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047-320-064
lit, i 047-320-064 99-1502 FOS�R, Lyle rl� Felicidad Lane, Chico Contr: Unknown New Single Family Dwelling /r F/Nf1 //—/-00 71 047-320-064 FOSTER 00-0050 LYLE V FELICIDAD LANE CHICO CONTR: WILLIAM SQUIRES FIRE Sp LRINILERS FOR BPH99- 1 h/ -ad uoz NOTES RESIDENTIAL PERMIT NO., _ 047-320-064 00-0050 FOSTER, LYLE 65 FELICIDAD LANE, CHICO CONTR: WILLIAM SQUIRES FIRE SPRINKLERS FOR BP#99-1502 11 SPECIAL CONDITIONS SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER JOB FINALED (Date) Signature' CHECKED BY ,/ = OK 0 = Not OK - = Not Applicable-, ' MOBILE HOMES = Not Ready Date MOBILE HOME UTILITIES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support Sketch 3. Sewer; Location -Test -Fall -C/O -Concrete 4. Water; Location -Test -Easement Needed (Sketch) 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete 6. Gas; Location -Test -Wrap;-/ /" L'ft. / /'Nat, or/ /"L"ft./ /'LPG 7. Well Clearance & Discorinect 8. Utility Clearance MISCELLANEOUS Date DECKS, COVERS, CARPORTS GARAGES (Plans) OK except #'s Date Zoning Requirements -Setbacks -Easements Card B-1 Date Card B-1 Date Footings; Soils -Size -Depth -Spacing -Connectors -Steel Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch Date 11. Cert. of Occupancy Date 12. Permanent Foundation Only; License Decal Date FINAL (Plans) OK except #'s Date 1. Card B-1 Date Card B-1 Date 2. Card B-1 Date Card B-1 MISCELLANEOUS Date DECKS, COVERS, CARPORTS GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts-Beams-Rftrs.-Connectors Shthg.-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -landings 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosures- Panelboards-Ins. to Main in Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 ✓ = OK 0 = Not OK - = Not Applicable • = Not Ready Date RESIDENTIAL (%c Date Underfloor (Plans) OK except #'s Hangers -Post Caps -Anchors -Connectors 1. Zoning -Setbacks -Easements -Flood -Slope Cling. Joist-Rhr. Ties- Purlin-Roll Brac.-Truss-Shting.-Rfng. 2. Ftg., Main; Soils-Elec. Grnd.-/ /" Ftg. Depth Fireplace Ties or Type A Flue -Fireplace Throat Clearance 3. Ftg., Garage; Soils-Steel-Elec. Grnd.-/ /" Ftg. Depth Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 4. Ftg., Porches & Decks; Soils -Steel-/ /" Ftg. Depth Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 5. Stemwalls, Main; Steel-Blockouts-Wrapped Garage Fire Protection Framing 6. Stemwalls, Garage; Steel-Blockouts-Wrapped Property Line Firewall & Openings 6a. Hold Downs and Special Anchors Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 7. Slab, Steel -Wrapped Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 8. Piers -Fireplace Ftg.-Steel Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 9. D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test Siding -Nailing Veneer 10. UF, Gas Pipe; Size Anchors - Yard Gas Piping; Size Test Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 11. Water Pipe; Test -Anchors -Regulator -Service Test Glazing Area -Glass Protection -Skylights -Plastic 12. Electric Underground Shear Walls; Nailing -Bolts 13. Plenums & Ducts; Clearance -Material -Support -Ins. Brace Interior/Exterior Wall Panels 14. Girders -Sills -Anchor Bolts-Joists-Vents-Crippies Insulation -Walls -Ceilings 15. Access & Ventilation Infiltration -Walls -Windows 16. Insulation Date Date Date Card B-1 Date Card B-1 Date Date Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except #'s Ext. Steps -Door & Sidelight Protection -Landings 17. Water Htr.; Vent -Access -Combustion Air Baffle Smoke Detector 18. Water Pipe; Test & Anchor -Nail Protection Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor -Ducts -Mach. Protection 19. D.W.V.; Test Fittings & Anchor -Nail Protection Bedroom Exiting 20. Shower Pan; Test, First Floor -Tub Access G.F.I. & Bath Fixtures & Tub Access -Spa 21. Test Tub & Shower, Second Floor -Tub Access Elec. Trim & Subpanel, Breaker Sizes & Labels 22. Gas Pipe; Sixe & Anchors Stairs & Rails 70. Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s Elec. Outlets & Receptacles at Kit. Counter 23. Fixture & Transformer Clearance -Ins. Protection Garage Fire Door; Swing -Landing -Closure 24. Elec. Receptacles Spacing -Lights & Switches at Doors A.C. Duct in Garage -Damper 25. Size Boxes & No. of Conductors Stapled Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 26. Romex Installed Close to Edge of Studs & C.J. Plb., Elec. & Mech. Equip. Listed for Location 27. Equip. Ground made up w/Mech Fasteners -Bond Gas & Water Elec. Receptacles in Garage (F.F.I.)-Romex Protection 28. 2 Appliance Circuits in Kitchen & Conductor Size GFI Insulation -Foam -Looked in Attic 29. Subfeed Wire Size / / ga. Cu or AI-A.C. Wire Size / / ga Cu or Al Guard Rails & Deck Construction -Post Caps 30. Range Circle / / ga Cu or AI -Oven Circ. / / ga Cu or At Insulated Neutral Q Yes Q No Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth 31. Service -Riser Conductors & Ground Main Disconnect Clearance Looked under Floor Q Yes 32. Equip. Clearances Panels-Motors-Mech. Equip. Following Instld./Drive J Yes ] No/Walks :) Yes :1 No/Planters Yes ] No 33. Clothes Closet Light -Shower Light -Spa Light Stucco Brown -Finish 34. Smoke Detector A.C. Unit Disconnect, Electrical -Plumbing 85. Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s Ventilation Throughout House 35. A.C. Ducts Insulation & Support Glass Protection 36. Vent Fan, Exhaust above insulation Corrections from Previous Inspections 37. Condensate Drain & Overflow, Size & Grade Gas Test -Meters Tagged, Gas -Electric 38. Furnace -Vent Access -Comb. Air -Return Air Vent 115 outlet Water & Sewer Connected -C/O to Grade -HD Approval 39. Attic Access & Platform if Furnace in Attic Energy Compliance Certificate -Other Certificates 94. Address Posted Date Date Card B-1 Date Card B-1 Date Date Card B-1 Date Card B-1 Date Date FRAMING (Permit) OK except #'s Card B-1 Date Card B-1 40. Sits Proper Materials & Anchors 41. Walls Studs -Nailing Spacing & Braces -Plates -Sound 42. Bearing Walls over Girders & Floor Nailing 43. Draft Stop in Walls (rat proof) 44. Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs 45. Headers & Beams -Size & Bearing jingle & Duplex) Date FRAMING (Continued) 46. Hangers -Post Caps -Anchors -Connectors 47. Cling. Joist-Rhr. Ties- Purlin-Roll Brac.-Truss-Shting.-Rfng. 48. Fireplace Ties or Type A Flue -Fireplace Throat Clearance 49. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 50. Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 51. Garage Fire Protection Framing 52. Property Line Firewall & Openings 53. Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 54. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 55. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 56. Siding -Nailing Veneer 57. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 58. Glazing Area -Glass Protection -Skylights -Plastic 59. Shear Walls; Nailing -Bolts 60. Brace Interior/Exterior Wall Panels 61. Insulation -Walls -Ceilings 62. Infiltration -Walls -Windows Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 63. Ext. Steps -Door & Sidelight Protection -Landings 64. Smoke Detector 65. Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor -Ducts -Mach. Protection 66. Bedroom Exiting 67. G.F.I. & Bath Fixtures & Tub Access -Spa 68. Elec. Trim & Subpanel, Breaker Sizes & Labels 69. Stairs & Rails 70. Fireplace or Stove, Clearance -Hearth 71. Elec. Outlets at Wood Panel, Int. & Ext. 72. Kit. Fixt. & Appliance; Ground -Air Gap -Cooking Clearance 73. Elec. Outlets & Receptacles at Kit. Counter 74. Garage Fire Door; Swing -Landing -Closure 75. A.C. Duct in Garage -Damper 76. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 77. Plb., Elec. & Mech. Equip. Listed for Location 78. Elec. Receptacles in Garage (F.F.I.)-Romex Protection 79. Insulation -Foam -Looked in Attic 80. Guard Rails & Deck Construction -Post Caps 81. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor Q Yes 82. Following Instld./Drive J Yes ] No/Walks :) Yes :1 No/Planters Yes ] No 83. Stucco Brown -Finish 84. A.C. Unit Disconnect, Electrical -Plumbing 85. Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 86. Water Well, Disconnect, Electrical, Plumbing 87. Exterior Elec. Trim, G.F.I. Receptacle -Underground 88. Ventilation Throughout House 89. Glass Protection 90. Corrections from Previous Inspections 91. Gas Test -Meters Tagged, Gas -Electric 92. Water & Sewer Connected -C/O to Grade -HD Approval 93. Energy Compliance Certificate -Other Certificates 94. Address Posted Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 a Telephone (530) 538-7541Pal IT NO. (Rev. 12/96) APPLICATION AND PERMIT Ill 6— Od ASSESSOR PARCEL NUMBER 047-19-0-064 ZONING BUILDING PERMIT OWNER TELEPHONE SO. FT. OCC. BUILDING VALUATION 3156 @160 5,049 OWNER'S MAILING ADDRESS CONTRACTOR'S NAME TELEPHONE CONTRACTOR'S MAILING AD RESS 31:76, CUT CA 95927 -120 CONSTRUCTION LENDER Fireplace LENDER'S MAIUNG ADDRESS _ Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 52.6-5 BUILOI MICIDAD LANE, CHICO Energy Plan Checking Fee $ PERMIT FEE S IAT NO. SUBDIVISION'S NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE SF R Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other XX Describe Work: FIRE SPRINKLER FOR 99-1502 Gas piping system 1 - 5 outlets 15.00 B ilding sewer 15.00 Mobile Home S G W @20.00 PERMIT FEE $ ELECTRICAL PERMIT Filing Fee 20.00 Main Service 20.*AORLEs: 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is ' .full fore and effect.� tom/ License Class '- Lic. No. 5 �a Jl� OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permitis 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.) L� I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply rovisions. Date l+ _ Signature of Applicant - ❑ Owner WContractor ❑ Agent An OSHA permit is required for excava io s over 60" deep and demolition or construction of structures over 3 stories in height. Main Service To ,000A 46. 00 WEE200A so NEW CONST. DwELUNG occuP. 3.525Fr°: OR ( . cad MunTco� NON-RESID. C @7.50 POWER APPARATUS 8 SINGLE OUTLET OIR. �(, OCCu OUTLET OR FocTUREs �L (P 1:00 Ex. Occup. ourEiFrs A IES o.oe.A 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE S Mobile Home Installation Fee $ Energy Inspection Fee $ Occ CONST. TYPE , TOTAL FEE $ 153.65 Z. D ES IMP X FLOOD CDF PARCEL X PD HD ISSU This permit is h reby issued under of the Butte County Code and/or indicated above for which fees have / By PERMIT EXPIRES ON3 the applicable provisions Resolutions to do work been paid. ? Qate, ✓ 0 6 (Dit,) Receipt No. 7 77 77 77 WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT Important Message Time: Dat For: From: Tga S Telephone: ❑ Telephoned ❑ Please call ❑ Wants to see you ❑ Will call again ❑ Returned your call ❑ URGENT ❑ Was here to see you Messag,e: SQR- " J Taken by: Post -it® 7679-4 ©3M 1993 COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 -County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 PERMIT NO. (Rev. 12/96) APPLICATION AND PERMIT ®D-DDSD ASSESSOR PARCEL NUMBER (4 d ^ ! `� ZONING BUILDINGPERMIT OWN aER, te. . TELEPHONE 3 -a3 SO. FT. OCC. BUILDING VALUATION ! � 1. � OWNERS NO•jIDDRE �� A n^ n n 3 ll//'JJ�� U✓v / W ` CONTRACTOR'S E -� TELEPHONE 3 3 =1 2 CONT7 ADDRESS �' ♦ /'sa Y CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS ' Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Filln Fee $ 20.00 Permit Fee $ 8 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ BUILDING ADDRESS Energy Plan Checking Fee $ $ PERMIT FEE _ LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 Each Trap 7.00 USEOFSTRUCTURE SFA Duplex ❑ Mobilehome ❑ Other SPECIFY Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ DescribeWork: J&L -Q- ��,� Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home S G W (9?20.00 PERMIT FEE $ ELECTRICAL PERMIT Filing Fee 20.00 Main Service Y�owi oa LEss 23.00 % \ JZ VAO Main Service YOGA TO 1000A 46.00 NEW CONST. DWEUJNG CSo OR ADONS. ( a ACC. eLnOCUP. S. 3.5¢R; T NEW CONS . MULTI, CIRCUITS NON-RESID. @7.50 POWER APPARATUS a SINGLE OUTLET CIR. OUTLET OR FIXTURES @ t.00 Ex. Occup. BAL so OR Ex. Occu . ovnETS(REESII.MDA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEPE $ Mobile Home Installation Fee $ Energy Inspection Fee $ OCC CONST. TYPE TO L FEE $ 153LAN , (D b� HAZ. p. FEES IM FLOOD I CDF P;FA I PO HD ISSUE This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. By Date PERMIT EXPIRES ON (Date) !�r :► '� ..�.-,r,..�....i+l,f%�,i .:. ' ��. " `'`Zli�i t""'r•q/ot�'� 1'�f7�Tlw^'1�M"i�r'�y 7F'�`ti`�«Li�'�,::'rrY'^`va:J. rY�y�. 