINFORCEMENT bottom long. 0.06 Sq.In. bottom trans. 0.07 Sq.In. N SPREAD FOOTING DESIGN Charles Roberts, P.E. Chico, California Date: 4-26-1995 Project: GREGORY RESIpENCE - Footing Location: F6 J Comment . MATERIAL PROPERTIES Ultimate concrete compressive strength, f"c is 2.00 ksi Steel yield strength, Fy is 40.00 ksi Concrete is Hardrock with a unit weight of 150.00 pcf Concrete weight for soil bearing is 50.00 pcf Max. soil bearing is 1.50 ksf (no short term increase allowed) LOAD CASES CONSIDERED ARE: 1.4DL + 1.7LL UNFACTORED INPUT LOADS P (kips) M (ft -kips) DL 1.60 0.00 LL 1.30 0.00 FOOTING PERAMETERS STRESSES AND SOIL BEARING Dimensions are 1.50 Ft. Sq. Max. punching shear stress is 4.22 psi Total depth is 12.00 Inches Max. beam shear stress is 0.00 psi Depth "d" is 8.00 Inches Gravity only soil bearing is 1.34 ksf Col size is 6.00x 6.00 Inches REQUIRED REINFORCEMENT bottom long. 0.02 Sq.In. bottom trans. 0.02 Sq.In. SPREAD FOOTING DESIGN Charles Roberts, P.E. Chico, California Date: 4-26-1995 Project: GREGORY RESIpENCE Footing Location: F7 Comment . MATERIAL PROPERTIES Ultimate concrete compressive strength, f"c is 2.00 ksi Steel yield strength, Fy is 40.00 ksi Concrete is Hardrock with a unit weight of 150.00 pcf Concrete weight for soil bearing is 50.00 pcf Max. soil bearing is 1.50 ksf (no short term increase allowed) LOAD CASES CONSIDERED ARE: 1.4DL + 1.7LL UNFACTORED INPUT LOADS P (kips) DL 3.10 LL 2.60 FOOTING PERAMETERS M (ft -kips) 0.00 0.00 Dimensions are 2.00 Ft. Sq. Total depth is 12.00 Inches Depth "d",is 8.00 Inches Col size is 6.O.Ox 6.00 Inches REQUIRED REINFORCEMENT bottom long. 0.07 Sq.In. bottom trans. 0.08 Sq.In. STRESSES AND SOIL BEARING Max. punching shear stress is 13.78 psi Max. beam shear stress is 1.90 psi Gravity only soil bearing is 1.47 ksf SPREAD FOOTING DESIGN Charles Roberts, P.E. Chico, California Date: 4-26-1995 Project: GREGORY R DE E Footing Location: F8 Comment . MATERIAL PROPER'T'IES Ultimate concrete compressive strength, f"c is 2.00 ksi Steel yield strength; Fy is 40.00 ksi Concrete is Hard.rock wit'a a. -anit weight of 150.00 pcf Concrete weight for soil.hearing is 50.00 pcf Max. soil bearing is 1.50 ksf (no short term increase allowed) LOAD CASES CONSIDERED ARE: 1.4DL + 1.7LL UNFACTORED INPUT LOADS P (kips) M (ft -kips) DL 2.30 0.00 LL 1.90 0.00 FOOTING PERAMETERS STRESSES AND SOIL BEARING Dimensions are 1.00 x 2.90 Ft. Max. punching shear stress is 9.88 psi Total depth is 12.00 Inches Max. beam shear stress is 12.33 psi Depth "d" is 8.00 Inches Gravity only soil bearing is 1.50 ksf Col size is 6.00x 6.00 Inches REQUIRED REINFORCEMENT bottom long. 0.09 Sq.In. bottom transverse in col. strip 0.01 Sq.In. (See UBC 2615 (e) 4 B) outside col. strip 0.01 Sq.In. I SPREAD FOOTING DESIGN Charles Roberts, P.E. Chico, California Date: 4-26-1995 Project: GREGORY RESI7NCE Footing Location: F9 Comment . MATERIAL PROPERTIES Ultimate concrete compressive strength, f"c is 2.00 ksi Steel yield strength, Fy is 40.00 ksi Concrete is Hardrock with a uriit weight of 150.00 pcf Concrete weight for soil bearing :is 50.00 pcf Max. soil bearing is 1.50 ksf (no short term increase allowed) LOAD CASES CONSIDERED ARE: 1.4DL + 1.7LL UNFACTORED INPUT LOADS P (kips) M (ft -kips) DL 2.80 0.00 LL 2.20 0:00 FOOTING PERAMETERS STRESSES AND SOIL BEARING Dimensions are 1.00 x 3.50 Ft. Max. punching shear stress is 15.22 psi Total depth is 12.00 Inches Max. beam shear stress is 20.90 psi Depth "d" is 8.00 Inches Gravity only soil bearing is 1.48 ksf Col size is 4.00x 4.00 Inches REQUIRED REINFORCEMENT bottom long. 0.15 Sq.In. bottom transverse in col. strip 0.01 Sq.In. (See UBC 2615 (e) 4 B) outside col. strip 0.02 Sq.In. P9 3� SPREAD FOOTING DESIGN Charles Roberts, P.E. Chico, California Date: 4-26-1995 Project: GREGORY RESIDE/CE Footing Location: F10 Comment . MATERIAL PROPERTIES Ultimate concrete compressive strei7.tgth, f:"c is 2.00 ksi Steel yield strength, Fy is 40.00 ksi Concrete is Hardrock with.a unit weight of 150.00 pcf Concrete weight for soil bearing is 50.00 pcf Max. soil bearing is 1.50 ksf (no short term increase allowed) LOAD CASES CONSIDERED ARE: 1.4DL + 1.7LL UNFACTORED INPUT LOADS P (kips) M (ft -kips) DL 1.80 0.00 LL 1.50- 0.00 FOOTING PERAMETERS STRESSES AND SOIL BEARING Dimensions are 1.00 x 2.30 Ft. Max. punching shear stress is 7.97 psi Total depth is 12.00 Inches Max. beam shear stress is 7.27 psi Depth "d" is 8..00 Inches Gravity only soil bearing is 1.48 ksf Col size is 4.00x 4.00 Inches REQUIRED REINFORCEMENT bottom long. 0.06 Sq.In. bottom transverse in col. strip 0.01 Sq.In. (See UBC 21615 (e) 4 B) outside col. strip 0.01 Sq.In. V f'c= 2500psi, Fy= 40000psi - #4 @ 18" Vert @ CL - #4 ® 18" Horiz ,,j HEEL '(top) #4 ® 24.00" o.c. TOE (bot) #4 @ 24.00" o.c. / #4 HORIZ. AS SHOWN a 6" or 8" ' ILTER FABRIC MATERIAL PERF. DRAIN LINE w/1 lh"0 DRAIN �I ROCK, (EXTEND TO DAYLIGHT) _ N CN ,a c 2'-3" RETAINING WALL Scole: 1/2' = 1'-0" Roberts Consulting Engineering Title: Gregory Residence 1108 Salem Street Descr: 4'-0" Concrete Retaining Wall Chico, CA 95928 Page of (916). 894-8801 Job #: 95.005 By:RCE Date: 4/23/95 - RetainPro 3.18(c)1994 File:GOLDMANN.RPF ---------------------------------------------------------------------7---------- CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2 -----------------------------------------=` -------------------------- ---------- SOIL DATA--� -� == ��-- ------ ADDED VERTICAL LOADS -------- Allowable Bearing Axial DL on Stem = 0 plf Angle Internal Frict.= �1,8.00--psf 28.0 deg Axial LL on Stem = 0 plf Rankine Ka * Gamma = 39.7 psf ..Ecc Left of Stem CL = 0.00 in ...Active Press Limit = N/A psf Surcharge over Toe = 0.0 psf Bkfill Slope(0=level)= 0.0:1 Surcharge over Heel = 0.0 psf Passive Lateral = 305 pcf Using Surcharge to resist O Soil Density - 110.0 pcf overturning @ Heel Yes Soil Ht over Toe = 6.0 in @ Toe : Yes �------ ADDED LATERAL LOADS ------- -------- ADJACENT FOOTING ---------- Lateral Load Acting Vertical load = 0 plf N) On Stem Above Soil = 0.00 psf ...Ecc. (Toe side +) = 0.00 in 11 (� Footing Width (perp) - 0.00 ft Add'l Lateral Load 0.0 plf Face Top Stem to Ftg. CL= 0.00 ft ..height to stop = 0.00 ft Ftg. Base Above/Below Soil L ...height to start = 0.00 ft At Wall Face [+/-] = 0.00 ft FootingType : V0C{------------------------------ WALL- & FOOTING DATA --------------- /�t -Line----- ft\// Retained Height - 4.00 Toe Width = 0.75 J Wall Ht. above soil _ 0.50 rft Heel Width = 1SO ft/ Total Wall Height 4.50 ft------- Key Depth _ 0.00 in Total Width - 2.25 ft/, Key Width - 0.00 in Thickness - 12.00 in V v� Key Dist. to Toe - - 0.000 ft '------------------------------= SUMMARY Pressure @ Toe = 1,278 psf Factors of Safety: Pressure @ Heel = 0 psf Overturning = 1.87 :1 Allowable Press. = 1,800 psf Sliding = 1.65 :1 Eccentricity = 6.26 in Allowable Shear = 76.03 psi Resultant Outside Middle Third 1 -Way Shear @ Toe = 1.3.psi Note: Pv Not Used '-------------------------------------=----------------------------------' For Soil Pres. 1 -Way Shear @ Heel = 6.2 psi ----------------------------- SLIDING CHECK ------------------------------ Ftg/Soil Friction = 0.350 V Tot Lateral Force*1.5= 677.6 # Soil @ Toe Not Used = 0.00 in (-)Passive Pressure = 342.8 # Factor of Safety = 1.6S (-)Friction = 404.7 # Add'l Force Req'd = 0.0 # ---------------------------- FOOTING DESIGN ------------------------------ (Using ACI Factors) ---Toe--- --Heel.-- f'c = 2,000 psi ACI 9.1 Pressure = 1,789 0 psf Fy = 40,000 psi Mu - Upward = 434 29 ft-# Upward soil Pres. used on heel Mu - Downward = 81 413 ft-# -------- Rebar Choices -------- Mu - Design = 353 384 ft-# Toe(bot) Heel(top) One -Way Shear: #4 @Not Reqd in Not Reqd in vu = 1.27 6.21 psi #5 @Not Reqd in Not Reqd in vn=2(f'c)1/2*.85= 76.03 76.03 psi #6 @Not Reqd in Not Reqd in Rebar CL To Edge = 3.50 2.50 in #7 @Not Reqd in Not Reqd in Depth to steel = 8.00 9.00 in #8 @Not Reqd in Not Reqd in Ru = Mu/bd-2 = 0.0 0.0 #9 @Not Reqd in Not Reqd in Min. Rebar Ratio = 0.0000 #10 @Not Reqd in Not Reqd in Origin of Force: Heel Active Press. Soil over Heel Toe Active Press. Soil over Toe Sloped Soil @ Heel Adjacent Ftg. Load Surcharge @ Heel Surcharge @ Toe Axial Load on Wall Load @ Proj. Wall Averaged Stem Wts. Earth Behind Stem Added Lateral Load Footing Weight .Gey Weight Vert. Componant of Active Press. TOTALS # -------- ft ------ ft-# --------- # ------- ft ----- --------- .Roberts Consulting Engineering Title: Gregory Residence 827. 1')10.8 Salem Street Descr: 4'-0" Concrete Retaining Wall 1.75 Chico, CA 95928 _ -45 0.50 Page of (916) 894-8801 Job #: 95.005 By:RCE Date: 4/23/95 0.38 15 RetainPro 3.18(c)1994 File:GOLDMANN.RPF 0 ' 0.00 --------------------------------- STEM DESIGN -------------- -------------------- 0 0.00 (Values shown for concrete stems have been factored) Pg 2 of 2 0 - Descending Stem Sections, Highest @ Left - 0.00 Stem Construction Data Highest (use columns from left to right) 0.00 ------------------------------------------------7------------------------ DESIGN HT. ABOVE FTG. = 4.50 2.00 0.00 ft WALL TYPE ABOVE HT. = Concrete Concrete Concrete 1.00 Thickness (nominal) - 6,.00 6.00 6.00 in Rebar Size = # 4 # 4 # 4 Rebar Spacing = 18.010 a.8 .00 18.00 in Rebar Placed at = Center Center Center 0.00 DESIGNDATA .............. ................................................ 0 0.00 fb/Fb + fa/Fa = 0.000 0.078 0.626 Lateral Load @ Design Ht = 0 135 532 4 MOMENT..... Actual = 0 90 719 ft-# Allowable = 1,148 1,148 1,148 ft-# SHEAR...... Actual = 0.00 3.75 14.77 psi Allowable = 76.03 76.03 76.03 psi Embedment Length Req'd = 12.00 12.00 6.00 Wall Weight = 75.0 75.0 75.0 psf Rebar Placed at Depth 'd'= 3.00 3.00 3.00 in MASONRY DATA............. ................................................ f 'm = psi Fs = psi `routing Special Inspection n : Es / Em = Short Term Increase - CONCRETE DATA............ ................................................ f'c - 2,000 2,000 2,000 psi Fy = 40,000 40,000 40,000 psi ------------------------- SUMMARY OF FORCES & MOMENTS ---------------------- - Overturning Moments -;- Resisting Moments - Origin of Force: Heel Active Press. Soil over Heel Toe Active Press. Soil over Toe Sloped Soil @ Heel Adjacent Ftg. Load Surcharge @ Heel Surcharge @ Toe Axial Load on Wall Load @ Proj. Wall Averaged Stem Wts. Earth Behind Stem Added Lateral Load Footing Weight .Gey Weight Vert. Componant of Active Press. TOTALS # -------- ft ------ ft-# --------- # ------- ft ----- --------- ft-# 496 1.67 827. = 440 1.75 770 _ -45 0.50 -22 = 41 0.38 15 = 0 ' 0.00 0 = 0 0.00 0 0 0.00 0 = 0 0.00 0 - 0 0.00 0 0 0.00 0 = 0 0 0.00 0 = 0 0.00 0 = 338 1.00 338 = 0 0.00 0 = 0 0.00 0 - 337 1.13 380 = 0 0.00 0 = 0 0.00 0 Totals used for Soil --------- --------- 452 805 --------- --------- Pressure, Pv Not Included= 1,156 1,503 ----- --------- 1,156 1,503 Roberts Consulting Engineering Title: Gregory Residence 1708 Salem Street Descr: 4'-0" Concrete Retaining Wall Cbico, CA 95928 Page of (916) 894-8801 Job #: 95.005 By:RCE Date: 4/23/95 RetainPro 3.1B(c)1994 File:GOLDMANN.RPF CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2 ------------------------------------------------------ ---------- SOIL DATA ------------- 0 Of Allowable Bearing = 1,800 psf Active Lateral EFP -C,_"5_377770777 0.00 ....Slope Active = 0.0 psf ..Active Press Limit = N/A psf Bkfill Slope(0=level)= 0.0:1 Passive Lateral = 200 pcf Soil Density = 110.0 pcf Soil Ht over Toe = 6.0 in ------ ADDED LATERAL LOADS ------- Vertical load = Lateral Load Acting plf ... Ecc . ( Toe side +) = On Stem Above Soil = 0.00 psf Add'l Lateral Load = 0.0 plf ...height to stop = 0.00 ft ...height to start = 0.00 ft ADDED VERTICAL LOADS Axial DL on Stem = 0 Of Axial LL on Stem = 0 plf ..Ecc Left of Stem CL = 0.00 in Surcharge over Toe - 0.0 psf Surcharge over Heel - 0.0 psf Using Surcharge to resist ------- 76.03 overturning @ Heel `fes in @ Toe `fes ft -------- ADJACENT FOOTING ---------- = 0.00 in Vertical load = 0 plf ... Ecc . ( Toe side +) = 0.00 in Footing Width (perp) = 0.00 ft Face Top Stem to Ftg. CL= 0.00 ft Ftg. Base Above/Below Soil At Wall Face C&A = 0.00 ft Footing Type, Line WALL & FOOTING DATA Retained Height = 4.00 ft Toe Width = 0.75 ft Wall Ht. above soil = 0.50 ft Heel Width = 1.50 ft Total Wall Height = 4.SO ft 45 ------- 76.03 Key Depth = 0.00 in Total Width = 2.25 ft Key Width = 0.00 in Thickness = 12.00 in Key Dist. to Toe = 0.000 ft #10 ------------------------- SUMMARY =--_--_---_---------------_-----, Pressure @ Toe = 1,124 psf Factors of Safety: Pressure @ Heel = 0 V psf V Overturning = 2.12 :1 Allowable Press. = 1,800 psf Sliding = 1.58 :1 Eccentricity = 5.27 in Allowable Shear = 76.03 psi Resultant Outside Middle Third 1 -Way Shear @ Toe = 1.1 psi Note: Pv Not Used for Soil Pres. 1"Way Shear @ Heel = 5.3 psi ----------------------------- SLIDING CHECK ---------------- ------------- Ftg/Soil Friction - 0.350 Tot Lateral Force*1.5= 597.2 # Soil @ Toe Not Used = 0.00 in (-)Passive Pressure = 225.0 # Factor of Safety = 1.S8 (-)Friction = 404.7 # Add'l Force Req'd - 0.0 # ---------------------------- FOOTING DESIGN ------------------------------ (Using ACI Factors) ---Toe--- --Heel-- f'c = 2,000 psi ACI 9.1 Pressure = 1,573 0 psf Fy = 40,000 psi Mu - Upward = 389 67 ft-# Upward soil pres. used on heel Mu - Downward = Mu - Design - One -Way Shear: vu - vn=2(f 'c )1/2* .85= Rebar CL To Edge = Depth to steel Ru = Mu/bd-2 - Min. Rebar Ratio = 81 413 ft-# ------ 308 346 f t-# #4 1.09 S.34 psi 45 76.03 76.03 psi #6 3.50 2.50 in #7 8.00 9.00 in #8 0.0 0.0 #9 0.0000 #10 -- Rebar Choices-------- Toe(bot) ------- Toe(bot) Heel(top) @Not Reqd in Not Reqd in @Not Reqd in Not Reqd in @Not Reqd in Not Reqd in @Not Reqd in Not Reqd in @Not Reqd in Not Reqd in @Not Reqd in Not Reqd in @Not Reqd in Not Reqd in Origin of Force: Heel Active Press. Soil over Heel Toe Active Press. Soil over Toe Sloped Soil @ Heel Adjacent