11•x.+ -T`: _. � COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 PERMIT APPLICATION DATA SHEET OWNER: Ij n ASSESSOR PARCEL NUMBER: 0 -3 " 30,0 - CO% Proposed Building %e: $ Building Inspector: 0&1,0 Date: / - j I -�D 00 At time of permit application, I was ad ' ed the following data must be submitted prior to permit processing and/or issuance: Date Received By ❑ 1. All items have been submitted -------------------------------------------------------------------------------------- E12. Plot plans, 3/4 sets, signed by the preparer of plans. ------------------------------------------------------------ ❑ 3 . Complete plans, 3/4 sets, signed by the preparer of plans. ----------------------------------------------------- ❑4. Engineered plans, 3/4 sets, with wet signature on plans. All engineering must be shown on plans. -------- ❑ 5. Engineered truss details and layout in duplicate (required prior to plan review) No faxes! ------------------ El 6. Energy Design Compliance and supporting documentation. ---------------------------------------------------- E] 7. Statement of Intent for Non -Heated and A/C Buildings.--------------------------------------------------------- ❑ 8. Hazardous Material Form. ----------------------------------- ------------------------------------------------------- ❑9. Manufactured Home data and installation instructions including Tie Down Specifications .------------------ ❑ 10. Fees of $------------------------------------------------------------------------------------- ❑ 11. Impact fees as shown on the attached schedule. --------------------- ❑ 12. California Department of Forestry plan approval/fees--------------- Ell 3. ------------- ❑13. Flood elevation certificate. --------------------------------------------- ❑ 14. Sanitation and plot plan approval Health Department. ❑ 15. City of Chico plumbing permit. - ------------------------------------- El 16. Plot plan and business license approval from the City of Biggs. ---------------------- ❑ 17. Planning approval for (A) Use: (B) Parking: _. ❑ 18. Contact Land Development about ❑ Improvements, ❑ Drainage, ❑ Legal Parcel. ❑ 19. Encroachment Permit for driveway (constriction approval prior to occupancy). E120 for required Request to Building Inspector on (�f4921. Contractor's license information. (Number, Name Style, Classification). El 22. Workers' Compensation carrier and policy number. ----------------------- 023. Owner -Builder Verification (Given to owner ❑, Mailed to owner ❑). - E124. ❑24. Letter of signature authorization. ------------------------------ 025. Recorded copy of Agricultural Acknowledgment Statement. ❑26. Letter of intent on building use. -------------------------------- ❑27. Manufactured Home utility clearance. ------------------------- ❑28. Existing violations and/or expired permits. ------------------- ate) S 029. ❑433 A, ❑Grant Deed ❑ M.H. itle, ❑ Cbeck to H.C.D $ .--------------- 6 30.Other: ( When you issue the permr�it roceess as follows ❑Mail to owner, []Mail to contractor. 'Telephone 3'13 - d D I and hold for pickup at L/ office. ❑ Deliver with inspector. *Applicant: Date: �- �� OC �y Copy of Haz-Mat form sent ❑ Health Department, ❑ Fire Department, ❑ Air Poflut on Date. By: Copy of plans sent ❑ Health Department, ❑ Fire Department, ❑ Other: Date: By: 1. Index permit application for the above items numbered: ❑ Plan Check List 2. Additional items required: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Plans reviewed by: I . Date: Plans approved by:Date:-a(`7 Sets of plans on hold in ❑ Plan Cabinet, ❑ A.P. folder. Note transfer by: Date: ^:--�-t--- • l NOTES RESIDENTIAL 0471320-064 99-1502 ^ PERMIT NO FO TER, Lyle Felicidad Lane; Chico / Contr: Unknown �, y: ? New Single FatriillyoDwelling rA A. ,;�000-_50 J~ � a. Address f OFFICE COPY GAS (Z �' U Meter By Date ELECTRIC Meter By Date i CHECKED BY SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS - VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER _- 7— QDFFIC COPY ' Address I GAS Meter By Date ELECTRIC V�q��"� Meter By Dat ` pm i JOB FINALED (Date) Signature D 1 = OK 0 Not OK = Not Applicable = Not Ready MOBILE HOMES. Date MOBILE HOME UTILITIES (Plans) OK except #'s Zoning Requirements -Setbacks -Easements 1. Zoning Requirements -Setbacks -Easements 3. ;2. Soils; Special MH Support Sketch Electricity; MH Test -Crossovers -Breakers -Clearances 3. Sewer; Location -Test -Fall -C/O -Concrete 6. 4. Water; Location -Test -Easement Needed (Sketch) ' 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete 9. 6. Gas; Location -Test -Wrap;-/ /" L'ft. / P Nat. or / /"L"ft./ PLPG Exits; Insp.-Sketch 7. Well Clearance & Disconnect 12. 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 \. 1 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch 11. Cert. of Occupancy 12. Permanent Foundation Onlv: License Decal Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 V, MISCELLANEOUS Date DECKS, COVERS, CARPORTS GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel - 3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts- Bea ms- Rftrs.-Connectors Shthg.-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rttrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card 6 - Date FINAL (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -listed 7. Elec.; Bonding; Metal w/5' --Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosures- Panelboards-Ins. to Main in Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 i ./ = OK 0 = Not OK = Not ApplicableRESIDENTIAL Not Ready (%c= Date hderfIoo_r(PIans) OK except #'s 16. Zon acks- Easements- Flood -Slope Cling. Joist-Rttr. Ties- Purlin-Roll Brac. russ hting.-Rfng. Soils-Elec. Grnd.-/ r Ftg. Depth Fireplace Ties or Type e- Fireplace Throat Clearance Date Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles I ches & Decks; Soils -Steel-/ r Ftg. Depth Date 761. temw�plls, Main; Steel-Blockouts-Wrapped temwalls; Garage; Steel- Blockouts-Wrapped 62-Rold Downs and Special Anchors 7. Slab, Steel -Wrapped 8. Piers -Fireplace Ftg.-Steel 9. D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 10. UF, Gas Pipe; Size Anchors - Yard Gas Piping; Size Test 11. Water Pipe; Test -Anchors -Regulator -Service Test 12. Electric Underoround 13. Plenums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts-Joists-Vents-Crippies 0 jingle & Duplex) , z•� 15. Access & Ventilation 46.gers-Post 16. Insulation Cling. Joist-Rttr. Ties- Purlin-Roll Brac. russ hting.-Rfng. 48. Fireplace Ties or Type e- Fireplace Throat Clearance Date Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles Card B-1 Date Card B-1 Date 761. Card B-1 Dote Card B-1 Date Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits PLUMBING (Pe it) OK except #'s Stair�,idth4lfadroom-Rim L- un -L ding-Fire.Drot6ction 17. Water Htr.; Ve A,.ns-Combustion Air Baffle �Jee. Outlets at Wood Panel, Int. & Ext. 18. Wa ip T t & Anchor -Nail Protection -W 1Test F' ' gs chor-Nail Protection Shower P 26COFirst Floor -Tub Access arage Fire Door; Swing -Landing -Closure 7 Test Tub & Shower, Second Floor -Tub Access 7 22. Gas Pipe; Sixe & Anchors Elec. & Mech. Equip. Listed for Location 7AK Elec. Receptacles in Garage (F.F.I.)-Romex Protection 7, Date &-9- Card B-1 EV Date Card B-1 Date Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Card B-1 Date Card B-1 Date TRICAL (Permit) OK except #'s 21'. ure & Transformer Clearance -Ins. Protection 24. eceptacles Spacing -Lights & Switches at Doors �Siee Boxes & No. of Conductors Stapled 26. Romex Installed Close to Edge of Studs & C.J. 27. Ground made up w/Mech Fasteners -Bo Gas & ater 26-2 Appliance Circuits in Kitchen & Conductor Size GFI 29. Sub!�ed Wire Size / / ga. Cu aA.C. Wire Size / / ga Cu or At 3 ange Circle / / ga Cu or AI -Oven Circ. / / ga Cu or At Insulated Neutral Q Yes O No ervice-Riser Conductors & Ground Main Disconnect 32. . Clearances Panels-Motors-Mech. Equip. 3 CI s Closet Light -Shower Light -Spa Light 34 -"Smoke Detector Date- Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date �HANICAL (Permit) OK except #'s ts Insulation & Support 35eentFan, Exhaust above ' sulation Condensate Drain verflow, Size & Grade 38. Furnac ccess-Comb. Air -Return Air Vent 115 outlet 39. Attic Access & Platform if Furnace in Attic Date - Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FRAMING (Permit) OK except #'s 40 its Proper Materials & Anchors 41 Studs -Nailing Spacing & Braces -Plates -Sound 42. Bing Walls over Girders & Floor Nailing 43, 44. J'a" Stop in Walls (rat proof) Fire stops, Furred Ceilings -Stairs -Chasers -Tubs 45. 4readers & Beams -Size & Bearing 0 jingle & Duplex) , z•� Date FRAMING (Continued) -. 46.gers-Post Caps -Anchors -Connectors (4_1D Cling. Joist-Rttr. Ties- Purlin-Roll Brac. russ hting.-Rfng. 48. Fireplace Ties or Type e- Fireplace Throat Clearance Furnace Vents -clearance -Comb, Air -Connector - I 'Garage; Above Floor-Ducts-Mech. Protection Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 50. Bdrm. Win s or Exiting Doors-STHt. & Dim sions 761. Garage Fire Protection Framing Property Line Firewall & Openings 53. Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 54. Stair�,idth4lfadroom-Rim L- un -L ding-Fire.Drot6ction 55. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 56. Siding -Nailing Veneer A. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access #18.11GIazinq Area -Glass Protection -Skylights -Plastic 59. Shear Walls; iling-Bolts 60. Brace Int ' or/Exterior Wall Panels Z iJ©." 61. Insulation -Walls -Ceilings 62. Infiltration -Walls -Windows /Clearance Looked under Floor ❑ Yes 132./following Instld./Drive J Yes 7 No/Walks J Yes ❑ No/Planters ] Yes J No 3. tucco Brown -Finish A.C. Unit Disconnect, Electrical -Plumbing 8$� Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 86/Water Well, Disconnect, Electrical, Plumbing .Xx 87terior Elec. Trim, G.F.I. Receptacle -Underground 88. entilation Throughout House 8 Glass Protection OY Corrections from Previous Inspections 9 Gas Test -Meters Tagged, Gas -Electric se'water & Sewer Connected -C/O to Grade -HD Approval Certificate -Other Certificates Posted Date ( /Card B-1 ( _j.L.�Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final Date q Dat!6 as -AZ Date_ Card B-1-00Date Card B-1 Card B-1 ) Date Card B-1 FINAL (Plans) OK except #'s(Plans) OK except #'s 66 . H. Steps -Door & Sidelight & Sidelight Protection -Landings moke Detector Furnace Vents -clearance -Comb, Air -Connector - I 'Garage; Above Floor-Ducts-Mech. Protection 6 fiedroom Exiting 6 . .F.I. & Bath Fixtures & Tub Access -Spa 6 Elec. Trim & Subpanel, Breaker Sizes & Labels MTM?r& Rails Fireplace or Stove, Clearance -Hearth �Jee. Outlets at Wood Panel, Int. & Ext. 72. Ki . Fixt. & Appliance; Ground -Air Gap -Cooking Clearance 7 Elec. Outlets & Receptacles at Kit. Counter 7 arage Fire Door; Swing -Landing -Closure 7 :C. Duct in Garage -Damper 7 Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 77/131b., Elec. & Mech. Equip. Listed for Location 7AK Elec. Receptacles in Garage (F.F.I.)-Romex Protection 7, sulation-Foam-Looked in Attic uard Rails & Deck Construction -Post Caps Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth /Clearance Looked under Floor ❑ Yes 132./following Instld./Drive J Yes 7 No/Walks J Yes ❑ No/Planters ] Yes J No 3. tucco Brown -Finish A.C. Unit Disconnect, Electrical -Plumbing 8$� Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 86/Water Well, Disconnect, Electrical, Plumbing .Xx 87terior Elec. Trim, G.F.I. Receptacle -Underground 88. entilation Throughout House 8 Glass Protection OY Corrections from Previous Inspections 9 Gas Test -Meters Tagged, Gas -Electric se'water & Sewer Connected -C/O to Grade -HD Approval Certificate -Other Certificates Posted Date ( /Card B-1 ( _j.L.�Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final INTER -DEPARTMENTAL MEMORANDUM TO: BUILDING DIVISION, OROVILLE FROM: - C , �a7�i✓/7��/��l✓, ENVIR. HEALTH, CHICO DATE: 7- Z g -� RELFASE ENV, HEALTH HOLD ON BUILDING FINAL FOR: OWNER NAME:SEPTIC: WELL: AP#: 04 7 - azo -- r*4 ADDRESS/LOCATION: %/ FEZ -1 o_1 Comments: OL/manostidmebold P^v�^w�r..s-. 4►-�-�;rrt�.rr _ �... ,aF- r+«r'.:tm'ay.yw�,"`'K1: �.-",� �arv>.- ,• r- yca. .. a ,.y: =5'7Cii 1 COUNTY OF BUTTE F. BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, s please contact this office immediately. Date!/)' �-/7i Inspector REV 10/92 COUNTY OF BUTTE f" BUILDING DIVISION ` DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE 09, OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is t: completed. If_Xodhave any questions pertaining to this matter, or need additional explanation, ., please co t this office immediately. wc1al, Cn-�- /L,c�SI,P 1-00 I�� , ��t _L I� = • it14� _i Date 60i ' �� Inspector REV 10/92 1 � 2 . . . . . . % - ' 'i'�` COUNTY OF BUTTE BUILDING DIVISION ,= DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (5?0) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 3: CORRECTION NOTICE ... 6M °�� ��_ �� 0 OWNER PERMIT NO. C A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be. corrected. Please [Lgtice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, 2 please contact this office immediately. /jGC r 4111,q /, r Grfi1/l CI-- S/L I 11C V W/`JZ { COUNTY OF BUTTE BUILDING DIVISION ... .. DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE 4 - � 5oa 6-; OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, nlaasa rontart this offira immadiately_ Date 6E- Inspector REV 10/92 'mow-srr'fo-..�.,'�,�-.ter -'�z- '•7-•-.rte.--.'xa�ca4r�+�v �aMr^rf-�-.t :r.�w'r-:-�-coil;.�x7a.�owgae--'*csn�ssrs-.'"`�� COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE VNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is complet9�tl. If you have any questions pertaining to this matter, or need additional explanation, Please/contact this office imme i toy.. FRANK M. GLAZEWSKI Architect 1907 Mangrove Avenue Suite E Chico, C99orrua 95926. 5301343.4830 5301894-3422 fax May 26, 2000 County of Butte Building Division 7 County Center Drive Oroville, California 95965 ATTN: Building inspector RE: Foster residence Building Permit No 99-1502 I have reviewed the revised trusses for the above-mentioned project. The revisions do not appear to have any adverse affect on the structural integrity of the building. In addition, I have reviewed the shortened shearwalls at grids B and 4. The shearwalls at these lines have sufficient reserve strength, and will not be adversely affected by the minimal variance from the plan specified S. Thank y fo your time in this matter. If you have any questions, please do not hesitate to call. Glazewski - Architect 05/01/2000 06:50 MEEKS - CHICO 4 3424188 NO.227 D01 i i Certificate -'Of ........ Conformance Cerlifieate 0 5 2 7 3 6 THIS PS TO CERTIFY that the glUed laminated timber products identified with a callecilive mark of @rt9fneaeed rrVbod Bysfems (EWS) Were manufactured in accordance with the applicable standards and associated specifications indicated below: ANSI Standard A190.1=11992. For Wood Products -� Structural Glued Laminated limber NER-486 Glued laminated Timber Combinatioms And °GAP` Computer Program For Determining Design Stresses RITC 1117.93 - Manufacturing - Standard SpeclflcationS For Structural Glued Laminated Timber Of Softwood Species IT IS HEREBY CERTIFIED that the AA4 EWS trademarked structural glued laminated timber members were produced in a manufacturing facility subject to regular audits in accordance wife the Engineered Wood Systems (EWS) Quality Assurance Program. Routine audits include Inspection of the manufacturing proc'sse and evaluation of the implant OA program with adequate sampling to verify conformance to industry standards for lumber grade and gluellne bong quality, i ;-,SO yl� q � --_ k W JSu,4Rire. 1s by —4L JA YL Thomas G, Williamson Executive VW9 President EA&MWEM0 NoPv SYSTC 8 is a woseo cerpn�tga eI .wt - t� EIMOI�OREO WmOr� AS.�CGItipYy vOI19.fm t91N t1tfN1• P.O. 8p �t700.7Nppny Y►M1ONI1,0M TAWoftft! (zeal 9 Fu nq~, j.,W) ag.?M A � Z ezlzo �o � 11/O1/00 WED 10:25 FAX 530 899 9247 V. Foster _� _001 tiHUXHrIr-N I U LNnULMIIUIV r i CERTIFICATION OF INSULATION ego— 5-6 I CONTRACTORS ADDRESS OR TRACT SACRAM@NTO INSULATION. ' q 0 pl. BOX 954, WEST SACRAMENTO, CA 95691 LIC. 4=26 11 8 LOT N 1309 MELODY ROAD, MARYSVILL£, G0. 95901 LIC. 4202026 � P,O, SQX 9651, FRESNO. CA 93793.9651 UC. 4202026 ' Q P.O. 90X 1691, RENO, NV 89505 LIC. >F10875 9336 A PONOEROSA WAY, LAS VEGAS, NV 89118 LIC. 010675 DATE :N5 ED AnHAAEFEET) I ( SOUaAEfEET) 1 1 YPE OF INSULAII FIBERGLASS BATTS QCF 14 • VALUE INSTALLED F18ERGLASS — TAPE OF INSULATIOMAI N 406RIAL FIBERGLASS PeAM FOR BATTS & BLOW 101 PA000CT 0 MAO OCF APPLIED A •VALUE APPLIED MIN. INI SOUAI THICKNESS INSTALLED THICKNESS KNEE WALLS IF R•VALUE IS OTHER THAN 1 --- I FS -t gj;- '"'" 79 VALUE BATTS j AIR INFILTRATIQN SEALANT &JANUFACTJRE� Tr11S I5 TO CERTIFY TMAT INSULATIVN ANVIN MATERIAL STANDARDS ANO REGULATIONS, ,IC -303 A8 SQUARE FEET) .I TYPE OF INSULATION FIBERGLASS BATTS ER'S P OOUCT I D ;. 1 MANUFACTURER OCF R•VALUE INSTALLED W R GRACE HEN INSTALLED IN CONFOHAAANUM TITLE 04T MANAGER BUILDER COPY APPLIED THICKNESS a--- OCIF E CODes, A R COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION ` 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 PERMIT NO. (Rev. 12/96) APPLICATION AND PERMIT q9—/50a ASSESSOR PARCEL NUMBER 047-320-064 ZONING BUILDING PERMIT OWNER LYLE FOSTER TELEPHONE 343-237 SO. FT. OCC. BUILDING VALUATION OWNERS MAILING ADDRESS 14093 GARNER LANE CHICO 5 73 71718 11 19,744-00 CONTRACTOR'S NAME UNKNOWN TELEPHONE 1015 12 13-195 _00 CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER Fireplace I,buu.uu LENDER'S MAILING ADDRESS Total Valuation $ , �_4 • 0- ARCHITECT OR ENGINEER LICENSE NO. $ 20.00 —FilingFee Permit Fee $ 982.50 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ BUILOINGADDRESS &SFELICIDAD LANE, CHICO Energy Plan Checking Fee $ $ PERMIT FEE $ 1,664.13 LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE SF JP Duplex ❑ Mobilehome ❑ Other PECWater s'� Each Trap 17 1 7.00 119.00 Solar or heat pump water heater 23.00 piping 15.00 15.00 Each as water heater or vent 15.00 1c nn TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: NEW SINGLE FAMILY 4 BEDROOM 32 BATH W/GARAGE Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 15.00 Mobile Home I S I G I W 920.00 PERMIT FEE s 199.00 ELECTRICAL PERMIT Filing Fee 20.00 Main Service 200AORLESS 23-0023.00 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.POWER License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, /'VIII do the work, and the structure is not intended or offered for sale. f� I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit 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 Main Service 200A TO lOooA 46.00 NEW CONST. DWELLING OCCUR OR ADONS. ( a ACC. S. SO 3.5QFT. 135.2 NEW CONST NO.RES D. MULTI.OunFr @7,50 APPARATUS d SINGLE OUTLET CIR. Ex. Occup. OUTLET OR FIXTURES 20 Q 1.00 BAL o .so Ex. Occup. DUTIEOTS Rp .DEA. 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ 178.24 MECHANICAL PERMIT Fling Fee 20.00 Heating 25.00 Cooling Hood 6.50 Ventilation 4-50 22-50 PERMIT FEt $ ' Policy Number (The above sections need not be completed if the permit is for work of a valuation Of one hundred dollars ($100) or less.) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. qr� Date �— I I Sigraturei7of Applicant - ®'Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demoliti In or corltruction of structures over 3 stories in height. ,7 /7(� �/ Mobile Home Installation Fee $ Energy Inspection Fee $ 40. 1JU Occ CONST. TYPE TOTAL FEE $ 2186.37 HAz. D IMP FLOOD j I CDF PAR �12C Po HD ISs This permit is hereby issued under the applicable of the Butte County Code and/or Resolutions indicated above for which fees have been By PERMIT EXPIRES ON / provisions to do work paid. to 3 0� 3 b t to Receipt No. 265269/$2142. 70 I/�D WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOL ENRO -AP�LCTT v � 4•, COUNTY OF BUTTE — DEPARTMENT OF DEVELOPMENT SERVICES — BUILDING DIVISION ' 7 COUNTY CENTERRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 PERMIT APPLICATION DATA SHEET i + OWNER: ASSESSOR PARCEL NUMBER: _3=()- n (n Proposed Building Use: S, tr-_ Building Inspector: 0 Otg, Date: -,Q=qQ At time of permit application, I was advised the following data must a submitted prior to permit processing and/or issuance: Date Received By ❑ 1. All items have been submitted ❑ 2. Plot plans, 3/4 sets, signed by the preparer of plans. ------ ❑ 3. Complete plans, 3/4 sets, signed by the preparer of plans. ---------- I'-"-------------------------------------- ❑4. ' eered plans, 3/4 sets, with wet signature on plans. All engineering must be shown on plans. -------- E gineered truss details and layout in duplicate (required prior to plan review) No faxes! ------------------ aEnergy Design Compliance and supporting documentation. ---------------------------------------------------- 69 . Statement of Intent for Non -Heated and A/C Buildings. --------------------------------------------------------- ❑ S. Hazardous Material Form.------------------------------------------------------------------------------------------ 9 Manufactured Home data and installation instructions including Tie Down Specifications.------------------ o A. of$ yar47-------------------------------------------------------------------144100 r Impact fees as shown on the attached schedule. E: &I ----------------------------- ------ - --- -- 2. California Department of Forestry plan approvaUfees. - -- V-� % 71-1--� ----- ' ❑❑ 133.. Flood elevation certificate. --------------------------------------------- On �s�Y4. Sanitation and plot plan approval r j6" Health Department. / �' \❑ 15. City of Chico plumbing permit. --------------------------------------- ❑ 16. Plot plan and business license approval from the City of Biggs. -=---- 4---------------------------------------- P17. -------------------------------------- ❑ 7. Planning approval for (A) Use: � � (B) Parking: ontact Land Development about Improvements, ❑ Drainage, Legal Parcel. -------------------.--=- ❑20. Pre -inspection for required Request to Building Inspector on ❑21. Contractor's license information. (Number, Name Style, Classification). ❑22. Workers' Compensation carrier and policy number. ----------------------- ❑23. Owner -Builder Verification (Given to owner ❑, Mailed to owner ❑). Lette S�e0 ❑24 r of signature authorization. ------------------------------ . Recorded copy of Agricultural Acknowledgment Statement. ❑26. Letter of intent on building use. -------------------------------- El 27. Manufactured Home utility.clearance. ----- E128. ----❑28. Existing violations and/or expired permits. 24 � t 'r A ❑433 A, ❑Grant Deed, ❑ M.H. Title, ❑ Check to H.C.D $ - '-------------- vOther: fief. S ff_11W (_fiL *_e1y\1r Mi kSr- Sf :ISSt.rf j� �7y�fS-- /1W_,,hhe�en you issue the permit, process as follows ❑ Mail to owner, ❑Mail to contractor. t� &'Telephone 3 1/- �% ' 4l 7 7 and hold for pickup at G1el iC O office. ❑ Deliver with inspector. ApplicantZPoliuC, Date: Copy of Haz-Mat form sent ❑ Health Department, ❑ Fire Department, 11Air ion Date: By: Copy of plans sent ❑ Health Department, ❑ Fire Department, ❑ Other�, ,--.,,Date: By: (Date) 7 a- TT 1. Index permit application for the above items numbered: k an Check List 2. Additional items required: E >f_%d J3$.e � C4GI d Contractor, designer was advised of the above required data by ❑ phone, J' mail, ❑ Building Division co ter, by Date: Contractor, designer was advised of the above required data by ❑ phone, X mail, ❑ Building Division counter, by Date: / 1.- Contractor, designer,(c as advised of the above qu e t byp ��ibrfev�mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the abov en, data b}/ ❑ phone, ❑ mail, o Building Division counter, by Date: Plans reviewed by: Date: 14 32 - 1 Plans approved by:Date: , _-Z_Sets of plans on holsivoPlan Cabinet, ❑ A.P. folder. Note transfer by: Date: ' VP IMM 1 / /STV - 1 SPT AT+MAnt 0..:1.1:-.._ TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance ° E.H. USE ONLY Plot Pion Attached Z Floor Plan Attached Sent to S.0.'7' :3 / �yte- Fosatu ce' cQ 1—n 047- 32D-0(,4 Owner Location AP# Plan Approved for: Sewage Disposal Water. Supply: Public Private Well -.Ar— Clearance for 4-b dwelling. Other Hold final for: _ gn/i1�, AL' f*Z. Final clearance 0.K. for: NOTE: z,<� 2� %7ed .rx� / RE -15 Environmental Health Specialist 8/96 7-,V-99 Date COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE CA 95965 TELEPHONE (916) 538-7541 SCHEDULE OF FEES DUE OWNER PROPOSED BUILDING USE a/1-7)BUILDING PERMIT FEES Balance Due ................ $ -- Additional Fees Due ........... $ � 3 -(4:z -- Additional Fees Due ........... $ -- Revised Plan Checking Fee ........kJ;CJ_) $ --� " SCHOOL DISTRICT FEES (paid at District Office) —ry 3. SHERIFF FEES (paid at Building Division) Residential ......... x $360.00 = $_ Units Commercial (sq.ft.)