Ft.g. Load Surcharge @ Heel Surcharge @ Toe Axial Load on Wall Load @ Proj. Wall Averaged Stem Wts. Earth Behind Stem Added Lateral Load Footing Weight Key Weight Vert. Componant of Active Press. TOTALS # ft ft-# # ft ft-# -------- ---------------------- ----- ---------- 438 1.67 729 440 1.75 770 _ -39 0.50 -20 = 0 0.00 = 0 0.00 Roberts Consulting Engineering Title: Gregory Residence = 0 0.00 0 1708 calem Street Descr: 4'-0" Concrete Retaining Wall 0 Chico, CA 95928 0 Page of 0.00 (916) 894-8801 Job #: 95.005 By:RCE Date: 4i 23/95 0 0 RetainPro 3.1B(c)1994 File:GOLDMANN.RPF --------------------------------- STEM DESIGN ---------------------------------- 338 0 (Values shown for concrete stems have been factored) 0 Pg 2 of 2 - Descending Stem Sections, Highest e Left - 380 Stem Construction Data Highest (use columns from left to right) ------------------------------------------------------------------------- DESIGN HT. ABOVE FTG. = 4.50 2.00 0.00 ft WALL TYPE ABOVE HT. Concrete Concrete Concrete --------- Thickness ( nominal ) - 6.00 6.00 6.00 ink, Rebar Size = # 4 # 4 # 4 Rebar Spacing - 18.00 18.00 18.00 in Rebar Placed at Center Center Center DESIGNDATA.............. ................................................ fb/Fb + fa/Fa = 0.000 0.069 0.552 Lateral Load @ Design Ht = 0 119 469 # MOMENT..... Actual = 0 79 633 ft-# Allowable - 1,148 1,148 1,148 ft-# SHEAR...... Actual = 0.00 3.31 13.02 psi Allowable = 76.03 76.03 76.03 psi Embedment Length Req'd - 12.00 12.00 6.00 Wall Weight = 75.0 75.0 75.0 psf Rebar Placed at Depth 'd'= 3.00 3.00 3.00 in MASONRYDATA............. ................................................ f 'm = Psi Fs = psi Grouting Special Inspection n : Es / Em = Short Term Increase = CONCRETEDATA............ ................................................ f ' c = 2,000 2,000 2,000 ps i Fy = 40,000 40,000 40,000 psi ------------------------- SUMMARY OF FORCES & MOMENTS 7--------------------- - Overturning Moments -;- Resisting Moments - Origin of Force: Heel Active Press. Soil over Heel Toe Active Press. Soil over Toe Sloped Soil @ Heel Adjacent Ft.g. Load Surcharge @ Heel Surcharge @ Toe Axial Load on Wall Load @ Proj. Wall Averaged Stem Wts. Earth Behind Stem Added Lateral Load Footing Weight Key Weight Vert. Componant of Active Press. TOTALS # ft ft-# # ft ft-# -------- ---------------------- ----- ---------- 438 1.67 729 440 1.75 770 _ -39 0.50 -20 = 0 0.00 = 0 0.00 = 0 0.00 = 0 0.00 398 Totals used for Soil Pressure, Pv Not 41 0.38 15 0 0.00 0 0 0 0.00 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 338 1.00 338 0 0.00 0 0 337 1.13 380 0 0.00 0 0 0.00 0 709 1,156 1,503 --------- -------- Included= 1,156 --------- 1,503 VQ� 4 8" CONC. f'c= 2500psi, Fy= 40000psi #5 @ 16" Vert @ CL ✓� #5 @ 18" Horiz 1 3/4" 41L— lli: HEEL (top) #4 ® 24.00" o.c. TOE (bot) #4 @ 24.00" o.c. #4 HORIZ. AS SHOWN Pg 'ii -FILTER FABRIC MATERIAL /" PERF. DRAIN LINE w/1 �h"0 DRAIN ROCK, (EXTEND TO DAYLIGHT) _ N \ N 3'-4" Iaw.Yi RETAINING WALL Scole: 1/2" = 1'-0" Roberts Consulting Engineering Title: Gregory Residence 1708 Salem Street Descr: 6'-0" Concrete Wall Chico, CA 95928 Page of (916)_ 894-8801 Job #: 95-005 By:RCE Date: 4/23/95 RetainPro 3.iB(c)1994 File:GOLDMANN.RPF -------------------------------------------------------------------------------- CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2 -------------------------------------------------------------------------------- =--------- SOIL DATA ------------- ------ ADDED VERTICAL LOADS-------- Allowable Bearing = 1,800 psf Axial DL on Stem = 0 plf Angle Internal Frict.= C8.0 eq / Axial LL on Stem = 0 plf Rankine Ka * Gamma = 39.7 psf ..Ecc Left of Stem CL = 0.00 in ..Active Press Limit = N/A psf Surcharge over_Toe - 0.0 psf Bkfill Slope(0=level)= 0.0:1 Surcharge over Heel = 0.0 psf Passive Lateral = 305 pcf Using Surcharge to resist Soil Density = 110.0 pcf overturning @ Heel Yes Soil Ht over Toe = 6.0 in @ Toe Yes ------ ADDED LATERAL LOADS------- -------- ADJACENT FOOTING ---------- Lateral Load Acting Vertical load - 0 plf On Stem Above Soil = 0.00 psf ...Ecc. (Toe side +) = 0.00 in Footing Width (perp) = 0.00 ft Add'1 Lateral Load = 0.0 plf Face Top Stem to Ftg. CL= 0.00 ft ...height to stop = 0.00 ft Ftg. Base Above/Below Soil ...height to start = 0.00 ft At Wall Face [+/-] = 0.00 ft Footing Type Line ---------------------------- WALL & FOOTING DATA ------------------------- Retained Height = 6.00 ft Toe Width = 0.75 ft Wall Ht. above soil = 0.50 ft Heel Width = 3.25 ft Total Wall Height = 6.50 ft ------- Key Depth = 0.00 in Total Width = 4.00 ft Key Width = 0.00 in Thickness = 12.00 in Key Dist. to Toe = 0.000 ft SUMMARY == Sliding Ratio < 1.5 !! Pressure @ Toe = 1,388 psf Factors of Safety: Pressure @ Heel = 110 psf Overturning = 2.91 :1 Allowable Press. = 1,800 psf Sliding = 1.50 :1 Eccentricity = 6.82 in Allowable Shear = 76.03 psi Resultant Within Middle Third 1-Way Shear @ Toe = 1.4 psi Note: Pv Not Used for Soil Pres. 1-Way Shear @ Heel = 9.6 psi ----------------------------- SLIDING CHECK ---------------- 7------------- Ftg/Soil Friction = 0.350 Tot Lateral Force*1.5= 1,392.5 # Soil @ Toe Not Used = 0.00 in (-)Passive Pressure = 342.8 # Factor of Safety = 1.50 (-)Friction = . 1,048.7 # Add'1 Force Req'd = 1.0 # ---------------------------- FOOTING DESIGN ------------------------------ (Using ACI Factors)---Toe--- --Heel-- f'c = 2,000 psi ACI 9.1 Pressure = 1,943 155 psf Fy = 40,000 psi Mu - Upward = 515 1,800 ft-# Upward soil pres. used on heel Mu - Downward = 81 3,784 ft-# -------- Rebar Choices-------- Mu - Design = 434 1,984 ft-# Toe(bot) Heel( top ) One-Way Shear: #4 @Not Reqd in 24.36 in vu = 1.42 9.62 psi #5 @Not Reqd in 37.76 in vn=2(f'c)1/2*.85= 76.03 76.03 psi #6 @Not Reqd in 48.00 in Rebar CL To Edge = 3.50 2.50 in #7 @Not Reqd in 48.00 in Depth to steel - 8.00 9.00 in #8 @Not Reqd in 48.00 in Ru = Mu/bd-2. = 0.0 27.2 #9 @Not Reqd in 48.00 in Min. Rebar Ratio = 0.0000 #10 @Not Reqd in 48.00 in Origin of Force: Heel Active Press. Soil over Heel Toe Active Press. Soil over Toe Sloped Soil @ Heel Adjacent Ftg. Load Surcharge @ Heel Surcharge @ Toe Axial Load on -Wall Load @ Proj. Wall Averaged Stem Wts. Earth Behind Stem Added Lateral Load Footing Weight Key Weight Vert.. Componant of Active Press. TOTALS # ft ft-# # ft ft-# -------- ---------------------- ----- --------- 973 2.33 2,270 _ -45 0.50 - 0 0.00 Roberts Consulting Engineering Title: Gregory Residence = 0 0.00 = 0 170.8 Salem Street Descr= 6'-0" Concrete Wall 0 Chico, CA 95928 0 Page of (916) 894-8801 Job #= 95-005 By:RCE Date: 4/23/95 0.00 RetainPro 3.1B(c)1994 File:GOLDMANN.RPF 0 --------------------------------- STEM DESIGN -------------------- -------------- 0 0.00 (Values shown for concrete stems have been factored) Pg 2 of 2 - Descending Stem Sections, Highest @ Left - Stem Construction Data Highest (use columns from left to right) ------------------------------------------------------------------------- DESIGN HT. ABOVE FTG. = 6.50 2.00 0.00 ft WALL TYPE ABOVE HT. Concrete Concrete Concrete 0 Thickness (nominal) = 8.00 8:00 8.00 in Rebar Size. _ # 5 # 5 # 5 2,996 Rebar Spacing = 16.00 16.00 16.00 in Rebar Placed at Center Center Center DESIGNDATA.............. ................................................ . fb/Fb + fa/Fa = 0.000 0.274 1.000 Lateral Load @ Design Ht = 0 540 1,207 # MOMENT..... Actual = 0 720 2,429 ft-# Allowable = 2,631 2,631 2,631 ft-# SHEAR...... Actual = 0.00 11.25 25.14 psi Allowable = 76.03 76.03 76.03 psi Embedment Length Req'd = 12.00 12.00 7.19 Wall Weight = 100.0 100.0 100.0 psf Rebar Placed at Depth 'd'= 4.00 .4.00 4.00 in MASONRYDATA............. ................................................ f 'm = psi Fs = psi Grouting Special Inspection n = Es / Em = Short Term Increase = CONCRETEDATA............ ............................................... f'c = 2,000 2,000 2,000 psi Fy = 40,000 40,000 40,000 psi ------------------------- SUMMARY OF FORCES & MOMENTS ---------------------- - Overturning Moments -;- Resisting Moments - Origin of Force: Heel Active Press. Soil over Heel Toe Active Press. Soil over Toe Sloped Soil @ Heel Adjacent Ftg. Load Surcharge @ Heel Surcharge @ Toe Axial Load on -Wall Load @ Proj. Wall Averaged Stem Wts. Earth Behind Stem Added Lateral Load Footing Weight Key Weight Vert.. Componant of Active Press. TOTALS # ft ft-# # ft ft-# -------- ---------------------- ----- --------- 973 2.33 2,270 _ -45 0.50 - 0 0.00 = 0 0.00 = 0 0.00 = 0 0.00 = 928 15 Totals used for Soil Pressure, Pv Not 1,705 2.71 4,618 -22 41 0.38 15 0 0.00 0 0 0 0.00 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 650 1.08 704 0 0.00 0 0 600 2.00 1,200 0 0.00 0 0 0.00 0 2,248 --------- -------- 2,996 --------- 6,537 Included= 2,996 6,537 Roberts Consulting Engineering Title: Gregory Residence 1.70 Salem Street Descr: 6'-0" Concrete Wall Chico, CA 95928 Page of (916; 894-8801 Job #: 95-005 By:RCE Date: 4/23/95 RetainPro 3.18(c)1994 File:GOLDMANN.RPF -------------------------------------------------------------------------------- CANTILEVERED RETAINING WALL DESIGN --------------------------------------- Pg 1 of 2 ---------------------------------------- ---------- SOIL DATA ------------- ------ ADDED VERTICAL LOADS -------- Allowable Bearing = 1 800 psf---) Axial DL on Stem = 0 plf Active Lateral EFP = CPsfAxial LL on Stem = 0 plf ....Slope Active = 0.0 psf ..Ecc Left of Stem CL = 0.00 in ..Active Press Limit = N/A psf Surcharge over Toe - 0.0 psf Bkf i l l Slope(O=J.evel )= 0.0:1 Surcharge over Heel = 0.0 psf Passu, -?e Lateral = 200 pcfUsing Surcharge to resist Soil Density - 110.0 pcf -,--,"overturning @ Heel Yes Soil Ht over Toe = 6.0 in @ Toe : Yes ------ ADDED LATERAL LOADS ------= ✓ -------- ADJACENT FOOTING ---------- Lateral Load Acting Vertical load = 0 plf On Stem Above Soil = 0.00 psf ...Ecc. (Toe side +) = 0.00 in Footing Width (perp) = 0.00 ft Add'l Lateral Load = 0.0 plf Face Top Stem to Ftg. CL= 0.00 ft .height to stop = 0.00 ft Ftg. Base Above/Below Soil ...height to start = 0.00 ft At Wall Face [+/-] = 0.00 ft Footing Type Line ---------------------------- WALL & FOOTING DATA ------------------------- Retained Height = 6.00 ft Toe Width = 0.75 ft, Wall Ht. above soil = 0.50 ft�r Heel Width = 3.25 ft/ Total Wall Height = 6.50 ft ------- Key Depth = 0.00 in Total Width = 4.00 ft Key Width = 0.00 in Thickness = 12.00 in Key Dist. to Toe = 0.000 ft '------------------------------- SUMMARY Pressure @ Toe = 1,288 psf Factors of Safety: Pressure @ Heel = 210 psf Overturning = 3.30 :1 Allowable Press. = 1,800 psf Sliding = 1.56 :1 ; Eccentricity = 5.75 in Allowable Shear = 76.03 psi Resultant Within Middle Third 1 -Way Shear @ Toe = 1.3 psi, Note: Pv Not Used for Soil Pres. 1 -Way Shear @ Heel = 8.4 psi ----------------------------- SLIDING CHECK-------- Ftg/Soil Friction = 0.350 Tot Lateral Force*1.5=. 1,227.2 # Soil @ Toe Not Used = 0.00 in (-)Passive Pressure = 225.0 # Factor of Safety = 1.56 (-)Friction = 1,048.7 # ,Add'l Force Req'd = 0.0 # ---------------------------- FOOTING DESIGN ------------ (Using ACI Factors) ---Toe--- --Heel-- f'c = 2,000 psi ACI 9.1 Pressure = 1,803 295 psf Fy = 40,000 psi Mu - Upward = 481 2,066 ft-# Upward soil pres. used on heel Mu - Downward = 81 3,784 ft-# -------- Rebar Choices -------- Mu - Design = 400 1,717 ft-# Toe(bot) Heel(top) One -Way Shear: #4 @Not Reqd in Not Reqd In vu = 1.30 8.43 psi #5 @Not Reqd in Not Reqd in vn=2(f'c)1/2*.85= 76.03 76.03 psi #6 @Not Reqd in Not Reqd in Rebar CL To Edge = 3.50 2.50 in #7 @Not Reqd in Not Reqd in Depth to steel = 8.00 9.00 in ##8 @Not Reqd in Not Reqd in Ru = Mu/bd-2 = 0.0. 0.0 #9 @Not Reqd in Not Reqd in Min. Rebar Ratio = 0.0000 #10 @Not Reqd in Not Reqd in Soil over Heel = Toe Active Press. _ Soil over Toe = Sloped Soil @ Heel = Adjacent Ftg. Load = Surcharge @ Heel = Surcharge @ Toe = Axial Load on Wall = Load @ Proj. Wall = Averaged Stem Wts. _ Earth Behind Stem = Added Lateral Load = Footing Weight = Key Weight = Vert. Componant of = Active Press. TOTALS = Totals used for Soil 1,705 2.71 4,618 -39 0.50 -20 Roberts Consulting Engineering Title: Gregory Residence 117x8 Salem Street Descr: 6'-0" Concrete Wall Chico, CA 95928 0 Page of (916) 894-8801 Job #: 95-005 By=RCE Date: 4/23/95 0.00 Reta.inPro 3 .1B(c )1994 File: GOLDMANN .RPF --------------------------------- STEM DESIGN ---------------------------------- 0.00 0 0 (Values shown for concrete stems have been factored) 0 Pg 2 of 2 - Descending Stem Sections, Highest @ Left - 0.00 Stem Construction Data Highest (use columns from left to right) ------------------------------------------------------------------------- DESIGN HT. ABOVE FTG. - 6.S0 2.00 0.00 ft WALL TYPE ABOVE HT. Concrete Concrete Concrete Thickness (nominal) = 8.00 8.00 8.00 in Rebar Size - # 5 # 5 # 5 Rebar Spacing - 16.00 16.00 16.00 in Rebar Placed at Center Center Center 0 DESIGNDATA.............. ................................................ fb/Fb + fa/Fa = 0.000 0.241 1.000 Lateral Load @ Design Ht = 0 476 1,064 # MOMENT..... Actual = 0 635 2,141 ft-# Allowable = 2,631 2,631 2,631 ft-# SHEAR...... Actual = 0.00 9.92 22.16 psi Allowable = 76.03 76.03 76.03 psi Embedment Length Req'd - 12.00 12.00 6.29 Wall Weight - 100.0 100.0 100.0 psf Rebar Placed at Depth 'd'= 4.00 4.00 4.00 in MASONRY DATA............. ................................................ f 'm = psi Fs = psi Grouting Special Inspection n : Es / Em = Short Term Increase - CONCRETE DATA............ ............................................... f'c - 2,000 2,000 2,000 psi Fy = 40,000 40,000 40,000 psi ------------------------- SUMMARY OF FORCES & MOMENTS ---------------------- - Overturning Moments -;- Resisting Moments - Origin of Force: -------- # ft ft-# # ft ft-# ---------------- Heel Active Press. = ---------------------- 858 2.33 2,001 ----- --------- Soil over Heel = Toe Active Press. _ Soil over Toe = Sloped Soil @ Heel = Adjacent Ftg. Load = Surcharge @ Heel = Surcharge @ Toe = Axial Load on Wall = Load @ Proj. Wall = Averaged Stem Wts. _ Earth Behind Stem = Added Lateral Load = Footing Weight = Key Weight = Vert. Componant of = Active Press. TOTALS = Totals used for Soil 1,705 2.71 4,618 -39 0.50 -20 41 0.38 15 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 0 0 0.00 0 0 0.00 0 650 1.08 704 0 0.00 0 0 0.00 0 600 2.00 1,200 0 0.00 0 0 0.00 0 --------- --------- 818 1,981 --------- --------- Pressure, Pv Not Included= 2,996 6,537 ----- --------- 2,996 6,537 i �regort� �cs G � s 4" 11-9 � ' q' 5 N,5 , IS' 3�5 41 J id, 4' 04/25/95 - Lateral Analysis - Gregory Residence - RCE Job 95-005 UBC Wind Loads Wind Speed: 75 mph Exposure: �^ C (@ —fo P of %ii �1@ �G`Gaf1� Pci�T� p= Ce-Cq-qs-I where; Ce = 1.06 @ 0 to 15' Ce = 1.13 @ 15 to 20' P= 19.8 psf - horiz. @ 0 to 15' Ce = 1:19 @ 20 to 25' P= 21.2 psf - horiz. @ 15 to 20' Ce = 1.23 @ 25 to 30' p= 22.3 psf - horiz. @ 20 to 25' Ce = 1.31 @ 30 to 40' p= 23.0 psf - horiz. @ 25 to 30' Ce = 1.43 @ 40 to 60' p=1 24.5 psf - horiz. @ 30 to 40' Cq = 1.3 horizontal P=l 26.8 psf - horiz. @ 40 to 60' 0.7 uplift qs = 14.4 psf p=1 11.4 psf - uplift @ 15 to 20' 1 = 1.0 Importance Factor North - South Wind @ Roof Tributary Areas 4.50 feet @ Wall @ 0 to 15' 6.00 feet @ Roof @ 0 to 15' / 0.50 feet @ Roof @ 15 to 20' Fp = 219If -horiz. East - West Wind @ Roof Tributary Areas 4.50 feet @ Wall @ 0 to 15' 6.00 feet @ Roof @ 0 to 15' 0.50 feet @ Roof @ 15 to 20' Fp = 1 219If - horiz. 94/25/95 - Lateral Analysis - Gregory Residence - RCE fob 95-005 TIBC Seismic Loads - Static Force Procedure V= (Z•I•C/Rw)•W where; Z = 0.3 Zone 3 I = 1.0 Importance Factor p= 0.103 •W C = 2.75 maximum Rw = 8.0 W = Building Weight North - South Seismic @ Roof - Tributary Weights = 93.00 feet of Roof @ 19.00 psf @ Lines 1-3 4.50 feet of Int. Wall @ 10.00 psf 27.00 feet of Ext. Wall @ 17.00 psf V = 234 Of - horiz. North - South Seismic @ Roof - Tributary Weights = 101.00 feet of Roof @ 19.00 psf @ Lines 3-5 18.00 feet of Int. Wall @ 10.00 psf 9.00 feet of Ext. Wali @ 17.00 psf V =1 232 p - horiz. y North - South -Seismic @ Roof - Tributary Weights = 32.00 feet of Roof @ 18.00 psf @ Lines 6-q10.00 feet of Int. Wall @ 10.00 psf 10.00 feet of Ext. Wail @ 17.00 psf V 87 p - horiz. 04/2SI95 - Lateral Analysis - Gregory Residence - RCE Job 95-005 TIBC Seismic Loads - Static Force Procedure V= (Z•I•C/Rw)•W where; Z = 0.3 Zone 3 = 1.0 Importance Factor p= 0.103 •W D C = 2.75 maximum Rw = 8.0 W = Building Weight East - West Seismic @ Roof - Tributary Weights = 58.00 feet of Roof @ 18.00 psf @ Lines A -G 10.00 feet of Int. Wall @ 10.00 psf 10.00 feet of Ext. Wall @ 17.00 psf V 133 p - Foriz.7 East - West Seismic @ Roof - Tributary Weights = 56.00 feet of Roof @ 18.00 psf @ Line H 5.00 feet of Int. Wall @ 10.00 psf 10.00 feet of Ext. Wall @ 17.00 psf V = p - oriz.� East - West Seismic @ 2nd Floor - Tributary Weights = 40.00 feet of Roof @ 18.00 psf @ Lines 1-1 5.00 feet of Int. Wall @ 10.00 psf 10.00 feet of Ext. Wall @ 17.00 psf V = p - oriz. -(5 �DL) 04/25.195 - Lateral Analysis - Gregory Residence - RCE fob 95-005 Lateral Load Summary Roof Loa din s Wall Line ID Tributary Length . Unit Loads Seismic Wind k.l.f. k.l.f. Wall Loads Seismic Wind kis /(kips) Controlling Load Case 1 8,00" 0.234 0.219 f 1.874`' 1.751 Seismic Controls 2 6. 0 0.234 (0.219 , 1.405 '1.314 Seismic Controls 3 -WEST 8.00,V1 0.234- 0.219 1.874,'1.751 Seismic Controls 3 -EAST 12.00 i 0.232/ 0.219 12.787 2.627 Seismic Controls 4 5.00 0.232 0.219 1.161 1.095 Seismic Controls 5 -WEST 12.00 0.232 0.219 _2.787 , 2.627 Seismic Controls 5 -EAST 16.00 0.087 0.219 1.396 3.503 Wind Controls 6 18.00 0.087 0.219 1.570 3.941 Wind Controls 7 6.00 0.087 0.219 0.523 1.314 Wind Controls 8 6.00 0.087 0.219 0.523 1.314 Wind Controls 9 22.00 0.087 0.219 1.919 4.816 Wind Controls 10 20.00 0.087 0.219 1.745 4.379 Wind Controls A 17.00 0.136 0.219 2.304 3.722 Wind Controls B -NORTH 10.00 0.136 0.219 1.355 2.189 Wind Controls B -SOUTH 16.50 0.136 0.219 2.236 3.612 Wind Controls D -NORTH 16.50 0.136 0.219 2.236 3.612 Wind Controls D -SOUTH 7.00• 0.136 0.219 0.949 I 1.533 Wind Controls E -NORTH 7.00 0.136 0.219 0.949 1.533 Wind Controls E -SOUTH 9.00, 0.136 0.219 1.220 1.970 Wind Controls F 11.50/ 0.136 0.219 1.558 2.518 Wind Controls G 6.50 ` V 0.136 0.219 0.881 1.423 Wind Controls H 18.00 1" 0.127 0.219 2.279 3.941 Wind Controls I 16.00 _0.097 0.219 1.551 3.503 Wind Controls 16.00 .. 0.097 0.219 1.551 r 3.503 Wind Controls 04/25/95 - Lateral Analysis - Gregory Residence - RCE Job 95-005 Chord Force Summary Chord Data Unit Load (w) Seismic Wind I I Max Chord Force (T) = w•L2 Kis 8•D # Nails Required At Each Chord Chord Boundary Chord Line Length (L) ft Depth (D) h Roof Chord Forces B u D 3825 36.0 24.0 136 219 1.48 11 -16d's 6 8E 9 H 36.0 24.0 87 219 1.48 11 -16 d's 5 8t 10 1 8L 1 32.0 +24.0 87 219 1.42 10 -16 d's Nail Size = Nail -Shear Capacity = Max Number Required 16 d 108 pounds 11 -16 d's Required Nails At Spli T 1.33•Shear Cap. WALL SHEATHING 8 NAILING SILL MARK CONNECTION 5/6" CDX ONE 51DE W/ 1/2" dio. A.B. �I ad ® 6" o.c. END NAILING 46" ox - 8d ® 12" o... FIELD NAILING 5/6" CDX ONE SIDE W/ 1/2" dio. A.B. bd ® 4" o.r-. END NAILING 24" o.r-. bd ® 12" ox.. FIELD NAILING © 5/6" CDX ONE 51DE W/ 1/2" dio. A.B. bd ® 5" o.r-. END NAILING 24" ox.. ad ® 12" ox— FIELD NAILING 5/6" CDX TWO 51DE5 W/ 1/2" dio. A.B. �4 bd ® 4" ox- END NAILING 16" o.C.. 6d ® 12" o.c. FIELD NAILING NOTES: 1) MINIMUM PLYWOOD PANEL DIMENSION 15 12". 2) PROVIDE BLOCKING AT ALL PLYWOOD JOINTS. 5) 5/6" PLYWOOD SHALL BE PLACED WITH THE FACE OF GRAIN PARALLEL TO STUDS, (VERT.). 4) ANCHOR BOLTS SHALL BE SPACED AS INDICATED ABOVE 8 WITHIN 9" OF ENDS OF WALL. 5) ALL EXTERIOR WALL5 NOT SPECIFIED SHALL BE TYPED WITH ANCHOR BOLTS SPACED ® '72" ox— TOP PLATE SPLICES SHALL BE I6-Ibd NAILS U.O.N. SHEAR NA I L I NC SCHEDULE no �SeC 04/25/95 - Lateral Analysis - Gregory Residence - RCE job 95-005. SHEAR STRESSES AND SHEAR ANCHORAGE SUMMARY Wall Line ID a Loads Seismic Wind (kips) (kips) a Length (feet) a Stresses (plf) HorizontalDiaphragm Lengths U Stresses i ate ear Anchorage Bolt Dia. (in.) or Connector Type Capacity (kips) Spacing (feet) (plf) (feet) (plf) _ West Side East Side 1 @ 1 st Level I@ Foundation 0.94 0.88 8 117 20 94 0.500 0.841 L 48 inches o.c. K MOMENT FRAME CALCULATIONS 12 388 2@ 1 st Level 2@ Foundation 3@ 1 st Level 3@ Foundation 1.41 4.66 1.31 4.38 18 78 0.500 0.841 24 inches o.c. 85 22 85 33 4@ 1 st Level 4@ Foundation 1.16 1.09 5,� 232 5 232 0.500 0.841 36 inches O.C. 5@ 1st Level 5@ Foundation 4.18 6.13 27� 227 85 33 24 146 0.500 0.841 36 inches o.c. 6@ 1st Level 6@ Foundation 1.57 3.94 10� 394 17 232 0.500 0.841 24 inches o.c. 7@ 1 st Level 7@ Foundation 0.52 1.31 6 r 219 24 55 0.500 0.841 36 inches o.c. 8@ 1 st Level 8@ Foundation 0.52 1.31 6 219 24 55 0.500 0.841 36 inches o.c. 9@ 1st Level 9@ Foundation 1.92 4.82 19/ 253 24 201 0.500 0.841 36 