... x $0.03 = $. Sq.Ft. 4. URBAN AREA FEES (paid at Building Division) Residential (per unit) . x - = $ #Units Amt. Commercial (sq.ft.) .. x =$ Sq.Ft. Amt. 5. CREATION DISTRICT FEES (paid at District Office) 6. THERMALITO DRAINAGE DISTRICT FEES 510.00 (paid at Building Division) _f�vSRA FIRE INSPECTION AND PLAN CHECK $89.00 (paid at Building Division) li` WATER TENDER FEES (Battalion # ' ) $200.00 (paid at Building Division) 9. CSA 87 'TRAFFIC FEE $2500.00 (paid at Building Division) 10. OTHER A.P. #04-�- (04 DATE a — �( RECEIPT N DATE REC 0-2 At time of permit application, I was advised the above fees are required to be paid prior to issuance of the building permit. These fees may be changed during the plan checking process. 4—APPLICANT DATE `��--f - Pursuant to Government Code Section 66020, you are hereby notified that items 2,3,4,5,6,8,9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original -Building Div. 2nd Copy - Applicant 3rd Copy - Owner (Rev. 2/97) (i BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) School District Building Department No. I A.P. Number Jurisdiction: city County i%�`�'� Property Owner Property Location/Address Subdivision U B Lot No. Residential Development 0 ................................................................................................................... Sq. Footage No of Living Mobile Home i Addition/ *Supplemental to (Group R) Units Installation Conversion Permit # '(No foundation inspection); :.............................................................................................. _ ................... Commercial/Industrial Sq. Footage New Addition (Including Exterior Roofed Areas) Building Department Representative; , , , Date moor runs reviewed Dy scnooi uistnct rersonnen A District Identscation No. (, ,%( School District certifies that (Street Address) (City) has complied with the requirements of Resolution No. representing �� C; ((/) square feet School bistrict Representative (Applicant) (Phone Number) `-I (State) (Zip Code) ij �u l j by payment of $ AB 2926 $ FULL MITIGATION $ Date Paid/by Check .# `.// Remarks: Notice: You may protest the imposition of the fees identified above by submitting a written protest to the District, in compliance with Government Code Section 660201a►, within 90 days from the date fees are paid. Failure to submit a timely written protest will prohibit you from challenging the imposition of the fees in any court action. If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is notified by the applicable Local Planning Agency that this project is being reviewed under the,Califomia Environmental Quality A\ct (CEQA), this project may be subject to a0itio�school fees to fully,mitigate its impact on time s6h� o�trict's schools. White (applicant), Yellow lbuiilding department►; Pink (school district)feeform xis Ito/Mcimm • BUTTE COUNTY PARRS DEVELOPMENT FEB CERTIFICATION FORM CHICO AREA RECREATION AND PARR DISTRICT Assessor'Parce Property Owner Project Locati Subdivision Lot Number(s) Residential Development: (check one) YNew Development _Alteration/Addition _Mobilehome(s) _Non -Residential to Residential Total Number of Dwelling Units I Comment: ;MILL C i Biiilaing Department Representative Date Chico Area Recreation and Park District(CARD)'certifies that `lL -o ST S 3 3-.2377 (Applicant Name) (Phone Number) /moo 3 6.4�AX=,e (Street Address) 3 (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 $ O� . ( -44:ML CARD Representative PAID BY CHECK NO.� REMARKS: BANK NO. q() 3S5o PAID BY CASH RECEIPT NO. L• _ �, tv . %.� '7- (-9 q Date Distribution: White --Applicant ,Yellow --Butte Co. Building Dept. r / r Pink --CARD .Goldenrod --City of Chico Building Dept:' f 6710&99 32P11 0900201` park. fee ( form revised 11/90) 0- „ ^S`r'i ; j ;! :9.DC o ” . / / May -26-99 ,10:25P OWNER -BUILDER VERIFICATION Attention Property Owner: An "owner -builder" building permit has been applied for in your name and bearing your Please complete and return this information at your earliest opportunity to avoid unnee ` in processing and issuing your building permit. No building permit will be issued until $tis verification is received. :*..:., 1. 1 personally plan to provide the ajor labor and materials for construction of the propos . property imp ement : YES NO D 2. I HAVE HAVE NOT 0 signed an application for a building permit for the proposedW. 3. I have contracted with the following person (firm) to provide the proposed aonstrvctien: "� '' NA _...:. 4. ADDRESS: CITY: PHONE: CONTRACTOR'S LICENSE NO. I plan to provide portions of this work, but I have hired the following person to cbo supervise, and provide the major work: NAME: ADDRESS: PHONE: CONTRACTOR'S LICENSE NO. 5. I will provide some of the work but I have contracted (hired) the following persons to the work indicated: NAME ADDRESS PHONE TYPE OF WORK SIGNED: )(PROPERTYOWNER:� � SOCIAL SECURITY NtM tR: DATE: 7 - V - -1 c? — NOTE: This Owner -Builder Verification is required by Section 19831 and 19831 of kite. California Health and Safety Code. This verification must be -completed Md returned to our office before we are permitted to issue the permit OVER P.O1 HYDRONICS:,RESIDENTIAL FIRE SPRINKLER HYDRAULICS 2.1 - SUBMITTAL. Page 1 CONTRACTOR: WILLIAM F. SQUY.RES, JR. FIRE PROTECTION (530) 345-1012 ADDRESS:..PO BOX 3176, CHICO, CA 95927-3176 Date: 12-24-1999 File: FOSTER -1 JOB : FOSTER RESIDENCE, 1 HEAD FLOWING STATIC 70.0 Psi RESIDUAL 50.0 Psi, FLOW 40 Gpm SPRINKLER MANUF RELIABLE MODEL : Fl/RES/CC MIN SPR FLOW 16.0 Gpm MIN SPR PRES : 16.8 Psi NODE ELEVATION K- PRESSURE DISCHARGE NO. FEET FACTOR Psi Gpm ------------------------------------------------- 1. 20.0 3.90 17.2 -----.------------------------- 16.2 2 20.0 21.0 3 20.0 22.9 4 20.0 23.8 5 11.0 28.4 6- 11.0 28.8 7 8 11.0 2.0 SOURCE 33.4 38.2 10N (;0 SPRINKLERS FLOWING AREA PER SPRINKLER TOTAL DESIGN AREA REQUIRED DENSITY COMPUTED DENSITY TOTAL SPRINKLER FLOW TOTAL DOMESTIC FLOW TOTAL WATER REQUIRED TOTAL SPRINKLER PRESS WATER METER LOSS VALVE FIXED LOSS SUPPLY PRESS AVAILABLE DEMAND PRESS REQUIRED PRESSURE CUSHION .MAXIMUM VELOCITY 324 Sq. Ft. � o:': ,A n � 324 Sq Ft. R ( eaJC4uaci€1g tic. Pao. 215206 �E .05 Gpm/Sq.Ft. C-16 .05 Gpm/Sq . Ft 16.2 Gpm OF C����O� 0.0 Gpm - 16.2 Gpm 38.2 Psi 0.0 Psi @ SOURCE 0.0 Psi @ SOURCE Copyright(1991) 66.2 Psi by 38.2 Psi Hydronics Engineering 28.1 Psi 34119 Fremont B1, Suite 609 Fremont, Ca., 94555 (415) 487-9160 8.4 FIS I HYDRONICS: RESIDENTIAL FIRE SPRINKLER HYDRAULICS 2.1 - SUBMITTAL. Page 2 CONTRACTOR: WILLIAM F. SQUYRES, JR. FIRE PROTECTION (530) 345-1012 ADDRESS:..PO BOX 3176, CHICO, CA 95927-3176 Date: 12-24-1999 File: FOSTER -1 JOB : FOSTER RESIDENCE, 1 HEAD FLOWING PIPE BEG FLOW K -FACTOR LENGTH C -FACTOR PRESSURE NO. Gpm FITTING TYPE FTG FR- LOSS Psi END DIAMETER TOTAL (Psi/Ft) ---------------------------------------------------------------------- 1 q= 16.2 K= 3.90 L= 13.5 Pt 17.2 Pt 17.2 1 Q= 16.2 F=2LR F= 15.0 C= 150 Pe 0.0 Pv -0.5 Vel= 8.4 D= 0.884 TL= 28.5 0.1337 Pf 3.8 Pn 16.7 2 :'� Pt 21.0 ------------------------------------------------- q= 0.0 K= 0.00 L= 3.5 Pt 21.0 Pt 21.0 2 Q= 16.2 F=LB F= 10.0 C= 150 Pe 0.0 Pv -0.5 Vel= 8.4 D= 0.884 TL= 13.5 0.1337 Pf 1.8 Pn 20.6 3 Pt 22.9 ------------------------------------------------------------------------- 3 q= 0.0 K= 0.00 L= 13.0 Pt 22.9 Pt 22.9 3 Q= 16.2 F=LR F= 8.0 C= 150 Pe 0.0 Pv -0.2 Vel= 5.4 D= 1.109 TL= 21.0 0.0443 Pf 0.9 Pn 22.7 4 Pt 23.8 ----------------------=-------------------------------------------------- 4 q= 0.0 K= 0.00 L= 9.0 Pt 23.8 Pt 23.8 4 Q= 16.2 F=L F= 7.0 C= 150 Pe 3.9 Pv -0.2 Vel= 5.4 D= 1.109 TL= 16.0 0.0443 Pf 0.7 Pn 23.6 5 Pt 28.4 ------------------------------------------------------------------------- 5 q= 0.0 K= 0.00 L= 3.5 Pt 28.4 Pt 28.4 5 Q= 16.2 F=B F= 5.0 C= 150 Pe 0.0 Pv -0.2 Vel= 5.4 D= 1.109 TL= 8.5 0.0443 Pf 0.4 Pn 28.2 6 Pt 28.8 ------------------------------------------------------------------------- 6 q= 0.0 K= 0.00 L= 70.0 Pt 28.8 Pt 28.8 6 Q= 16.2 F=3L12R F= 33.0 C= 150 Pe 0.0 Pv -0.2 Vel= 5.4 D= 1.109 TL= 103.0 0.0443 Pf 4.6 Pn 28.6 7 Pt 33.4 ------------------------------------------------------------------------- 7 q= 0.0 K= 0.00 L= 9.0 Pt 33.4 Pt 33.4 7 Q= 16.2 F=4RS F= 11.0 C= 150 Pe 3.9 Pv -0.2 Vel= 5.4 D= 1.109 TL= 20.0 0.0443 Pf 0.9 Pn 33.2 8 Pt 38.2 ------------------------------------------------------------------------- Meter = 0.0 Valve = 0.0 ------------------------------------------------------------------------- ------------------------------------------------------------------------- 8 Q= 16.2 <<< SOURCE >>> Pt 38.2 E=>45-Elb L=>90-Elb B=>TeeBch R=>TeeRun C=>CouPlg S=>SwgChk G=>GatVly HYDRONICS PSI 100 + 90 + 80 + 70 X Static X X X 60 + X X X X 50 + X Resid 40 + 1* Spr Sys 30 + 20 + 10 + * Elev Loss FIRE SPRINKLER HYDRAULIC GRAPH 0 200 300 400 500 600 700 800 900 1000 1.85 FLOW -(GPM) JOB : FOSTER RESIDENCE, 1 HEAD FLOWING �HYDRONYCS: RESIDENTIAL FIRE SPRINKLER HYDRAULICS 2.1 - SUBMITTAL. Page 1 CONTRACTOR: WILLIAM F. SQUYRES, JR. FIRE PROTECTION (530) 345-1012 ADDRESS:..PO BOX 3176, CHICO, CA 95927-3176 Date: 12-24-1999 File: FOSTER -2 JOB : FOSTER RESIDENCE, 2 HEADS FLOWING STATIC 70.0 Psi RESIDUAL 50.0 Psi FLOW 40 Gpm SPRINKLER MANUF RELIABLE MODEL : Fl/RES/CC MIN SPR FLOW 13.0 Gpm MIN S.PR PRES : 11.1 Psi NODE ELEVATION K- PRESSURE DISCHARGE NO. FEET FACTOR Psi Gpm ------------------------------------------------------- 1 20.0 3.90 11.8 13.4 2 20.0 3.90 14.5 14.8 3 20.0 19.5 4 20.0 22.2 5- 11.0 28.1 6 11.0 29.1 7 11.0. 41.9 8 2.0 SOURCE 48.3 SPRINKLERS FLOWING 2 AREA PER SPRINKLER 324 Sq.Ft. TOTAL DESIGN AREA 648 Sq.Ft. REQUIRED DENSITY .04 Gpm/Sq.Ft. COMPUTED DENSITY .04 Gpm/Sq.Ft. TOTAL SPRINKLER FLOW 28.2 Gpm TOTAL DOMESTIC FLOW 0.0 Gpm TOTAL WATER REQUIRED 28.2 Gpm TOTAL SPRINKLER PRESS 48.3 Psi WATER METER LOSS 0.0 Psi @ SOURCE VALVE FIXED LOSS 0.0 Psi @ SOURCE Copyright(1991) SUPPLY PRESS AVAILABLE 59.5 Psi by DEMAND PRESS REQUIRED 48.3 Psi Hydronics Engineering PRESSURE CUSHION 11.2 Psi 34119 Fremont Bl, Suite 609 Fremont, Ca., 94555 (4 15) 487-9160 MAXIMUM VELOCITY 14.7 FIS HYDRONICS:'RESIDENTIAL FIRE SPRINKLER HYDRAULICS 2.1 - SUBMITTAL. Page 2 CONTRACTOR: WILLIAM F. SQUY.RES, JR. FIRE PRO`T'ECTION (530) 345-1012 ADDRESS:..PO BOX 3176, CHICO, CA 95927-3176 Date: 12-24-1999 File: FOSTER -2 JOB : FOSTER RESIDENCE, 2 HEADS FLOWING PIPE BEG FLOW K -FACTOR LENGTH C -FACTOR PRESSURE NO. Gpm FITTING TYPE FTG FR- LOSS Psi END DIAMETER TOTAL (Psi/Ft) ------------------------------------------------------------------------------ 1 q= 13.4 K= 3.90 L= 13:5 Pt 11.8 Pt 11.8 1 Q= 13.4 F=2LR F= 15.0 C= 150 Pe 0.0 Pv -0.3 Vel= 7.0 D= 0.884 TL= 28.5 0.0940 Pf 2.7 Pn 11.5 2 Pt 14.5 ------------------------------------------------------------------------- 2 q= 14.8 K= 3.90 L= 3.5 Pt 14.5 Pt 14.5 2 Q= 28.2 F=LB F= 10.0 C= 150 Pe 0.0 Pv -1.5 Vel= 14.7 D= 0.884 TL= 13.5 0.3738 Pf 5.0 Pn 13.0 3 Pt 19.5 -----------------------=------------------------------------------------- 3 q= 0.0 K= 0.00 L= 13.0 Pt 19.5 Pt 19.5 3 Q= 28.2 F=LR F= 8.0 C= 150 Pe 0.0 Pv -0.6 Vel= 9.4 D= 1.109 TL= 21.0 0.1239 Pf 2.6 Pn 19.0 4 Pt 22.2 ------------------------------------------------------------------------- 4 q= 0.0 K= 0.00 L= 9.0 Pt 22.2 Pt 22.2 4 Q= 28.2 F=L F= 7.0 C= 150 Pe 3.9 Pv -0.6 Vel= 9.4 D= 1.109 TL= 16.0 0.1239 Pf 2.0 Pn 21.6 5 Pt 28.1 ------------------------------------------------------------------------- 5 q= 0.0 K= 0.00 L= 3.5 Pt 28.1 Pt 28.1 5 Q= 28.2 F=B F= 5.0 C= 150 Pe 0.0 Pv -0.6 Vel= 9.4 D= 1.109 TL= 8.5 0.1239 Pf 1.1 Pn 27.5 6 Pt 29.1 ------------------------------------------------------------------------- 6 q= 0.0 K= 0.00 L= 70.0 Pt 29.1 Pt 29.1 6 Q= 28.2 F=3L12R F= 33.0 C= 150 Pe 0.0 Pv -0.6 Vel= 9.4 D= 1.109 TL= 103.0 0.1239 Pf 12.8 Pn 28.5 7 Pt 41.9 ------------------------------------------------------------------------- 7 q= 0.0 K= 0.00 L= 9.0 Pt 41.9 Pt 41.9 7 Q= 28.2 F=4RS F= 11.0 C= 150 Pe 3.9 Pv -0.6 Vel= 9.4 D= 1.109 TL= 20.0 0.1239 Pf 2.5 Pn 41.4 8 Pt 48.3 ------------------------------------------------------------------------- Meter = 0.0 Valve = 0.0 ------------------------------------------------------------------------- ------------------------------------------------------------------------- 8 Q= 28.2 <<< SOURCE >>> Pt 48.3 E=>45-Elb L=>90-Elb B=>TeeBch R=>TeeRun C=>CouPlg S=>SwgChk G=>GatVly HYDRONICS : FIRE SPRINKLER HYDRAULIC GRAPH PSI 100 + W= Am 70 X Static X X I - X 60 + X X X X 50 + X Resid 1* Spr Sys 40 + 30 + 20 + 10 + * Elev Loss 0++--+---+----+------+-------+--------+---------+----------+------------+ 0 200 300 400 500 600 700 800 900 1000 1.85 FLOW -(GPM) JOB FOSTER RESIDENCE, 2 HEADS FLOWING r'Lf'llr 1'M V 1►JlVlr Plecue complete the following ialorrruuon in order to process your submittal. ff this form is not comple( and legible. it may cause a delay in processing. Received B U Date: o� Owner's Name: y' ay �- 3 a d �' �o �-1 Permit #: q-`7 A.P. . _ Contact Phone Number. (43i0 3`117 Purpose of submittal: O Permit Application Data Item 0 Engineering 0 Plan Revision C1 Requested by Building Inspector or Correctidn Notice - Inspector's Name: ❑ Requested By Plan's Examines' - Examiner's Name: 3/0/ the r: � 1f you are revising a plan which has already been issued, submit two(2) drawings reflecting the revisions for .eview. If engineering is involved in this revision, the engineer must put his requirements on these drawings tamp and sign the drawings. Include t" (2) sets of wet signed engineering. Revisid drawings must clearly s: When Approved, Process as. FoUows: Mail to Owner at this address: t1vtail to Contracto rat this address: I 1 rJ Call and hold for pickup at the ❑ Chico Office Cl Oroville Office O Deliver with next inspection. ?.evisecl Plan Check Fee: S46.00 Receipt#: �❑ Additioaal Fees Not Requi: .