inches o.c. 10 1 st Level 10@ Foundatio 1.74 X4.38 f 14„ 313 24 182 0.500 1 0.841 32 inches o.c. Em 04/25/95 - Lateral Analysis - Gregory Residence - RCE job 95-005 Y SHEAR STRESSES AND SHEAR ANCHORAGE SUMMARY Wall ine ID Wall Loads Seismic Wind (kips) (kips) Wall Length (feet) WallHorizontal Stresses (plf) Diaphragm Lengths 8t Stresses Sill Plate Shear Anchorage Bolt Dia. (in.) or Connector Type Capacity (kips) Spacing (feet) (plf) (feet) (plf) North Side South Side A A@ 1 st Level A@ Foundation 2.30 3.72 - --22.5 165 40 93 0.500 0.841 48 inches o.c. B@ 1 st Level B@ Foundation 3.59 5.80 16.5 352 40 55 40 90 0.500 0.841 v - 24 inches o.c. D@ 1 st Level D@ Foundation 3.18 5.14 16 322 40 90 40 38 0.500 0.841 24 inches o.c. F E@ 1 st Level E@ Foundation 2.17 3.50 r 318 40 38 40 49 0.500 0.841 24 inches o.c. F@ 1 st Level F@ Foundation 1.56 2.52 f ,J 11 229 40 63 0.500 ; j 0.841 36 inches o.c. G@ 1 st Level G@ Foundation 0.88 1,42 7 203 13 109 0.500 �j i 10.841 48 inches o.c. H@ 1 st Level H@ Foundation 2.28 '�� 3.94 23 171 36 109 0.5CU 0.841 48 inches o.c. 1@ 1 st Level 1@ Foundation 1.55" % 3.50 W• S 175 32 109 0.500 0.841 48 inches o.c. J@ 1 st Level J@ Foundation 1.5y5 t, 3.50 - L r f 195 32 109 0.500 0.841 48 inches o.c. 7NIs �w L A3 � . -£CA A G � 7NIs �w L A3 06/28/95 - Lateral Analysis - Gregory Resilience - RCE Job 95-005 Wall Line Wall Load Wall Wall Applied Forces Resisting OTM Resistive Net Uplift Comments ID Load Type Height Length OTM Uniform Load Point Load OTM Force (kips) (feet) (feet) (foot -kips) (MO (kips) (foot -kips) (kips) st Eevel 0.343 w or or LTT2O w/ 1/2"0 A.B. 1.75- Wind 9.00 8.00 15.76 0.253 5.40 1.296 HD2A w/ SSTB 16 or SSTB20 or LTT2O w/ 1/2"0 A.B. st Level 1.17 Seismic0.3 HD5A OR MTT22 (4- 3' Walls) w/ 4X u SSTB20 or SSTB24 1.09 Wind 9.00 3.00 9.85 0.253 0.080 0.92 2.978 HDSA OR MTT22 w/ 4X u SSTB20 or SSTB24 st leveleismic w or or LTT2O w/ 1/2"0 A.B. 1.09 Wind 9.00 5.00 9.85 0.233 0.160 2.48 1.475 HD2A w/ SSTB 16 or SSTB20 or LTT2O w/ 1/2"0 A.B. st Level 4.18 Seismic w x u SSTB 16 or or LTT2O w/ 1/2"0 A.B. 9.00 6.50 9.06 0.343 4.83 0.651 HD2A w/ SSTB 16 or SSTB20 or LTT2O w/ 1/2"0 A.B. 9.00 8.00 11.15 0.343 9.33 0.228 HD2A w/ SSTB 16 or SSTB20 or LTT2O w/ 1/2"0 A.B. 9.00 8.50 11.85 0.343 10.53 0.155 HD2A w/ SSTB 16 or SSTB20 or LTT2O w/ 1/2"0 A.B. 6.13 Wind 9.00 4.00 8.17 0.253 1.35 1.706 HD2A w/ DBL. 2x U SSTB 16 or SSTB2 or LTT2O w/ 1/2"0 A.B. 9.00 6.50 13.28 0.253 3.56 1.495 HD2A w/ SSTB 16 or SSTB20 or LTT2O w/ 1/2"0 A.B. 9.00 8.00 16.35 0.253 5.40 1.369 HD2A w/ SSTB 16 or SST820 or LTT2O w/ 1/2"0 A.B. 9.00 8.50 17.37 0.253 6.09 1.327 HD2A w/ SSTB 16 or SSTB20 or LTT2O w/ 1/2"0 A.B. t 06/28/95 - Lateral Analysis - Gregory Residence - RCE job 95-005 Wall ine Wall Load all - Wall AppliedForces ResistingResistive Net Uplift Comments ID Load Type Height Length OTM Uniform Load Point Load OTM Force (kips) (feet) (feet) (foot -kips) (klf) (kips) (foot -kips) (kips) st Leveleismic w/ 4X 8i SSTB20 or SSTB24 3.94 Wind 9.00 10.00 35.47 0.173 0.160 6.83 2.863 HDSA OR MTT22 w/ 4X u SSTB20 or SSTB24 st Level 0.52 Seismic w or or LTT2O w/ 1/2"0 A.B. 1.31 Wind 9.00 6.00 11.82 0.173 0.160 2.72 1.518 HD2A w/ SSTB 16 or SSTB20 or LTT2O w/ 1/2"0 A.B. st Leveleismic w or or LTT2O w/ 1/2"0 A.B. 1.31 Wind 9.00 6.00 11.82 0.173 0.160 2.72 1.518 HD2A w/ SSTB 16 or SSTB20 or LT T20 w/ 1/2"0 A.B. st Level 1.92 Seismic o Net Uplift! w or or LTT2O w/ 1/2"0 A.B. 9.00 9.50 8.64 0.267 0.456 13.92 No Net Uplift! HD2A w/ SSTB 16 or SSTB20 or LTT2O w/ 1/2"0 A.B. 4.82 Wind 9.00 9.50 21.67 0.213 0.240 7.93 1:447 HD2A w/ SSTB 16 or SSTB20 or LTT2O w/ 1/2"0 A.B. 9.00 9.50 21.67 0.213 0.240 7.93 1.447 HD2A w/ SSTB 16 or SSTB20 or LTT2O w/ 1/2"0 A.B. st eveSeismic w x 8L w/ SSTB 16 or SSTB20 10.00 7.00 8.72 0.284 0.456 8.63 0.014 HD2A w/ 4x 8L w/ SSTB 16 or SSTB20 4.38 Wind 10.00 7.00 21.89 0.230 0.240 4.88 2.431 HD2A w/ 4x 8i w/ SSTB 16 or SSTB20 10.00 7.00 21.89 0.230 0.240 4.88 2.431 HD2A w/ 4x 8L w/ SSTB 16 or SSTB20 TI l hk" n" -6 1 �W,vv, Ax -10 4 o -h Y7 5N 06/28/95 - Lateral Analysis - Gregory Residence - RCE job 95-005 Wall ine Wall Loa'd-a a Applied orces Resisting Z5TM Resistive Net Uplift Comments ID Load Type Height Length OTM Uniform Load Point Load OTM Force (kips) (feet) (feet) (foot -kips) (kif) (kips) (foot -kips) (kips) st Leveleismic w or or LTT2O w/ 1/2"0 A.B. 9.00 4.00 3.69 0.343 0.304 3.37 0.080 HD2A w/ SSTB 16 or SSTB20 or LTT2O w/ 1/2"0 A.B. 9.00 15.00 13.82 0.343 0.304 36.68 No Net Uplift! HD2A w/ SSTB 16 or SSTB20 or LTT2O w/ 1/2"0 A.B. 3.72 Wind 9.00 3.50 5.21 0.253 0.160 1.41 1.087 HD2A w/ SSTB 16 or SSTB20 or LTT2O w/ 1/2"0 A.B. 9.00 4.00 5.95 0.253 0.160 1.78 1.045 HD2A w/ SSTB 16 or SSTB20 or LTT2O w/ 1/2"0 A.B. 9.00 15.00 22.33 0.253 0.160 20.58 0.117 HD2A w/ SSTB 16 or SSTB20 or LTT2O w/ 1/2"0 A.B. st Level 3.59 Seismic w x & w/ SSTB 16 or SSTB20 9.00 5.50 10.77 0.343 4.41 1.157 HD2A w/ 4x u w/ SSTB 16 or SSTB20 9.00 6.00 11.75 0.343 5.25 1.084 HD2A w/ 4x u w/ SSTB 16 or SSTB20 5.80 Wind 9.00 5.00 15.82 0.253 2.11 2.743 HD2A w/ 4x 8t w/ SSTB 16 or SSTB20 9.00 5.50 17.40 0.253 2.55 2.701 HD2A w/ 4x 8t w/ SSTB 16 or SSTB20 9.00 6.00 18.99 0.253 3.04 2.659 HD2A w/ 4x u w/ SSTB 16 or SSTB20 st Level 3. 18 Seismic o Net Uplift! w x u w/ SSTB 1'6 or SSTB20 5.14 Wind 9.00 16.00 46.30 0.198 16.90 1.838 HD2A w/ 4x 8t w/ SSTB 16 or SSTB20 EP I st leveleismic w x u w/ SSTB 16 or SSTB20 3.50 Wind 9.00 11.00 31.53 0.198 7.99 2.140 HD2A w/ 4x u w/ SSTB 16 or SSTB20 s st eve 9._,y\ w or or LTT2O w/ 1/2"0 A.B. 9.00 11.00 10.28 0.305 15.68 No Net Uplift! HD2A w/ SSTB 16 or SSTB20 or LTT2O w/ 1/2"0 A.B. 2.52 Wind 9.00 8.00 9.54 0.233 4.97 0.571 HD2A w/ SSTB 16 or SSTB20 / or LTT2O w/ 1/2"0 A.B. f 9.00 11.00 13.12 0.233 9.40 0.338 HD2A w/ SSTB 16 or SSTB20 ♦ I or LTT2O w/ 1/2"0 A.B. 35'T I ID X :tlf yr WW*rL 1'Zoe4-L I�GLvUS c>Phr.�►o.sG � V�-,21 t -tet ��� F,,�- ar k►rct�Iof2MGl� 10 C6(3 a,;:> I ►.}k5'r_ V { T 4- -�.K-tJ 06/28/95 - Lateral Analysis - Gregory Residence - RCE Job 95-005 Wall ine Wall Loada a Applied orces Resisting 0 1 M Resistive Net Uplift Comments ID Load Type Height Length OTM Uniform Load Point Load OTM Force (kips) (feet) (feet) (foot -kips) (klf) (kips) (foot -kips) (kips) st Leveleismic w x U SSTB 16 or or LTT2O w/ 1/2"0 A.B. 1.42 Wind 9.00 7.00 12.81 0.168 0.080 3.12 1.384 HD2A w/ DBL. 2x 8E SSTB 16 or SSTB2 or LTT2O w/ 1/2"0 A.B. st Level 2.28 Seismic w or or LTT2O w/ 1/2"0 A.B. 9.00 7.00 6.24 0.362 7.54 No Net Uplift! HD2A w/ SSTB 16 or SSTB20 or LTT2O w/ 1/2"0 A.B. 9.00 11.50 10.26 0.362 20.35 No Net Uplift! HD2A w/ SSTB 16 or SSTB20 or LTT2O w/ 1/2"0 A.B. 3.94 Wind 9.00 4.50 6.94 0.263 1.78 1.148 HD2A w/ SSTB 16 or SSTB20 or LTT2O w/ 1/2"0 A.B. 9.00 7.00 10.79 0.263 4.30 0.928 HD2A w/ SSTB 16 or SSTB20 or LTT2O w/ 1/2"0 A.B. 9.00 11.50 17.73 0.263 11.59 0.534 HD2A w/ SSTB 16 or SSTB20 or LTT2O w/ 1/2"0 A.B. st LevelSeismic o Net Uplift! o Hold-down Required! r 10.00 14.00 10.86 0.379 31.57 No Net Uplift! No Hold-down Required! i� 3.50 Wind 10.00 6.00 10.51 0.280 3.36 1.191 HD2A w/ SSTB 16 or SSTB20 or w/ 1 A.B. \ 10.00 14.00 24.52 0.280 18.29 0.445 HD2A2A w/ w/ SSTB 16 16 or SST620 or L'1T2O w/ 1/2"0 A.B. st Level 1.55 Seismic w x U w/ SSTB 16 or SSTB20 10.00 14.00 12.06 0.379 31.57 No Net Uplift! HD2A w/ SSTB 16 or SSTB20 or LTT2O w/ 1/2"0 A.B. 3.50 Wind 10.00 4.00 7.78 0.280 1.49 1.573 HD2A w/ 4x u w/ SSTB 16 or SSTB20 10.00 14.00 27.24 0.280 18.29 0.639 HD2A w/ SSTB16 or SSTB20 or LTT2O w/ 1/2"0 A.B. ('T +IP(e-+%�(n �i- cr�r,� `}font pAan- wirAows were- MOVCA�- lS 04/25/95 - RCE ]OB 95-005 - 3 -WALL ROTATION Dia hra m Data• 0 Horizontal Uniform Load W L Diaphragm Shear "v - max shear" v = WL/B. = Diaphragm Deflections "Ds - Shear Deflection" Ds = v*L/(2*Gr*tr) _ "Dn - Nail Slip" Dn = e'n*Ds/es = where: e'n = 2.68*en = vl = v/(12*tr) _ P g A= 24.75 in^2, wall end post B= 39 ft, see diagram B'= 23 ft, effective wall len E= 1.70E+06 psi, Elastic Modulu Gr-- 9.00E+04 psi, Modulus Of Ri Gw= 9.00E+04 psi, Modulus Of Ri L= 24 ft, see diagram L'= 10 ft, effective wall'len W= 219 plf, see diagram en -rooms 0.010 in, UBC Std. Table en -wall= 0.010 in, UBC Std. Table h= 9 ft, plate height tr= 0.500 in, roof ply. thickne tw= 0.375 in, wall ply. thickne Diaphragm Deflections Are Acceptable Per UBC 2334(h)2. 135 plf 0.0359 in 0.0863 in 0.0257 es = .4*vl*L1/Gr = 0.0107 22.4544 L1 = Panel Diagonal = 107.33" 04125/95 - RCE JOB 95-005 - 3 -WALL ROTATION Shear Wall Deflections Per UBC Stds. 25.923 "Dsw - Side Wall Deflection" Dsw = (8*v/2*h^3)/(EAL') + (v/2*h)/Gwtw + 0.75*h*en + ds (1/32") Dsw = 0.1149 in "Dew - End Wall Deflection" Dew= (8*v*h^3)/(EAB') + (v*h)/Gwtw + 0.75*h*en + ds (1/32") Dew = 0.1328 in Total Deflections "Dt" At D (see diagram) "Dt = Ds + Dn + 2*Dsw*LB + Dew Dt = 1 0.396 in Allowable Deflections Story Drift "Sd" = 0.005*h Sd = 1 0.540 in Diaphragm Deflections Are Acceptable Per UBC 2334(h)2. V� wo ., r - STRUCTURE DATA .491 JOINT SCDR LOAD= 6 TYPE = PLANE NJ = 4 NM = 3 NE = 0 NS= 2 NL = 7 XMAX= 90.0 YMAX= 114.0 305 .314 ZMAX= 0.0 I 1 4 J=4,M=3 UNIT INC POU S T A A D POST- PLOT (REV: 20.OVV) DATE: APR 25, 1995 TITLE: GREGORY RESIDENCE MOMENT FRAME ` 04/25/95 - Cook Residence. - Weld Analysis - RCE 94-019 -Ing. No. b = 4.00 in Y d = 6.00 in P = 1.55 kips d Vx = 0.00 kips X _ VY = 2.10 kips Mx = 0.00 in-kips My = 0.00 in-kips Mz = 69.84 in-kips Fw = 21.00 ksi I = 1.33 Aw = 2d + 2b = 20.00 in Sx = bd + dz/3 = 36.00 int Sy = bd + b2/3 = 29.33 in Jw = (b+d)^3/6 = 166.67 in^3 fl = P/A + Mx/Sx + My/Sy = 0.078 kips/in P = Vx/A + yMz/Jw = 1.257 kips/in f3 = Vy/A + xMz/Jw = 0.943 kips/in ft = (f 12 + f22 +f3 2)`/2 = 1.573 kips/in Weld = f t/Fw Throat Required Fillet = ft/(Fw*.707) Weld 0.056 in 0.080 in V4/25/95 -- Gregory Residence -- RCE 95-005 Concrete/steelinto.: oncre a asonry => c coeff. fc fcmax Ec Ft Es 0.35 2.50 1.167 2850 20.00 29000 Increase => 1.33 Design Loads: P M Column ID => braced frame (kips) (ft -kips) section => is 6x4x1/4" DL 2.00 0.00 ds => 6.00 LL 2.00 0.00 EQ -2.00 Anchor bolts: number => 2 Results: #1 #2 dia => 0.50 P => 6.00 -0.30 As => 0.39 M => 0.00 0.00 Mcap => 0.00 not req'd Baseplate: x => 10.00 c 0.00 s b => 5.00 ft => 0.00 0.38 d => 7.00 fc => 0.12 0.00 I => 10.00 fcm => 0.12 0.00 M => 2.15 fcL => 0.12 0.00 ersio Aua9 °t treo => 0.22 0.00 n 10.18 26.67 1.17 Vol 10.75 I j 04/25/95 -- Gregory Residence -- RCE Job No. 95-005 5 0 {anchorage Per U.B.C. 2624b u c Vu = 2.10 Kips Pu = 2.10 Kips Ab = 0.20 int f'y= 40 ksi f'c= 2.5 ks! As = 102 int At = 0 int de = 12 in (0 = M/A) #bolts = l 0 = 0.65 L= 1 Special Inspection provided (y/n)? n Anchor Embedded In Tension Zone(y/n)? n Ps= 0.9*Ab* f's 0*Pc= OL*(f'c)'h*[(2.8*As)+(4*At)] Vs= 0.75*Ab* f's 0*Vc= 0*800*Ab*L*(Of'c) 1 0*Vc= 0*2*1*dee*L*(Of'c) 1 i = (1 /0) * [(2Pu/Pc)2 + (2Vu/Vc)2] i = 0.57 < 1 OKH i = (2Pu/Ps)2 + (2Vu/Vs)2 i = 0.86 < 1 OK!! Use: 0.5 inch dia. A.B.'s 12 inch embed. Ps= 7.07 Kips 0*Pc= 9.27 Kips Vs= 5.89 Kips 0*Vc= 5.11 Kips 0*Vc= 29.41 Kips Taw 0 C moi- f 01 1 * * * S T A A D- III * Revision 20.OW * Proprietary Program of * RESEARCH ENGINEERS, Inc. * Date= APR 25, 1995 * Time= 16:56:41 * * USER ID: R. C. E. ************************************************** ki yw ie�:cs{c �sPe►cce �r+ar+.c er "P�ae�C�� �r4.ne 1. STAAD PLANE GREGORY RESIDENCE MOMENT 2. INPUT WIDTH 72 3. UNIT FEET KIP 4. JOINT COORDINATES 5. 1 0. 0. 0.; 2 0. 9.5 0.; 3 7.5 9.5 0.; 4 7.5 0. 0. 6. MEMBER INCIDENCES 7. 1 1 2; 2 2 3; 3 gw- 10.- 8. MEMBER PROPERTY 9. 1 TO 3 TABLE STCONSTANT 11.E STEEL ALL ' c T S Co X Co �C y�j (o orTS Co x C. x y1f 12. POISSON STEEL ALL 13. DENSITY STEEL ALL 14. SUPPORTS 15. 1 4 PINNED 16. LOAD 1 DEAD LOADS 17. JOINT LOAD 18. 2 3 FY -0.48 19. SELFWEIGHT Y'-1. 20. MEMBER LOAD 21. 2 UNI Y -0.15 22. LOAD 2 LIVE LOADS 23. JOINT LOAD 24. 2 3 FY -0.4 r 25. MEMBER LOAD UMItVirYl dIre4AA041 26. 2 UNI Y -0.16 .E.h e, y 27. LO 3 WIND 28. JOINT LOAD 29. 2 FX 1.225 �-o'� �r"� W ^d 30. LOAD 4 SEISMIC 11 31. JOINT LOAD (..a'TGrct� S��s tni c 32. 2 FX 0.94�� 33. LOAD COMB 5 DL + RLL 34. 1 1. 2 1. 35. LOAD COMB 6 DL + WL 36. 1 1. 3 1. 37. LOAD COMB 7 DL + SEIS 38. 1 1. 4 1. 39. PERFORM ANALYSIS PRINT ALL 60 �s s�,,own acro) GREGORY RESIDENCE MOMENT FRAME P R O B L E M S T A T I S T I C S ----------------------------------- -- 2 NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 4/ 3/ 2 ORIGINAL/FINAL BAND -WIDTH = 1/ 1 TOTAL PRIMARY LOAD CASES = 4, TOTAL DEGREES OF FREEDOM = 8 SIZE OF STIFFNESS MATRIX = 48 DOUBLE PREC. WORDS REQRD/AVAIL. DISK SPACE = 12.01/ 532.7 MB, EXMEM = 52.07 MB GREGORY RESIDENCE MOMENT FRAME LOADING 1 DEAD LOADS JOINT LOAD - UNIT KIP FEET JOINT FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y 2 0.00 _-0.48 0.00 0.00 0.00 3 0.00 -0:.48 0.00 0.00 0.00 SELFWEIGHT Y -1.000 ACTUAL WEIGHT OF THE STRUCTURE = 0.503 KIP MEMBER LOAD - UNIT KIP FEET MEMBER UDL L1 L2 CON L LIN1 2 -0.150 Y 0.00 7.50 ***TOTAL APPLIED LOAD ( KIP FEET ) SUMMARY (LOADING 1 ) SUMMATION FORCE -X = 0.00 SUMMATION FORCE -Y = -2.59 SUMMATION FORCE -Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN - MOM -Z 0.00 0.00 LIN2 MX= 0.00 MY= 0.00 MZ= -9.71 LOADING 2 LIVE LOADS JOINT LOAD - UNIT KIP FEET JOINT FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM -Z 2 0.00 -0.40 0.00 0.00 0.00 0.00 3 0.00 -0.40 0.00 0.00 0.00 0.00 MEMBER LOAD - UNIT KIP FEET MEMBER UDL L1 L2 CON L LIN1 LIN2 2 -0.160 Y 0.00 7.50 ***TOTAL APPLIED LOAD ( KIP FEET ) SUMMARY (LOADING 2 ) SUMMATION FORCE -X = 0.00 SUMMATION FORCE -Y = -2.00 SUMMATION FORCE -Z = 0.00 'GREGORY RESIDENCE MOMENT FRAME SUMMATION OF MOMENTS AROUND THE ORIGIN - MX= 0.00 MY= 0.00 MZ= LOADING 3 WIND JOINT LOAD - UNIT KIP FEET JOINT FORCE -X FORCE-'{ FOP"CE-Z MOM -X 2 1.23 0.00 0.00 0.00 ***TOTAL APPLIED LOAD ( KIP FEET ) SUMMARY (LOADING SUMMATION FORCE -X = 1.23 SUMMATION FORCE -Y = 0.00 SUMMATION FORCE -Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN - MX= 0.00 MY= 0.00 MZ= LOADING 4 SEISMIC -7.50 MOM -Y 0.00 3 ) -11.64 W�,Z- W.