-ldditional fees may be due based upon complexity and time involved to process this submW .QdLcional Fees: Receipt V April 19, 2000 Lyle Foster 14093 Garner Lane Chico, CA. 95973 Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Assessor Parcel Number: 047-320-064 Building Permit Number: 99-1502 This office reviewed the above referenced revised truss calculations. The engineer of record, Frank M. Glazewski, will need to review the trusses prior to Butte County Building Division approval. Please have him address the different lengths of the trusses in his review. If you wish to discuss any requirements, you may contact me at (530) 538-7541 between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. Sincerely, Glenn Gibbons Plans Examiner Ir Ir I713 I7° 1I0313 -FOSTER Lyle - NT -5D BN/COMN [4'1 -FTC] 3.6K TOP CHORD 2x4 DF -L $1 BOT CHORD 2x4 DF -L #1, WEBS 2x4 DF -L Standard [PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. 0-:10 PSF BC LIVE LOAD PER UBC. . ITRUSS TRANSFERS 98.00 PLF ALONG TOP CHORD cloW THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND � CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. cc 0 W5X4 -o W300 W2.5X4 5 6 1 >_A — THIS DWG PREPARED FROM COMPUTER INPUT E DIMENSIONS) SUBMITTED BY TRUSS HFR. NEGATIVE REACTIONS (R-11371 MAX, SEE BELOW) REQUIRE UPLIFT CONNECTIONS CONTINUOUS TO FOUNDATION OR OFFSETTING DEAD LOAD. ** THE MAXIMUM HORIZONTAL REACTION IS 3843.23# -- (A) SCAB BRACE. 80% LENGTH OF WEB MEMBER. SAME SIZE, SPECIES A GRADE OR BETTER. ATTACH WITH 10d NAILS @ 6" OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC @ 24.00" OC W2.5X41a W2.5X4 o W2.5X4 s W Wl. 5X4 IA b13X6 ga C-:3 W3X8(81) la W4X4= W3X10a z W3X1Us WgA4(a W3X6 s W1.5X4 III W3X8(81) - +8-0-0 w 14-2-12 I a L� 17-10-12 1 4-2-8 I 17-10-12 I d [� 40-0-0 Over 3 Supports-' I R-1426/-1137 W-5.5- R-1593 W-3.5' Rh -3843/-3843 R-1172/-389 W-5.5" PLT TYP. Wave TPI -95 R Desi n Crit i • TPI I 0 O 0 N 134 X3-. 9-3-9 A L P I N E Al� �R+j&:::+w� iM X10, (:/k 9$AZB er a. STD NSTAWMA AND BRACING. RErIk TO NIREQUIRE uDLIUB 111337[LLtI a AND BIACIRB). PUBLISHED BYIPI (TRUSS 1 (TRUSS PLATE INS117M- 503 O'O/OTRIO OR.. SVITI 100. MADI508. 11 SHIP). ran SAFE7Y PRACTICES PRIOR TO ►ER►OANING TRESS FUNCTIONS. alt[SS OTNERNISt INDICATED, TOP CHORD SHALL RATE PROPERLY ATTACHED STAOCTORAL PANELS, BOTTOM CHORD SMALL RATE A PAOPEALT ATTACRED RIGID CEILING. -*IMPORTANT— ►URNISN A COPT Of TRIS DESIGN TO TRI INSTALLATION CONTRACTOR. ALPINE ERGINItRED PRODUCTS. IAC. SNAIL NOT Of A13PONSIBLE FOR ANY DIVIA7102 FROM THIS DESIGN; AIT FAILURE TO BUILD THE tRUSSES IN C01FaiMANtt NITH TPtI a FABIICATIIO. HANDLING, SHIPPING. INSTALLING AND BRACING Of TROSS(S. THIS DESIGN CONFORMS VITH APPLICABLE PROVISIONS Or NDS (RATIONAL DESIGN SPEC IrICATION PVILISNED BY TN( AMERICAN FOREST AND PAPER ASSOCIATIOA) AND TP1, Atf IN[ CONRECTOAS ARE RAO( Of [OGA ASIR A613 0440 GALT. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO CAC, FACE 0► TANIS. AND UNLESS OTNEAVISE LOCATED ON THIS DESIGN, POSITION CONNICTONS ►[R DRANINOS 160 A -T. THE SIAL ON TNIS GRAVING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING AESlPO:3I01t ITT SOLELY FOR THE TRUSS COMPORERT OES16V SHOV1. THE JUITAOtLITT AND USE O( TRIS 'CONEll 904 ANY PARTICULAR BUILDING IS TME 011PONSIBIl1TY Of THE BUILDING 0kS1GRFit PEN ANSI/TPI 1.1VPS SECTION t. E-. CA - 1 - - F TC LL 16.0 PSF TC D L 10.0 PSF BC DL 7.0 PSF RC LL 0.0 PSF TOT.LD. 33.0 PSF 9-'> (A) DRW CAUSR427 00095001 —CA -ENG RDW/ CWC SEON - 10379 A FROM E . D SPACING 24. D" 0 lx a.. A W r3s W Wl. 5X4 IA b13X6 ga C-:3 W3X8(81) la W4X4= W3X10a z W3X1Us WgA4(a W3X6 s W1.5X4 III W3X8(81) - +8-0-0 w 14-2-12 I a L� 17-10-12 1 4-2-8 I 17-10-12 I d [� 40-0-0 Over 3 Supports-' I R-1426/-1137 W-5.5- R-1593 W-3.5' Rh -3843/-3843 R-1172/-389 W-5.5" PLT TYP. Wave TPI -95 R Desi n Crit i • TPI I 0 O 0 N 134 X3-. 9-3-9 A L P I N E Al� �R+j&:::+w� iM X10, (:/k 9$AZB er a. STD NSTAWMA AND BRACING. RErIk TO NIREQUIRE uDLIUB 111337[LLtI a AND BIACIRB). PUBLISHED BYIPI (TRUSS 1 (TRUSS PLATE INS117M- 503 O'O/OTRIO OR.. SVITI 100. MADI508. 11 SHIP). ran SAFE7Y PRACTICES PRIOR TO ►ER►OANING TRESS FUNCTIONS. alt[SS OTNERNISt INDICATED, TOP CHORD SHALL RATE PROPERLY ATTACHED STAOCTORAL PANELS, BOTTOM CHORD SMALL RATE A PAOPEALT ATTACRED RIGID CEILING. -*IMPORTANT— ►URNISN A COPT Of TRIS DESIGN TO TRI INSTALLATION CONTRACTOR. ALPINE ERGINItRED PRODUCTS. IAC. SNAIL NOT Of A13PONSIBLE FOR ANY DIVIA7102 FROM THIS DESIGN; AIT FAILURE TO BUILD THE tRUSSES IN C01FaiMANtt NITH TPtI a FABIICATIIO. HANDLING, SHIPPING. INSTALLING AND BRACING Of TROSS(S. THIS DESIGN CONFORMS VITH APPLICABLE PROVISIONS Or NDS (RATIONAL DESIGN SPEC IrICATION PVILISNED BY TN( AMERICAN FOREST AND PAPER ASSOCIATIOA) AND TP1, Atf IN[ CONRECTOAS ARE RAO( Of [OGA ASIR A613 0440 GALT. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO CAC, FACE 0► TANIS. AND UNLESS OTNEAVISE LOCATED ON THIS DESIGN, POSITION CONNICTONS ►[R DRANINOS 160 A -T. THE SIAL ON TNIS GRAVING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING AESlPO:3I01t ITT SOLELY FOR THE TRUSS COMPORERT OES16V SHOV1. THE JUITAOtLITT AND USE O( TRIS 'CONEll 904 ANY PARTICULAR BUILDING IS TME 011PONSIBIl1TY Of THE BUILDING 0kS1GRFit PEN ANSI/TPI 1.1VPS SECTION t. 18 �,eFE 'O .iwr 5 #— a M R4 CA - 1 - - F TC LL 16.0 PSF TC D L 10.0 PSF BC DL 7.0 PSF RC LL 0.0 PSF TOT.LD. 33.0 PSF Scale —.1875"/Ft. REF R427--54740 DATE 04/04100 DRW CAUSR427 00095001 —CA -ENG RDW/ CWC SEON - 10379 D UR .FAC . 1.25 FROM E . D SPACING 24. D" - F.ELI0313-FOSTER Lyle - ISGE] NT -6 MONO/DTC/SGE (1 -PL TOP CHORD 2x4 OF -L #1 ; BOT CHORD 2x4 OF -L #168et. WEBS 2x4 OF -L Standard :W2 2x4 DF -L #1:) J C-')-IPLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. LEFT END VERTICAL MAY NOT BE EXPOSED TO WIND PRESSURE. 110 PSF BC LIVE LOAD PER UBC. rn Ca v 7-1-10 A I 0 933 z C-13 z W4Av� R-1141 W-3" THIS DWG PREPARED FROM COMPUTER INPUT (LOADS S DIMENSIONS) SUBMITTED BY TRUSS MFR. SEE DWG GBLLETIN0699 FOR MORE REQUIREMENTS. (A) SCAB BRACE. 80% LENGTH OF WEB MEMBER. SAME SIZE, SPECIES 8 GRADE OR BETTER. ATTACH WITH 10d NAILS @ 6' OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR. SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF TRUSSES. SEE 'WARNING' NOTE BELOW. THIS TRUSS IS DESIGNED TO SUPPORT 24" OVERHANG AND SIOING LOAD NOT TO EXCEED 10 PSF TO ONE FACE OF TRUSS ONLY. -14 m 0-0-4-�e-o-o R-1007 W-S.S' 14-2-12 Over 2 Supports L.r"j Note: All Plates Are W1.5X4 Except As Shown. - PLT TYP. Wave TPI -95 R Design Criteria: TPI STD 1 '•WARNING•• TRUSS[$ REO1IAf (ITREME CARE IR FABRICATION. MANDL ING. SHIPPING. INSTALLING ABO BRACING. R(►(R TO 1118.91 (HANDLING INSTALLING AND GRACIRG). PUBLISHED BY TPI (TRUSS PLATE t p INSTITUTE. 597 D'ONOFRIO DR.. SUIT[ 200. MADISON. WI 57119); FOR SAFETY FRACTICES PRIOR TO O PERFORMING THESE FUNCTIONS UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACM(0 O _ STRUCTURAL PARILS. BOTTOM CHORD SHALL RAYL A PROPERLY ATTACHED RIGID CtiL1BG. N -IMPORTANT-- FINNISH A COPY OF THIS DESIGN TO THE INSTALLATIOU CONTRACTOR. ALPINE IIGIREERE0 t PRODUCTS. INC. SRALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY fAILU1E TO ALPINE BUILD THE TRUSSES IN CDIFORMANCE MITI TPI; OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS Of ROS (NATIONAL DESIGN SPEC I FICAiION PULISHEO BY THE AMERICAN fORESi AND PAPER ASSOCIATION) ABO TPI. AIPINE a CORRECTORS ARE MADE OF LOGA ASTM A653 0140 GALE. STEEL. EXCEPT AS NOTED. APPLV CONN[CTAS TO F,1. EACH FACE Of TNNSS. AND UNLESS OTHERWISE.LOCATED ON THIS DESIGN. POSITION CONNECTORS ►EX Q7�I,, DRAWINGS 160 A•1. THE SEAL ON TITS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL [161111[1156 ftim Fmgin pr (s, RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SNOW. TJIE SUITABILITY AND USE Of TRIS 90CmN mft.CA 95828 COR PORENT FOR ART PARTICULAR BUILDING IS THE RESPONSIBILITY Of THE BUILDING DESIGNER. PCX ANSI/TPI 1.1995 Swum Z. CA/ -/1/-/-/-/F TC LL 16.0 PSF TC DL 10.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 33.0 PSF OUR.FAC'. 1.25 SPACING 24.0° Scale -.375"/Ft. REF R427--54741 DATE 04/04/00 DRW CAUSR427 00095002 CA -ENG RDW/CNC SEON - 10309 FROM E.D (F.EL10313-FOSTER Lyle - NT -7 SCISS) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS d DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 DF -L #18Bet. CALCULATED HORIZONTAL DEFLECTION IS 0.30` BOT CHORD 2x4•DF-L #1 DUE TO LIVE LOAD AND 0.31' DUE TO DEAD LOAD. WEBS 2x4 DF -L Standard IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC LC-> PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. @ 24.00' OC. BC @ 72.00" OC. p"I DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. ao 10 PSF BC LIVE LOAD PER UBC. rn co 0 z W6X6 im W2.5X4 O W2.5X4 s UU t5� W3X6 s 6 I— 6 F W2.5X4 W2:5X4 0 30-4-3 r=) W6X8= ca W3X10(F2) o J 3 W2.5X4 . W2.5X4 s 3 W3X10(F2) a W1.5X4 (B HS2512 HS2512 s a W1.5X4 IB 8-0-0 w w z Q7 z w w z a 20-0-0 20-0-0 If f -e 40-0-0 Over 2 Supports R-1320 W-5.5' R-1320 W-5.5' Ca PLT TYP. High Stren th Wave TPI -95 R Design Criteria: TPI STD 18 CA - 1 - - F Scale —.1815" Ft. —WARNING •' TRUSSES A[OUIIE EXTREME CARE 11 FABRICATION, HANDLING. SHIPPING. INSTALLING AND BRACING. 1EF14 TO eta -81 (HANDLING INSTALLING AD BRACING). PUBLISHED BY TPI (TRUSS PLATE �'�E TC LL 16.0 PSF REF R427--54743 =1 INSTITUTE. 552 O'0ffOFII0 DR.. TO C= PERFORMING THESE FUNCTIONS. UNLESS 7OTBERYISE INDICATED. TOP E 200. MADISON. of ICHORD FSHALL WEoo SAFETY PPAOPERLT ATTRACTICES ACHED TC DL 10.0 PSF DATE 04/04/00 O STRUCTURAL PAN[ lS. BOTTOM CHORD SRAM RAPE A PNOPERLY A7 TAC6IO.Il DID CEILING. � N '-IMPORTANT-- TVRNISH A COPT Of TRIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED 4 BC DL 7. D PSF DRW CAUSR427 00095004 PRODUCTS. INC. WLAI NOT BE NESPOOSIOLE FOR ANY DEVIATION ►NOM THIS DESIGN; All FAILURE TO d: BUILD THE TRUSSES IN CaRr"MAHCE MITI 1P1; OR FAOIICATINO. NADLING. SHIPPING, INSTALLING AID A L P I N E BRACING OF TAOSSES. THIS DESiGa CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN �o B C L L D . D PSF CA -ENG RDW/CNC SPEC'FICATI*1 PIIIISNED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND 7P1. ALPINE a COANECTORS ARE MADE Of FOGA ASTM A657 U40 GAIN. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS n) TOT. L D . 33.0 PSF SEO N - 10393 CY EACH FAW OF TRUSS, AND UNLESS OTHERNISE . LOCATED ON THIS DESIGN. POSITION CONNECTOR& PEA d CRAVINGS 160 A•1. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING D UR .FAC'. 1.25 FROM E . D E`" �ww'D'" tONPRESIOBENItSOLELY E TfON iIRTfAlT1CULARaU1I01 6OIOTDESIGN IN01. TU IUSE THIS SFtlERESPONSIaII lT1 OF TME BOILDSNODE SIG6[NP[e SaaammtD,CA95828 ANSIfTPI 1 -IPPS SECTION E. SPACING 24.0° (F.ELI0313-FOSTER Lyle - NT -7B CONN SPEC WEBB PROFIL TOP CHORD 2x4 DF -L J1 " BOT -CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard -.r MATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. V .J A O a V� 11 A W a z W2.5X4(A1) W1 -5X4 of W4X4 8 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS A DIMENSI SUBMITTED BY TRUSS MFR. (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE BC @ 48.00" OC DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W5X6 Em W5X8 n W2.5X4 m W2.5X4 a' zW3X6W1.5X4 III 6 W3X8 m W1.5X4 IB W3X4 (Al) E3 10-4-3 +8-0-0 w �4 14-2-12- 1 20-0-0 I 20-0-0 1 ¢ E 40-0-0 Over 3 Supports I R-268 W-5.5' R-1620 W-3.5' R-752 W-5.5" LrA .--r PLT TYP. Wave TPI -95 R Design Criteria: TPI STD 1 CA 1 - - F Scale —.1875'/Ft. i ••WARNING`S TRUSSES REOVIRE EXTREME CARE IN FABRICATION. HANDLING. SNIPPING, INSTALLING AND BRACING. REFER TO HIS -P1 (HANDLING INSIA1.1.196 AND BRACING), PUBLISHED BY TPI (1RV$$ PLATE iNST1TOTE, X07 D'Or0►AIO OR.. '-IT[ 100. MADISON, 6W)NL�A1�Q TC LL 16.0 PSF REF R427--54742 O C= C=) N1 63719), FOR SAFETY PRACTICES PRIOR TO 1(IFOIN AG THESF FUNCTIONS. UNLESS 07MIRVISI INDICATED. TOP CHORD SNAIL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SMALL NAVE A PROPERLY ATTACHED RIGID CEILING. --IMPORTANT-- T C D L 10.0 PSF DATE 04/04/00 cli FUARISN A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE INGINEERED ►60DNCT5. INC SMALL NOT BE RISPONSIBLE FOR ANY DEVIATION FROM THIS OESIGAI ANY FAILURE TO a BC DL 7.0 PSF DRW CAUSR427 00095003 ALPINE Br ILD IN TRUSSES I0 C. RMANCE WI TN TPI; OR FABRICATING, HANDLING. SNIPPING. INSTALLING ANO' BRACING OF TAOSSES. NIS DESIGN CDNFDRNS VITO APPLICABLE PROVISIONS OF NDS (NATIONAL DESION r m BC LL 0.0 PSF CA -ENG ROW/CWC SPICI►IL.ATIOM PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE HAVE rz OF FOGA ASTM A6S3 GRAD 6ALY. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACs FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED 03 THIS DESIGN. POSITION CONNECTORS PER TOT . L D . 33. 0. PSF SE O N - 10413 Q DRAWINGS 160 A-1. 711 SEAL On THIS GRAYING INDIGTES ACCEPTANCE OF PROFESSIONAL ENGENEERIN6DUR A,11C0 Engineered' CONFONERTRESPONSIBILITY SOLELY ECOMPONENTDESIGN - I TRIS FORANYPANTTCOIANBUILDIRO AL .FAC . 1.25 FROM E . D ISTHERESPONSIOILITY OF TME DUILDINGDESIGNER. FIR SNaNDIalto,G19582A AtS"TP1 1.11195 SECTION 2. SPACING 24.0• (FELI0313-FOSTER Lyle NT -13 MONO) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR TOP CHORD 2x6 DF -L SS f BOT CHORD 2x4 DF -L #1 ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. WEBS 2x4 DF -L Standard :WS, W6 2x4 OF L1: IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE BC @ 72.00' OC N PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 210 PSF BC LIVE LOAD PER UBC. RIGHT END VERTICAL MAY NOT BE EXPOSED TO WIND PRESSURE. L17 M C17 CL7 O W4X4 In W2.5X4 9 6 r— W6 W5 H W2.5X4 o - 8-4-4 v T ICa 0 a Q- 2-9-0 w �. 8-9-8 a W04 m 0-0 _w FRI +8 z W1.5X4 0 N2.5X4 = W4X4 s z w w z 1-2-6-0--J L-2 -6-0--J ---11-2-8 Over 2 Supports ---- R-489 W-5.5" R-531 W-3.5" co Q; PLT TYP. Wave TPI IN 95 R Desi n jxqCriterPPIria: TPI STD I •ISTALLING AND BR CINSN6 NEF(l TO 410.61 — TRUSSES I (HANDLIN19 G INSTALLING AND BRACISS). PUBLISHED 87 TPI I (TRUSS PLATE C� INSTITUTE, $07 0'01101`110 DR.. SUITE 100. MADISON, NI $]119). FOR SAFETY PRACTICES PRIOR TO PERFORMINGTHESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL NAVE PROPIRLY ATTACHED nl � STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLV ATTCSED RIOID CEILIAG ••IMPORTANT" FURNISH A COPY OF THIS DESIST TO TBE INSTALLATION COMTtACTOR. ALPINE ENGINEER PRODUCTS, INC. SNAIL NOT OE RESPONSIBLE FOR ANY. DEVIATION FROM THIS DESIGN; ANT FAILURE ALPINE BUILD THE 7BUSSE3 11 CONFORMANCE VITA TPI; OR FABRICATING. BAIDLIN6. SN IPPIY6, IISTALLIN. 0 MARC18, OF T1OSSES. T815 DES CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DES ISHE CONNECTORS IARE PRACE OFD2O9ABY TASTH A553 914ORSALI. STEELEST AND .NEXCEPT IASIOOTED.O TAPPLTACONNECTORS TO EACH FACE OF TANIS. AND UNLESS OTREANISE LOCATED ON TNIS DES16Y. POSITION CO4MECTORS PEI THEJI RESPONSIBILITY SOLELY FORS TRUSSICOMPO ENT D(SIGNEAL ON THS DRANINGTES SHOVA.ACCTIM SVITABILITVONAL AND USE ENGIOP ETM A ' E' COMPONENT FOR ANY PARTICULAR BUILDIRO IS TVE RESPONSIBILITY OF THE BUILDING OES161E11, PER if ANSI/TPI 1.1995 SECTION E. ,D%P TC LL 16.0 PSF TC DL 10.0 PSF (c Boo BC DL 7.0 PSF BC LL 0.0 PSF 31 2000 * TOT.LD. 33.0 PSF 20D ,fir' DUR.FAC. 1.25 SPACING 24.0" Scale —.250/Ft. REF R427--51214 DATE 03/31/00 DR W CAUSR427 00092001 CA -ENG AEB/GWH SEQN - 10021 FROM E.D (F.ELI0313-F0STER Lyle - CSGE3 NT -15 MONO TOP eCHORD 2x4 -DF -L i1 BOT.CHORD 2x4 OF -L $1 WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. SEE DWG GBLLETIN0699 FOR MORE REQUIREMENTS. IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE BC @ 48.00" OC c�THIS TRUSS 1S DESIGNED TO SUPPORT 24" OVERHANG AND SIDING DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. (LOAD NOT TO EXCEED 10 PSF TO ONE FACE OF TRUSS ONLY. (K) 2x4 SPF 1650f -1.5E FULL BLOCK. ATTACH BLOCK TO THE � 4T0P CHORD WITH W2X4 ALPINE PLATES @ 24"oc. THROUGHOUT PLUS HEEL PLATES AS SHOWN. 0 15 W1.5X4 nl W1.5X4 III )W1 .5X4 v W3X5 (KT T C=) W3X5 � 3X5 = 1-11-12 1-11-12 a 3r— `�'-A-8-0-0 ca W1.5X4 Iu w rx Tw*T� W2. 5X4 = z w z o. L-2 - 6 - O—� ¢ �F 7-10-0 Over 2'Supports I R-762 W-5.5" � R-534 co PLT TYP. Wave TPI -95 R Design Criteria: TPI(STD 1 CA/ -/I/ -/-/-IF Scale —.375"/Ft. "YARNING•" TRUSSES REOUTAE ENTILE14E CARE IN FABRICATION, HANDLING. SNIPPING. INSTALLING ARO ( BNCING. R[/E1 TO 110•91 (RARDLING IRS7ALLI1IG AND BRACING). PUBLISHED BY TPI (TRUSS PLATE �p,SfFES SIp, TC LL 20.0 PSF REF R427--54744 4,= INSI1%h. SH3 AO'ORO►RIO DR., SUITE EDD, MADISON, WI 53719). FOR SAFETY PRACTICES PRIOR TO 4= PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL NATE PROPERLY ATTACHED �'' TC DL 10.0 PSF DATE 04/04/00 O S14UCTOIAL PANELS, BOTTOM CNOHD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. N -"IMPORTANT-" FURNISH A COPT OF THIS DESIGN TO 15E INSTALLATION CORTRACTOR. ALPINE ENGINEERED 4 BC DL 10.0 PSF DRW CAUSR427 00095006 PRODUCTS, INC. SHALL 007 BE RESPONSIBLE FOR ANY DIT14TION FROM THIS DESIGN; All FAILURE TD !� BUILD THE TRUSSES IA CONFOINARCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING AND A L PINE BRACIM6 0► TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROYISIONS OF IDS (NATIONAL DESIGN BC LL 0.0 PSF CA -ENG RDW/ CWC a CONNECTORSSPECIFICATION AREP"at OF020GABY TAtIN A6533 GRNO GALT.ARE ICAM FOREST STEEL. EASEOTIASINOTED. AND TPI. ALPINE APPLY CONNECTORS TO * TOT . L D . 4 0.0 PSF SEON - 10256 Q.. EACH FACE OF TRU55. AND UNLESS OTHERWISE LOCATED OW THIS DESIGN. POSITION CONNECTORS PER C ¢ DRAWINGS 160 A -I. THE SIAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING ' D UR . FAC. 1.25 F ROM E . D I A1;.0 RISPOHSIOIIITT SOLELY FOR THE TRUSS CUIIPONERT DESIGN SHOWN. THE SUITABILITY AID USE OF THIS [_.•its $8a1o11Pa� CA 95829 ANS IDT/IT Ir1995WSECTOI PDTARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER -" SPACING 24. 0 " LI0313-FOSTER Lyle - NT -16 TOP CHORD 2x4 OF -L #14 BOT CHORD -2x4 -DF --L #I— WEBS 2x4 OF -L Standard ,—'PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. n; Cr C— Ca 0 H v ra 0 a n.. A w C3 C-3 w z c.5 z w w z F3. I co Ln 1 O THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE BC m 48.00" OC DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. W2X4(A1) a �2-6-0 7-9-0 tl4 4-5-12 X1-4-4iJ iLr `-- - 12-3-12 Over 3 Supportsall R-492 W-5.5" - - -" `R-460 R-190 W-1.5" YP. Nave C==) O N ALPINE a n, d 1 Saam eenlo, CA 95 28 5�_ Design Criteria: TPI(STO "WARNING" TRUSSES REQUIRE EITREME CME IN FABRICATION, HANDLING, SNIPPING, INSTALLING AND BRACING. REFER TO NID•91 (HANDLING INSTALLING AGO BRACING). PUBLISHED HY TPI (TRUSS PLATE INSTITUTE, 593 D-ONOFIIO OR , SUITE 200, MADISON, WE 53719). FOl SAFETY PRACTICES /1101 TO FEIfORNIRG THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL RAVE PROPEAII ATTACHEO STRUCTURAL PANELS. BOTTOM CHORD SMALL BATE A PROPERLY ATTACHED RIGID CEILING. ;IMPORTANT— FUR RIS" A COPT OF THIS DESIGN TO THE INSTALLA710A CONTRACTOR. ALPINE ENGINEERED RODVCTS, INC. SHALL HOT at RE OHS IBIE FOR ABT DEVIATION FROM THIS DESIGN: ANY FAILURE TO B/ILD THE TRUSSES IN COMfOINANCE WI TB IF Ol FABRICATING. HANDLING, SHIPPING, INSTALLING AND BRACING Of TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIE ICAT10N PURL ISUED BT TME ANERICAN FOREST AND PAPER ASSOCIATION) AND TPI ALPINE Coll ICTORS ME MADE OF 20GA AS TN A6S3 GR40 GALT STEEL, LICEPT AS NOTED. APPLY CONNECTORS TO EACH FACE Of TRUSS, AND OIL(SS OTHERWISE LOCATED 00 THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 A-E. TRE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROfESSIORAL ENGIBEERING RESPONSIBILITY SOLELY.F01 THE TRUSS CONPOREBT OCSIGH SHDWR. TME SUITABILITY AND USE OF THIS COMIONENT FD0. ANY PARTICULAR BUILDING 15 THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER AN SLIT 01 1.1995 SECTION 2. 0-3-10 *11-0-13 +8-0-0 CA/ -/1/-/-/-/F TC LL 20.0 PSF TC DL 10.0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT.LD. 40.0 PSF DUR.FAC.. 1.25 SPACING 24.0" 3-8-14 Scale =.375°/Ft. REF R427--54745 DATE 04/04/00 DRW CAUSR427 00095007 CA -ENG RDW/CWC SEAN - 10280 FROM E.D W� gi JI -ij I0313 -FOSTER Lyle - NT -5D BN/COMN [4'1 -FTC] 3.6K DR TOP^CHORD-2x4'DF-L $1 BOT.CHORD 2X4.DF-L #IL WEBS 2x4 OF -L Standard (PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. CL:10 PSF BC LIVE LOAD PER UBC. TRUSS TRANSFERS 98.00 PLF ALONG TOP CHORD - THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND C— CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. Ca 0 W 5 X 4 W3X6 a W2.5X4 9 6 r e-+ (A) A O Sze. Ta.. w u w W3X8 81 E9 141.5X4 IA 143X6 a fl z ( ) W4X4o THIS DWG PREPARED FROM COMPUTER INPUT )S & DIMENSIONS) SUBMITTED BY TRUSS MFR. NEGATIVE REACTIONS (11 -1137f MAX, SEE BELOW) REQUIRE UPLIFT CONNECTIONS CONTINUOUS TO FOUNDATION OR OFFSETTING DEAD LOAD. •* THE MAXIMUM HORIZONTAL REACTION IS 3843.23# •+ (A) SCAB BRACE. 80% LENGTH OF WEB MEMBER. SAME SIZE; ,SPECIES 9 GRADE OR BETTER. ATTACH WITH 10d NAILS @ 6" OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC @ 24.00' OC W2.5X4 m 142.5X4 a W2.5X4 s z w ' WSX10 EM WJX1U Ee WgA4 io W3X6 Ea W1.5X4 In W3X8 (81) Ee w I� 14-2-12 _I L� 17-10-12 I 4-2-8 1 17-10-12 I 1 I R-1426/-1137 W-5.5' 40-0-0 Over 3 Supports Rh -3843/-3843R-1593 W-3:5• h-3843/-3843 PLT TYP. Wave TPI -95 R Desi n Crlterta: TPI S 'YMNIN6'• TRUSSES REQUIRE EXTREME CAR( IN FASALCATION. WAMD1 ING. SHIPPING, INSTALLING AND i BRACING. REFER TO MIB -91 (HANDLING INSTALLING AND BNACINB). PUBLISHED By ITT (TRUSS PLATE C=3 1457ITM. SBS 0.010FAI0 at.. SPITE X00, MADISON. NI 5019). FOR SAFETI PRACTICES PREOR TO C=� PERFORMING TBISE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL NATE PROPERLY ATTACHED C= STGUCTNRAL PANELS, BOTTOM CHORD SNAIL RATE A PAOPERLY ATTACHED RIGID CEILING. CV "IMPORTANT— FURNISH A COPY Of TSI$ DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SRAL/ MOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: AIT FAILURE TO �i BUILD THE TRUSSES 11 CONFOAMAACE WITH TPI: OR FABRICATING. RANKING. SHIPPING. INSTALLING AND A L PINE BRACING Of TRUSS($. THIS DESIGN CONFORMS WITH APPLICABLE PROYISTONS OF VDS (RATIONAL DESIGN SPECIFICATION PNBLISNED BY THE AMERICAN FORt$T AND PAPER ASSOCIATIOV) AND TPI. ALPINE CONNECTORS ARE MADE OF FOGA ASTR A6$3 9440 GALT. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO P.. EACR FACE Of nOSS. AND UNLESS OTIERVISE LOCATED ON THIS DESIGN. POSITION CONVECTORS PER Q ORAWIMOS 160 A-1. THE SIAL OV THIS CRANING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING AIpIoo Ea. ��p•,.w,,� R[LONSIB LI LTi SORELY FOR THE TRUSS COtlPONENT DESIGN SHOWN. THE jUITM EI LTY AND USE. OE THIS l:A 9 5ne •COMPONENT FOR ANY PARTICULAA BUILDING IS YVE RESPONSIBIl1TY UI TME BIIIIDIN6 OlSICNII. PER ANSI/TPI 1.399% SECTION I. +8-0-0 R-1172/-389 W-5.5 TC LL 16.0 PSF TC DL 10.0 PSF BC DL 7.0 PSF SC LL 0.0 PSF TOT. LD. 33.0 PSF DUR.FAC. 1.25 "SPACING 24.0" 9-3-9 Scale -.1875-/Ft REF R427--54740 DATE 04/04/00 DRW CAUSR427 00095001 CA -ENG RDW/CWC NEON - 10379 FROM E.D (F.ELI0313-FOSTER Lyle_- (SGE] NT -6 MONO/DTC/SGE (I -PLY]) THIS OWG PREPARED FROM COMPUTER INPUT (LOADS b DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 DF -L �168et: L #1 BOT -CHORD -2x4 DF - SEE OWG.GBLLETIN0699 FOR MORE REQUIREMENTS. WEBS 2x4 DF -L Standard .:W2 2x4 DF -L #1: I (A) SCAB BRACE. 80% LENGTH OF WEB MEMBER. SAME SIZE, PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. SPECIES 8 GRADE OR BETTER. ATTACH WITH 10d NAILS @ 6. OC. cti LEFT END VERTICAL MAY NOT BE. EXPOSED TO WINO PRESSURE. - DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. Q; WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION no 10 PSF BC LIVE LOAD PER UBC. CONTRACTOR. SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF TRUSSES. SEE •WARNING' NOTE C.9=) rn oo BELOW. 0 z THIS TRUSS IS DESIGNED TO SUPPORT 24" OVERHANG AND SIDING LOAD NOT TO EXCEED 10 PSF TO ONE FACE OF TRUSS ONLY. v 7-1-10 � I A 0 a Iy z F—T W z W4A%e N1. a He 0-0-4 -7-a-o-o n-1141 n -s- R-1007 W-5.5• fLa 14-2-12 Over 2 -Supports Note: All Plates Are W1.5X4 Except As Shown. PLT TYP. Wave TPI -95 R Design Criteria: TPI STD 1 CA - 1 - - F C=D ••MARNIN6•` TRUSSES REGIME (ITREME CARE IN FAIRICATION. HANDLING, SHIPPING. INSTALLING ANO .:ACING. RIFER TO 1011.91 (NMDLIRG INSTALLING A. BRACING). PUBLISOED BY TPI "ROSS PLATE INSTITtfI[, SOS D'ONOf210 011.. SUITE 700, MADISON. 