-mm., MOM -Z 0.00 JOINT LOAD - UNIT KIP FEET JOINT FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM -Z 2 0.94 0.00 0.00 0.00 0.00 0.00 ***TOTAL APPLIED LOAD ( KIP FEET ) SUMMARY (LOADING 4 ) SUMMATION FORCE -X = 0.94 SUMMATION FORCE -Y = 0.00 SUMMATION FORCE -Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN - MX= 0.00 MY= 0.00 MZ= -8.93 ++ PROCESSING ELEMENT STIFFNESS MATRIX. 16:56:42 ++ PROCESSING GLOBAL STIFFNESS MATRIX. 16:56:'42 ++ PROCESSING TRIANGULAR FACTORIZATION. 16:56:42_ ++ CALCULATING JOINT DISPLACEMENTS. 16:56:42 ++ CALCULATING MEMBER FORCES. 16:56:42 ***TOTAL REACTION ( KIP FEET ) SUMMARY LOADING 1 I GREGORY RESIDENCE MOMENT FRAME SUM -X= 0.00 SUM -Y= 2.59 SUM -Z= SUMMATION OF MOMENTS AROUND ORIGIN- MX= 0.00 MY= 0.00 MZ= EXTERNAL AND INTERNAL JOINT LOAD SUMMARY - JT EXT FX/ EXT FY/ EXT FZ/ EXT MX/ -0.79 INT FX INT FY INT FZ INT MX 1 0.00 70.09 0.00 0.00 0.00 -0.05 --1.20 0.00 0.00 2 0.00 -1.20 0.00 0.00 0.00 1.20 0.00 0.00 3 0.00 -1.20 0.00 0.00 0.00 1.20 0.00 0.00 4 .0.00 -0.09 0.00 0.00 0.05 -1.20 0.00 0.00 LOADING 2 SUM -X= 0.00 SUM -Y= 2.00 SUM -Z= SUMMATION OF MOMENTS AROUND ORIGIN- MX= 0.00 MY= 0.00 MZ= EXTERNAL AND INTERNAL JOINT LOAD SUMMARY - JT EXT FX/ EXT FY/ EXT FZ/ EXT MX/ -0.79 INT FX INT FY INT FZ INT MX 1, 0.00 0.00 0.00 0.00 0.00 -0.04 -1.00 0.00 0.00 2 0.00 -1.00 0.00 0.00 -0.00 1.00 0.00 0.00 3 0.00 -1.00 0.00 0.00 0.00 1.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.04 -1.00 0.00 0.00 LOADING 3 SUM -X= -1.23 SUM -Y= 0.00 SUM -Z= SUMMATION OF MOMENTS AROUND ORIGIN - Mx= 0.00 MY - 0.00 MZ= �5 �9 -- FiA�� -5 CxeIl7 9.71 EXT MY/ EXT MZ/ INT MY INT MZ 0.00 0.00 0.00 0.00 0.00 -0.79 0.00 0.79 0.00 0.79 0.00 -0.79 0.00 0.00 0.00 0.00 em 7.50 EXT MY/ EXT MZ/ INT MY INT MZ 0.00 0.00 0.00 0.00 0.00 -0.75 0.00 0.75 0.00 0.75 0.00 -0.75 0.00 0.00 0.00 0.00 NNW 11.64 -GREGORY RESIDENCE MOMENT FRAME EXTERNAL AND INTERNAL JOINT LOAD SUMMARY - JT EXT FX/ EXT FY/ EXT FZ/ EXT MX/ INT FY INT FX INT FY INT FZ INT MX 1 0.00 0.00 0.00 0.00 0.00 0.61 1.55 0.00 0.00 2 1.23 0.00 0.00 0.00 0.00 -1.22 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0,00 0.61 -1.55 0.00 0.00 LOADING 4 SUM -X= -0.94 SUM -Y= 0.00 SUM -Z= SUMMATION OF MOMENTS AROUND ORIGIN - MX= 0.00 MY= 0.00 MZ= EXTERNAL AND INTERNAL JOINT LOAD SUMMARY - JT EXT FX/ EXT FY/ EXT FZ/ EXT MX/ INT FX INT FY INT FZ INT MX 1 0.00 0.00 0.00 0.00 0.47 1.19 0.00 0.00 2 0.94 0.00 0.00 0.00 -0.94 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.47 -1.19 0.00 0.00 LOAD COMBINATION N0. 5 DL + RLL LOADING- 1. 2. FACTOR - 1.00 1.00 LOAD COMBINATION NO. 6 DL + WL LOADING- 1. 3. FACTOR - 1.00 1.00 LOAD COMBINATION NO. 7 DL + SEIS LOADING- 1. 4. FACTOR - 1.00 1.00 0) P EXT MY/ EXT MZ/ INT MY INT MZ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 mm 8.93 EXT MY/ EXT MZ/ INT MY INT MZ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 •' GREGORY RESIDENCE MOMENT FRAME -- PA-nr un 7 ************ END OF DATA FROM INTERNAL STORAGE ************ 40. UNIT INCHES POUND 41. PARAMETER 1� f 42. CODE AISC�ea�fteS 43. FYLD 42000:nALL44. CHECK CODE GREGORY RESIDENCE MOMENT FRAME STAAD—III CODE CHECKING — (AISC) *********************** ALL UNITS ARE — POUN INCH (UNLESS OTHERWISE NOTED) RESULT/ CRITICAL COND/ RATIO/ LOADING/ MEMBER TABLE MY MZ LOCATION FX 1 ST TUB 60604 PASS ✓ AISC— H0 0.285 6984 3 114.00 1551.67 T 0.00 H1-3 .74 0.30 6 2 ST TUB 60604 PASS AISC— _74947.33 90.00 657.39 C 3 ST TUB 60604 PASS AISC— H1-3 p 17 74947.34 6 0.00 2665.35 C 0.00 ************** END OF TABULATED RESULT OF DESIGN ****** ****** r 11 " L uta ue jn—iz��i���^ 45. PLOT SECTION FILE 46. PRINT MEMBER STRESSES ALL GREGORY RESIDENCE MOMENT FRAME MEMBER STRESSES --------------- ALL UNITS ARE POUN/SQ INCH MEMB LD SECT AXIAL BEND -Y -- PAGE BEND -Z COMBINED SHEAR -Y SHEAR -Z 1 1 .0 231.5 C 0.0 0.0 231.5 15.0 15.0 0.0 0.0 1.00 199.2 C 0.0 508.7 707.9 178.9 14.2 0.0 2 .0 178.9 C 0.0 0.0 0.0 481.7 660.6 14.2 0.0 1.00 178.9 C 0.0 0.0 277.6 204.2 0.0 3 .0 277.6 T 0.0 6914.9 7192.5v"' 204.2 0.0 1.00 277.6 T 0.0 0.0 213.0 156.7 0.0 4 .0 1.00 213.0 T 213.0 T 0.0 5306.1 5519.1 156.7 0.0 5 410.4 C 0.0 0.0 410.4 29.2 0.0 .0 1.00 378.1 C 0.0 990.4 1368.5 29.2 0.0 6 46.1 T 0.0 0.0 46.1 189.2 0.0 .0 1.00 78.4 T 0.0 6406.2 6484.6 189.2 0.0 7 18.5 C 0.0 0.0 18.5 141.7 0.0 .0 1.00 13.8 C 0.0 4797.4 4811.2 141.7 0.0 2 1 8.1 C 0.0 508.7 516.8 211.2 0.0 .0 1.00 8.1 C 0.0 508.7 516.8 211.2 0.0 2 7.6 C 0.0 481.7 489.3 200.0 0.0 .0 1.00 7.6 C 0.0 481.7 489.3 200.0 0.0 3 109.5 C 0.0 6914.9 7024.5 517.2 0.0 .0 1.00 109.5 C 0.0 6911.8 7021.3 517.2 0.0 4 84.1 C 0.0 5306.1 5390.2 396.9 0.0 .0 1.00 84.1 C 0.0 5303.8 5387.8 396.9 0.0 5 15.7 C 0.0 990.4 1006.1 411.2 0.0 .0 1.00 15.7 C 0.0 990.4 1006.1 411.2 0.0 6 117.6 C 0.0 6406.2 6523.8 306.0 0.0 .0 1.00 117:6 C 0.0 7420.5 7538.1' '728.5 0.0 7 92.1 C 0.0 4797.4 4889.6 185.7 0.0 .0 1.00 92.1 C 0.0 5812.5 5904.6 608.1 0.0 3 1 199.2 C 0.0 508.7 707.9 15.0 0.0 .0 1.00 231.5 C 0.0 0.0 231.5 15.0 0.0 2 178.9 C 0.0 481.7 660.6 14.2 0.0 .0 1.00 178.9 C 0.0 0.0 178.9 14.2 0.0 3 277.6 C 0.0 6911.8 7189.4-,"204.1 0.0 .0 1.00 277.6 C 0.0 0.0 277.6 204.1 0.0 4 .0 213.0 C 0.0 5303.8 5516.8 156.6 0.0 1.00 213.0 C 0.0 0.0 213.0 156.6 0.0 5 .0 378.1 C 0.0 990.4 1368.5 29.2 0.0 1.00 410.4 C 0.0 0.0 410.4 29.2 0.0 6 .0 476.8 C 0.0 7420.5 7897.3 219.1 0.0 1.00 509.1 C 0.0 0.0 509.1 219.1 0.0 7 .0 412.2 C 0.0 5812.5 6224.7 171.7 0.0 1.00 444.5 C 0.0 0.0 444.5 171.7 0.0 GREGORY RESIDENCE MOMENT FRAME JOINT DISPLACEMENT (INCH RADIANS) ------------------ STRUCTURE TYPE = PLANE JOINT LOAD X -TRANS Y -TRANS Z -TRANS 2 1 0.00001 -0.00085 0.00000 2 0.00001 -0.00070 0.00000 3 0.49043 0.00109 0.00000 4 0.37633 0.00084 0.00000 5 0.00002 -0.00155 0.00000 6 0.49044 0.00024 0.00000 7 0.37634 -0.00001 0.00000 X-ROTAN Y-ROTAN Z-ROTAN 0.00000 0.00000 -0.00022 0.00000 0.00000 -0.00021 0.00000 0.00000 -0.00126 0.00000 0.00000 -0.00097 0.00000 0.00000 -0.00044 0.00000 0.00000 -0.00149 0.00000 0.00000 -0.00119 ************** END OF LATEST ANALYSIS RESULT ************** 48. FINISH *************** END OF STAAD-III *************** **** DATE= APR 25,1995 TIME= 16:56:42 **** * For questions on STAAD-III/ISDS,.contact: * RESEARCH ENG GREGORY RESIDENCE MOMENT FRAME JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE = PLANE JOINT LOAD -- X -TRANS Y -TRANS Z -TRANS 2 1 0.00001 -0.00085 0.00000 2 0.00001 -0.00070 0.00000 3 0.49043 0.00109 0.00000 4 0.37633 0.00084 0.00000 5 0.00002 -0.00155 0.00000 6 0.49044 0.00024 0.00000 7 0.37634 -0.00001 0.00000 X-ROTAN Y-ROTAN Z-ROTAN 0.00000 0.00000 -0.00022 0.00000 0.00000 -0.00021 0.00000 0.00000 -0.00126 0.00000 0.00000 -0.00097 0.00000 0.00000 -0.00044 0.00000 0.00000 -0.00149 0.00000 0.00000 -0.00119 ************** END OF LATEST ANALYSIS RESULT ************** 48. FINISH *************** END OF STAAD-III *************** **** DATE= APR 25,1995 TIME= 16:56:42 **** ********************************************************* * For questions on STAAD-III/ISDS, contact: * RESEARCH ENG 0 r