53719), lllyyy��_ ��ES TC LL 16.0 PSF C=31 C=:0 N1 fOA SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS UNLESS OTHERIISE INDICTED. TOP CHORD SMALL HAVE PROPERLY ATTACKED STRUCTURAL (ARILS. BOTTOM CHORD SMALL RAT[ A PROPERLY ATTACHED RIGID C[ILIN6. ••IMPORTANT•• TC DL 10.0 PSF CV FIRNISW A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE fNSINEEREO PRODUCTS. INC. SMALL NOT .1 NESPOCE N$11 LE FOR ANY DEVIATIDI FROM THIS DESIGN: ANY FAILURE TO 4 IO B C DL 7.0 PSF A L P I N E CD SHIPPING. TFI: DR FABRICATING. 4ANDLING. INSTALLING HT.rHIESIGN BRACINGOFTRUSSESI S DICONFORMS VIVO APPLICABLE PROVISIONS Of RDS(NATIONALDES GN 1- BC LL 0.0 PSF SPECIFICATION PIRLISHEO BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. AI►IRE CONNECTORS ra CA- All WE Of E06A ASTM A553 9240 .ALF. STEEL. [ICE►T AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRIES. AND UNLESS OTRINIISE LOCATED Ol THIS 015141. POSITION CONQICTOQS HA TOT . L D . 33.0 PSF Q flim Fm�ENI � SRanmealo,CA95828 CRAVINGS 160 A•1. THE SEAL OB THIS DAAMf2G INDICATES ACCEPTANCE OF PROFESSIONAL EICIREERIN6 COHPOR[NiRESPONSIB1fOR ANTLITY LIAti1CUlMELY FOR [.U(LDINGUSS OISOTN[TlIS/ONSIBILIIf 0! THE BUILDIN6DESIGN SHOVN. TIE 1TV GIERno S(Por TRIS ANil SUIPI 1.1995 TICrIDN 1. OUR. FAC", 1.25 SPACING 24.0° Scale -.375"/Ft. REF R427--54741 DATE 04/04/00 DR W CAUSR427 00095002 CA -ENG RDW/CWC SEON - 10309 FROM E.0 F.EL10313-FOSTER Lyle - NT -7 SCISS) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP -CHORD 2x4 DF -L #198et: BOT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard Lr-).' PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. n-: w rn c cn 0 z v A O tx W3X1O(F2 A w a w w z CALCULATED HORIZONTAL DEFLECTION IS 0.30` DUE TO LIVE LOAD AND 0.31' DUE TO DEAD LOAD. IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC @ 24.00' OC, BC @ 72.00" OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W6X6 --2 w z 20-0-0 20-0-0 20 jE 40-0-0 Over 2 Supports 9. R-1320 W-5.5' LO (F2) a +8-0-0 10-4-3 R-1320 W-5.5' Ca PLT TYP. High Stren th.Wave TPI -91 R Desi n Criteria: TPI STD 18 CA - 1 - - - F Scale —.1875'/Ft. j----. *'WARNING-• TRUSSES REG , EITREMI CARE II FABRICATION. MAIFJHI, SMIPPIHG. I84TAL11N0 AND BRACING. BtfIR TO 816.91 (HANDLING INSTALLING AMD BRACING). PUBLISHED BY TPI (TRUSS PLATE �,QiES.S/QTC LL 16.0 PSF REF R427--54743 O INSTITUTE. 565 D•Oe0F110 DR., SUITE too. MADISON, Y/ SA19). FOR SAFETY PRACTICES PRIOR TO O IERF Him THESE FUNCTIONS. 011ISS 07SERNISE INDICATED, TOP CHORD SMALL HAVE PROPERLY ATTACHED TC DL 10.0 PSF DATE 04/04/00 C=3STRUCTORAL PARAS. BOTTOM CHORD SMALL HAVE A PROPERLY ATTACHED RIGID CEILING. A N ..IMPORTANT-- FURBISH A COPT OF »1S DESIGN TO 711 INSTALLATION CONTRACTOR. ALPINE ENGINEERED 4 BC DL 7.0 PSF DRW CAUSR427 00095004 PRODOCIi, IRC. SRAM BOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD TRE TRUSSIS E1 COMFOAHAUCE YI TI TPI; 0R FAORICAT190. HANDLING, SHIPPING. INSTALLING AND ALPINE BRACING OF TROSSIS. TRIS DEStGe COIFORNS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN a BC LL 0.0 PSF CA -ENG RDW/CWC fPECIf KATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF LOCA ASTM A051 U40 alt Y. STEEL, EXCEPT AS NOTED. APPLY CONNECTOR& TO TOT. L D . 33.0 PSF SON - 10393 F1.• - EACH FACE Of TRUSS, AND UNLESS OTHER11St TOUTED 01 THIS DESIGN, POSITION CONNECTOAS PER C . � p. y .., ONANIns 160 A-1. THE SEAL 01 THIS GRAYING 1NOIGTfS ACCEPTANCE OF PROFESSIONAL ENGINEERING pUR .FAC . 1.25 FROM E , D `Wm p"����� `•""""'' COMPOREgInck I T110A YANTLELY FOR PARTICULAR BUILDING COMPONENT RESPONS16ILITY Of THE UILDINGSUITABILITY DESIGNER. PER THIS wM�PJImIV, CA 95828 ANSI 1TPJ 1.1995 SECTION t. SPACING 24.0" F.ELI0313-FOSTER Lyle - NT -78 COMN SPEC WEBB PROFILE) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS A DIMENSIONSI SHRHITTFO RY TRHSS MFR_ TOP CHORD 2x4 DF -L $1 BOT -CHORD 2x4 OF -L #1 WEBS 2x4 DF -L Standard d MATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE.7.3.3. Y1.I W rn L: cc 0 A w a zwt. Sz4IA.L1 WHY (A) CONTINUOUS LATERAL BRACING EOUALLY SPACED ON MEMBER. IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE BC @ 48.00" OC DEFLECTION MEETS L1240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W5X6 - 111.7A4 MI NQAA) E3 . W5X8 o HZ.5X4 m W3X8 ;a I W1. 5X4 19 W3z4 (A 1) :s 10-4-3 8-0-0 w �� 14-2-12 awl z L 20-0-0 I 20-0-0 1 d E 40-0-0 Over 3 Supports I R-268 W-5.5' R-1620 W-3.5' R-752 N-5.5' lrs PLT TYP. Wave TPI -95 R Design Criteria: TPI(STD 1 CA 1 - - - F Scale —.1875"/Ft. `WARN IRACINGIG•• TRUSSES REOUI4E ESTREM[ CIE IN ►ABRICATLON,. HANDLING. SHIPPING. TP, IRsruLIIC E TC LL 16.0 PSF REF R427--54142 i BRACING. REFER TO M[B•91 (HA17Dl LNG IN31AL1196 AND BNAC iD6), PUBLISHED BY TPI (7a0SS HATE O INSTITNtE. SBS DFUNCTION D0.., SUITEUNLESS 200. MADISON. IC Y1 5]719). FOR SAFETY PRACTICES PRIOR TAC TO T C D L 10.0 P S F DATE 04/04100 O IERfatN1MG THESE FUNCTIONS. UNI FSS O7M[RYISf INDICATED. TOP CHORD SHAH HAVE PLOP EOtT ATTACHED STROCTURAL PMELS, BOTTOM CHORD SHALL RATE A PROPERLY ATTACHED RIGID CEILING. cv ••IMPORTAMT-• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE INGIIECRED 4 Al BC DL 7.0 PSF DRW CAUSR427 0009SO03 iaODNCTS. INC SHALL NOT BE RESPONSIBLE ►OR ANY 0191ATION FROM THIS DESIGN: MY FAllrtE TD Y ALPINE NNIID TILE TR0SSE5 It cGATORMANCE WITH TP): 0a FABRICATING. HANDLING. SHIPPING. INSTALLING MO r BRACtri 0► TRUSSES. TNI S OESIGR CONFORMS CITI APPLICABLE PROVISIONS OF NDS (NATIONAL DISIGR 8C LL 0.0 PSF CA -ENG RDW/ CWC SPEcIr Of PUBLISMID BY TMF AMERICAN FOREST AND PAPER ASSOCIA1103) AND TPI, ALPINE * *TOT.LD. 33.0. PSF SEON - 10413 a CONNECTORS ME MADE Of FOGA ASTM A653 GRAD SALT. STEEL. EXCEPT AS BOTED. APPLY CONNECTORS TO LAG FACE OF MUSS, AND UNLESS OTHERYISI LOCATED ON THIS DESIGN, POSITION CONNECTORS PER. AL Q �.,,,T,��. DRAYIN61 160 A•I, III SEAL 01 TNIS DRMIRG INDICATES ACCEPTMCE OF I001E1S1ORAL ENGINEERING DUR.FAC. 1.25 FROM E.D i�11C0 1p a.93 n IIID. COMPONENTSIREFORYANTLPANTTCULARtY FOR ETRUSS BUILDIRO IS TNETDESIGN RESPONSIBILITY OF TME BUILDINGITY Alto OESIWERSFPE0. THIS SBaBmraM 9SR28 ANSIITPI 1.1995 SECTION 2. SPACING 24.0' (FELI0313-FOSTER Lyle - NT -13 TOP CHORD 2x6 DF• -L SS BOT CHORD 2x4 DF -L #1" WEBS 2x4 OF -L Standard W5, W6 2x4 DF -L #1: civ PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. IPSF BC LIVE LOAD PER UBC. LA7 c--. cn co 0 H V A 0 T p- 2-9-0 o w Ix w w z 411.5X4 M z w . I I+2.5X4 m W4X4's w z L'2 -6-0--J L-2-6-0- J Le 11-2-8 Over 2 Supports-=--� R-489 W-5.5" THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONSI SURNITTFII Rv TPIICc L1cD ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE BC 0 12.00" OC DEFLECTION MEETS L1240.00 LIVE AND L/180.00 TOTAL LOAD. RIGHT END VERTICAL MAY NOT BE EXPOSED TO WIND PRESSURE. 8-4-4 8-9-B 8-0-0 R-531 W-3.5" ca o; PLT TYP• Wave TPI -95 R Desi C�' •N6-II E3iE in A ACriteria TPI $RCINGNE►CIBSHIPPINGINSTALLING All ORIALINEMD DNACINC) PUBLISHED IP TPI PLATEINSTITWTE, SRS Ore10(., SO"[ 200. MADISON- WE S3719), FOR SANITY PRACTICES PRIOR TO C� ►[tfOlNIN6 THE S[ ►IIC11O41. UNLESS OTICRWLSE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACKED C� CV STRUCTURAL PANELS, aOTTDH CROAD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING "IMPORTANT— FUNIISN A COPY OF THIS DESIGN TO TRE IISTALlAT1ON CONTRACTOA. ALPINE ENGINEER PRODUCTS, INC. SIAM BOT HE 111.11SIOLE fOt MY DEVIATION FROM THIS Dt5[St: AST fA(lORE C-7 BUILD THE TIUSfff tI CONFORMANCE UITN TPI: OA FMRICATIIG, HANDLING, SBIPPII6, INSTALL [18 ALPINE OT.. DF nNSSI S. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS at IMS (RATIONAL DES a CONNECTORS IAt(PRAO, orO2O9ATHE ASIR AEP GRADFOREST GALPAND STEEL. EXCEPTIASINOTED.AND TPI. APPLY CONNECTORS TO CACR FACE OF T419t. AND OILESS OTNERWIff LOCATED OR TRI$ DESIGN. POSITION CONNECTORS PEI p�,,;,.� DRAWINGS 160 A-E. THE SEAL ON TRIS OWING INDICATES ACCEPTANCE Of PROFESSIONAL ENGINEERING $ZEM� �• lES9OLSIBILITT SOICLY FOR THE TRUSS COHPOIINT DESIGN INOWI. THE SUITAa1L1T► AND USE Of THIS i r 93Cg COMPONENT FOR ANY PARTICULAR alltLDING IS TUC IESPONSINILtTY OF THE allILDING DESIGNER, PCC ARS1/TPI 1.1995 LECTION R. .0 W, y TC LL 16.0 PSF TC DL 10.0 PSF C eoo BC DL 7.0 PSF BC LL 0.0 PSF r 31 2000 * TOT.LD. 33.0 PSF OF DUR.FAC. 1.25 SPACING 24.0" Scale-.25'/Ft. REF R427--51214 DATE 03/31/00 DR W CAUSR427 00091001 CA -ENG AEB/GWH SEAN - 10027 FROM E.D (F.ELI0313-FOSTER Lyle [SGE] NT -15 MONO TOP CHORD 2x4 DF -L #1 i BOT CHORD -2x4 -DF -7.L _f1 WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. THIS DWG PREPARED FROM COMPUTER INPUT (LOADS $ DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. SEE DWG GBLLETIN0699 FOR MORE REQUIREMENTS. IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE BC ® 48.00" OC p,; THIS TRUSS IS DESIGNED TO SUPPORT 24' OVERHANG AND SIDING DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. (LOAD NOT TO EXCEED 10 PSF TO ONE FACE OF TRUSS ONLY. C'3') -(K) 2x4 SPF 1650f -1.5E FULL BLOCK. ATTACH BLOCK TO THE c-- TOP CHORD WITH W2X4 ALPINE PLATES @ 24"Oc. THROUGHOUT `D PLUS HEEL PLATES AS SHOWN. o I W1.5X4 III W1.5X4 III W1.5X4T v 143X5= (K) o W3X5 � 3X5 = 1-11-12 1-11-12 a 3r— �' 8-0-0 T A w W1.5X4 III rx w W2.5X4 = z w z N% L-4-2 - 6 - 0� ¢ �E 7-10-0 Over 2 Supports I R-762 Wa5.5" R-534 cn A1'7 PLT TYP. Wave TPI -95 R Design Criteria: TPI STD 1 LIU CA - 1 - - F Scale —.375"/Ft. "WARNING- TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SNIPPING. INSTALLING AND BRACING. REFER TO 818•91 (RANDLING INSTALLING AND BRACING). PUBLISMED Br TPI (TRUSS PLATE YESSfQ, TC L L 20.0 PSF REF R427--54744 C=D IN TO T[. SBS D'ORO►q10 OR., SUITE 200, NA01301, NI 53219). POR SAFE TT PRACTICES PRIOR TO p PERIORMING TRESE FUICTIORS. OILE55 0 HERWISC INDICATED, TOP CHORD SRALL MATE PROPERLY ATTACHED �'' TC DL 10.0 P S F DATE 04/04/00 O STRUCTURAL PANELS. BOTTOM CNORD SMALL VAVE A PROPERLY ATTACKED RIGID CEILING. N ••IMPORTANT" FURNISH A COPT OF THIS DESIGN TO INE INSTALLATION CONTRACTOR. ALPINE ENGINEERED O4 BC DL 10.0 PSF DRW CAUSR427 00095006 PRODUCTS, INC. SHALL R01 BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFOINAICE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND ZA L P I N E BRACING O2 iRUSSES. THIS Dime C0HloRNS WITH APPLICABLE PROVISIONS or NOS (NATIONAL DESIGN S BC L L 0.0 PSF CA -ENG RDW/CWC SPECIFICATION PUBLISMED BY THE AMI ICAN FOREST ANO PAPER ASSOCIATION) AND TPI. ALPINE ax CONNECTORS ARE MADE OF 20SA ASTM A65D 9440 GALT. STEEL. INCEPT AS AOTIO. APPLY CONNECTORS TO TOT . L D . 4 0.0 PSF S E QN - 10256 R". EACH FACE OF TRUSS. AND UNLESS OTBEAMISF LOCATED ON THIS DESIGN, POSITION CONNECTORS PER C —c DRAWINGS IGD A"2. THE SEAL OR TNIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING D UR .FAC : 1.25 F ROM E . D IP'= p....: '� RFSPONSIBI LITT SOI LIT F00. TO I. CUMPOHEtli DESIGN SHOWN. THE BUILDING lOE AND USE OF THIS -''�Saczfm)Y' CA 95929 ANSI/TPI11-1995NSECTIONC2l AR BUILDING 15 TIE RESPONSIBILITY OF THE NUIL01N6 DESIQRU• PER SPACING 24.0' (F.ELI0313-FOSTER Lyle - NT -16 MONO TOP CHORD 2x4 DF -L #1 BOT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard C—IPLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. o: CT C— CC) C= V A.`1 O tx a A W tx w W2X4 (A1) to z THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE BC m 48.00" OC DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. W . z FZ.. L--2-6-0 7-9-0 1�---4-5-12 + J -G; 1-4.4;.J 12-3-12 Over 3 Supports all R-492 W-5.5° R-460 R-190 W-1.5° ca LA ~ PLT TYP. Nave TPI -95 R Design Criteria: TPI STD 1 —WARNING'• TRUSSES REQUIRE EITRENE CARE IN FABRICATION. HANDLING. SNIPPING, INSTALLING AND BN ACI NG. Rf F11 TO NI8•91 (HANDLING INSTALLING ADD BRACING), PUBLISHED BY TPI w[c L�wG/' O (IROS$ PLATE INSTITUTE, 593 D'ONOFRIO DR , SUITE 200, MADISON, WE $7719). FOR SAFETY PRACTICES PRIOR TO �w O ?I ININC THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED 10.0 O STIOCTUAAL PANELS. BOTTOM CHORD SHALL NATE A PROPERLY ATTACHED RIGID CEILING. 8C DL N —IMPORTANT" FURNISH A COPT OF THIS DESIGI TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED 4 BC LL PRODVCTS, INC. SHAH NOT 0[ RESPONSIBLE ION ANT OETIATIOW FROM TRIS DESIGN: ANY FAILURE TO PSF -d' BRILD TRE TRUSSES IN Con GRANGE YITN TPI: Ol FABRICATING. HANDLING, SHIPPING, INSTALLING AND 40.0 ALPINE BRACING OF TAUSSES. TNIS DESIGN CONFORMS Wt TR APPLICABLE PROVISIONS OF MOS (NATIONAL DESIGN DUR.FAC.. 1,25 SP[CTFICATION PURL ISOED BT THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI ALPIRE FROM E.D. lm . CONNECTORS ARE HAD[ OF 2OOA ASTM A6S2 GRID OALV STEEL, INCEPT AS NOTED. APPLY CONNECTORS TO LI.. [ACI FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS F[A d DRAWINGS 100 A-E. TNI SEAL 03 THIS ORANING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING I .*c.EnEW1 Products Ino Sacr mmtq CA 95828 RESPONSIBILITY SOLELT.FDI.TXE TRUSS COWPONEBT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULA0. BUILDING IS THE RESPONSIBILITY OF THE NOILDING DESIGNER, PER AN SIFT VI 1.1995 SECTION 2. M TT �J 0-3-10 +11-0-13 3-8'-14 +8-0-0 CA/ -/11-/-/-/F Scale =.375° Ft. TC LL 20.0 PSF REF R427--54745 TC DL 10.0 PSF DATE 04/04/00 8C DL 10.0 PSF DRW CAUSR427 00095007 BC LL 0.0 PSF CA -ENG RDW/CWC TOT.LD. 40.0 PSF SEON - 10280 DUR.FAC.. 1,25 FROM E.D. SPACING 24.0° M YI -I YI F FOSTFR - T -9A SCI REPAIR TRUSS FOR REVISED PROFILE LrA2EPAIR PROCEDURE ---------------------------------------------------- N 1) SHORE TRUSS TO RESTORE TO PRE -LOADED CONDITION. c.:2) ATTACH TRUSS SECTION TO ONE FACE OF TRUSS. (3) REMOVED INDICATED SECTION OF TRUSS. 0 N L O THIS DWG PREPARED FROM COMPUTER INPUT (LOADS b DIMENSIONS) SUBMITTED BY TRUSS MFR NOTE: SEE DRAWING CAUSR427 99292004 FOR LUMBER, PLATES, AND OTHER DATA NOT SHOWN HERE. AFTER COMPLETION OF REPAIRS, TRUSSES MUST BE INSPECTED BY THE TRUSS MANUFACTURER OR LOCAL BUILDING DEPARTMENT TO ASSURE COMPLIANCE WITH ALPINE DESIGNS AND SPECIFICATIONS, ..tee-. nnr n, •Trn TDIICC e�f`T TflN 'ACED :NT-- . J O W a W W z c.s z� w w z 10 - 2 -12 1 20-0- M O CO T TYP. 52 W -5.5.- R-1561 W-5.5' -38-0-0 Over 3 Support -95Design Criteria: TPI(STD `YAWING'• TRUSSESREQUIRE EXTREME CARE 11 FABRICATION, HANDLING. SHIPPING. INSTALLING AND BBACIMO. REFER TO NIB•91 (HANDLING IISTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITOTt. 503 O'OIOFRIO DR., SUITE 100. MADISON, WE 53719). FOR SAFETY PRACTICES PRIOR TO PEIFORNIIS THESE FUNCTIONS. 111LESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD $BALL HAVE A PROPERLY ATTACRED RIGID CEILING. .IMPORTANT-- fOR11$R A COPY OF THIS DESIGI TO TBE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ART DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD TIE TRUSSES 11 CONFORMANCE WITH TPI: 01 PABAICATIISA ROLING. SHIPPING. INSTALLING AND 111" Of TRUSSES. THIS DESIGN CONFORHS WITH APPIICABLI FROVISIONS OF NOS (IATIDM DESIGN SPECM1.T10N PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS AR( MADE Of 20GA ASTN A65S GRNO GALY. STEEL. EICEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATIO 01 711$ DESIGN, POSITION CONNECTORS PER ORANIRGS.160 A:I. THE SFAL,01 THIS 04AMINS IIDICATt S.ACCl?TA4CE OT PROF, SSIO/AL ENGINEERING 1""I'SIBIl 1 TY SOLELY FOR TIE TRUSS COMPONENT DESIGN SUOMI. iT II SHITASIIITT AND USE OF THIS COMPOIEIT FOR ANT PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING OESIOBER, PER Alit/TPI 14995 SECTION I. _ O O N Ix ALPINE 6 A1ptnC Fygipt� - S IuC. BBtT>rmlato, CA 9 828 9-0- -11- R-835 +10-4-1 r g I V-0-0 1 CA - 1 - - F Scale —.1875° Ft. �QVES ilp, TC LL 16.0 PSF REF R427--62467 TC DL 10.0 PSF DATE 04/11/00 BC DL 7.0 PSF DRW CAUSR427 00102019 BC LL 0.0 PSF CA -ENG AEB/CWC * TOT.LD. 33.0 PSF SEON - 178791 OURJAC. 1..25 FROM E.D �C SPACING 24.0" LYL-LYLE FOSTER - T -9A SCIS REPAIR TRUSS FOR REVISED PROFILE "-;IEPAIR PROCEDURE I ---------------------------------------------------- N 1) SHORE TRUSS TO RESTORE TO PRELOADED CONDITION. c.:2) ATTACH TRUSS SECTION TO ONE FACE OF TRUSS. 13) REMOVED INDICATED SECTION OF TRUSS. 0 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR NOTE: SEE DRAWING CAUSR427 99292004 FOR LUMBER, PLATES, AND OTHER DATA NOT SHOWN HERE. AFTER COMPLETION OF REPAIRS, TRUSSES MUST BE INSPECTED BY THE TRUSS MANUFACTURER OR LOCAL BUILDING DEPARTMENT TO ASSURE COMPLIANCE WITH ALPINE DESIGNS AND SPECIFICATIONS, ' n"e n, A- T .ee CCrTTAU PACED ENT w z 10-2-12- J d c ---A 0 ca O C= C= N cA-. d 52 W=5.5" zu-u-u 20-0-0 R-1561 W-5.5' t -0-0 Over 3Support -v- 13-11-8 '' -11- R-835 TPI STD 1 CA - 1 - - - F Scale —.1875"/Ft. PLT TYP. Wave TPI -95 R Design Criteria: «VARNING-- TRUSSES REQUIRE EXTREME CME IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND TO NIB•91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE FES=IpP� TC LL 16.0 PSF REF R427--62467 OWING. REFER . INSTITOTE. 503 0'010FA[0 on.. SUITE 100, MADISON, VI S3)19). FOR SAFETY PRACTICES PRIOR TO PERFORMING TIES[ FOICTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SMALL HAVE PROPIRLY ATTACHED TC DL 10.0 PSF DATE 04/11/00 STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACRID RIGID CEILING. Gy -'IMPORTANT'FURRIIN A COPY Of THIS DESIGN TO 701 INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 7.0 PSF DRW CAUSR427 00102019 - PRODUCTS, INC. SHALL NOT B[ Rf SIORSIBLE FOR ANY DEVIATION F0.0N THIS DESIGN: All FAILURE TD BUILD THE TRISSES IN CONFORMANCE PITH TPI: OR FABRICATING, NANDLLtl6. SMiPPltl6. IASTAlLIX6 AND r BC LL 0.0 PSF CA -ENG A E B /CWC • A L PINE BMS RACING Of TRUSSES. THIS DISIGA CONFORWI70 APPLICABLE PROVISIONS Of NDS (NATIONAL DESIGN AND 7P]. ALPINE SP IC IFICATION PUBLISHED AT in AMERICAN FOREST AND PAPER ASSOCIATION) C014ECTORS ARE MADE Of TOGA ASTM A653 GRAD GAIV. STEEL, EICIPT AS NOTED. APPLY CONNECTORS TO TOT . LD . 33.0 PSF S E O N - 178791 EACH FACE OF TRUSS, AID UNLESS OTHERWISE LOCATED ON 7115 DESIGN, POSITION COX LECTORS PER �1,, �.,,,,.,..,.�,I Inc, "tiPCENIa S Tlrw� ORIVIRCS.160 A:I. THE SfAL,OI THIS D4AWIXG IAPjCATES_ACCEFTAICE Of PROFESSIONAL INGLREERING RESPONSIBILITY SOLELY FOA TIE TRUSS COMPONENT DESIGN SIOWN. fit SIIITABII ITT AND USE OF THIS C0 POEENT FOR MT PMTICULA0. BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 1. _ C OUR. FAC. 1..25 FROM E . D SPACING 24.0" July 1996 3.2 1 SINGLE FAMILY, DUPLEX AND MISCELLANEOUS ONLY: OWNER: BUILDINGPE MINUMBEP, ` g% -K 02 f PLAN CHECKER: _ A.P. NUMBER GENERAL Y` Ai n:: �; • . _ F ,, i s Zoning requirements: (aide yards and number of permitted living units). . Y. Valuation 3' Plans signed by designer. `1 4'- Proper description of work on application. Existing violations on property. 60 Items on data sheet, (Impact Fees, Environmental Health, Developer Fees, etc.). Recorded notice of violation. PLOT PLAN: 7 t �Y R, Complete parcel size and dimensions. Setbacks, side yards, easements, etc. �! Other buildings or structures. 4 Grading, fills and/or drainage. 1 .N' 60 Flood hazard ;r • Special conditions on creation map (Noise, S.R ire S Water Tender Trees, etc.). ._ F.A.U. 8t F.A.S. road setback ,8'- FLOOR Building or utilities across lot lines (Record form). PLAN: X Complete to scale plan with dimensions. Required windows for light and ventilation (Section 1203). Required windows for second exit (Section 310.4). 4. Skylights (Section 2409 & 2603.7). fl. Glazing in Hazardous Locations (Section 2406). X-' Required room sizes, ceiling heights (Section 310.6). .[� G.F.C.I. in baths, garage, kitchen, wet bar and exterior outlets (N.E.C. 210). Lights, switches, receptacles, and exterior receptacles for maintenance of mechanical equipment. Location of water heaters, heating and cooling equipment, other electrical or gas equipment. Garage firewall, door size and closer (Section 302.4). •Yi Minimum of one 3'0" exterior door (Section 1004.6). ,4��r Fireplace and wood stove location, alcoves and clearance. -T3 Smoke detectors (Section 310.9.1). „Y4. STRUCTURAL Plumbing fixtures, water closet clearances and shower size. DETA&S: 4— Conventional Construction - Unusually Shaped Buildings (Section 2326.5.4). Q Standard bracing orear desi (Section 2326.11.3). i, ht It'S rt_oo ? A' Clerestory requiring balloon framing and/or engineering. A: Three story building requiring engineered calculations and plans. Foundation plan complete enough to construct building. Floor construction details complete enough to construct building. A' Elevations and wall construction details complete enough to construct building. 91. Roof construction details complete enough to construct building. e Rafter ties or bearing ridge beam. 1.0: Fireplace construction details and calc. if necessary. 14. Garage door and/or porch header sizes. 1-1. Stud heights. IT Adobe soils - special foundation design. ,144 Retaining walls requiring design. 1� Special Inspection requirements. le Header size. X Sheetrock nailing inspection required? July 1996 3.2 NSC -1 ANM-( Il is MRdS TO UNK OUT FOR• . Stairway details: landings, rise and nun, head clearance, handrails (Section 1006). !1• :7Uardr811 details (SeCtiOR S09). Brick or stone veneer (Section 1403). Exterior plaster weep aeneeda (Section 2506). Proper roof pitch for roof covering (Section 1501). Roof covering type - (fire hazard)• Foam insulation -.protection. �- A! 36" halls and stairways. ' Ir Living area over garage - complete 1 -hour separation required on garage side including supporting walls and posts. 1k1. Two exits on three - story dwellings (Section 1003). �l Underfloor access and ventilation (Section 2317.7). l Attic access and ventilation (Section 1505). Y� Combustion air for fuel burning appliances - L.P. G. requirements. Noise requirements on duplexes. 14' Energy design- Flashing at all exterior openings. ' C.D.F. responsible area requirements. • r July 1996 3.3 a 1. November 15, 1999 Lyle Foster 14093 Garner Lane Chico, CA. 95973 Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Assessor Parcel Number: 047-320-064 Building Permit Number: 99-1502 This office reviewed and approved the above referenced revised building plans. Please provide the following items: 1) The automatic fire suppression sprinkler system permit must be issued in conjunction with the building permit.'The plans and specifications for the sprinkler system must be designed by a California licensed C-16 contractor and reviewed by the Butte County Building Division. Your complete and clear response will expedite the approval of this project. 2) Balance of Building Permit fees = $43.67. Recorded copy of the Agricultural Acknowledgement Statement. If you wish to discuss any requirements, you may contact me at (530) 538-7541 between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. Sincerely, Glenn Gibbons Plans Examiner November 9, 1999 Butte County Building Division Department of Development Services 7 County Center Drive Oroville, CA 95965-3397 Re: Assessor Parcel Number: 047-320-064 Building Permit Number: 99-1502 Dear Mr. Glenn Gibbons: • This letter is in response to your letter of November 1, 1999. The below numbers correspond to the items addressed in your letter. 1. A fire supression system per NFP standards will be installed. 2. Per Ted Crawford at CDF in Oroville 538-7994 he will wave the water tender fee requirement. 3.a&b Please find the enclosed letter from Frank Glazewski. Please let me know if you have any questions. Sincerely, Lyle Foster � 14093 Garner Lane Chico, CA 95973 530-343-2379 fax 530-343-7477 e-mail: lylefoster@aol.com RtEc V .�; NOV 101999 BUTTE CpUt4_TY N gU1LDMG • November 3, 1999 County of Butte Building Division 7 County Center Drive Oroville, California 95965 Attn: Glenn Gibbons FRANK M. GLAZEWSKI Architect - - 1907 Mangrove Avenue Suite E Chico, California 95926 L .5301343-4630 / 530/894-3422 fax �► !� �,� /�pw,� CU //"Li /va res - ly -7%cone q A4ftu1v6 2 i V" \ Re: Foster residence Permit No. 99-1502 Response to plan check letter dated November 1, 1999. Item 3a Please note that the anchor bolt spacing at this line has been halved to allow the use ofa2xsill. Item 3b Please refer to detail 04/5-2.2. I have specified that double 2 x members will be attached with 16d at 16" o/c. I am also requiring that the plywood edge nailing be staggered to both 2 x members (2 rows of edge nailing). This ensures that the load is transferred to both members. questions, please feel free to contact this office. AR -1 GLAIF�J`F�� :i - Architect -_j � No. C-27410 � Q J'9i� FN 0S OF CP�-� -H E C NOV � SU --E �.. ,, ' ttecounty LAND OF NATURAL WEALTH AND BEAUTY BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: (530) 538-7541 FAX: (530) 538-2140 November 1, 1999 Lyle Foster 14093 Garner Lane Chico, CA. 95973 Assessor Parcel Number: 047-320-064 Building Permit Number: 99-1502 This office reviewed the above referenced revised building plans. Please respond in writing to each comment by creating a response letter. Indicate which detail, specification, or calculation shows the requested information. Your complete and clear responses will expedite the re -check and approval of this project. Provide additional information and/or make revisions to plans, specifications and calculations as follows: 1) An automatic fire suppression sprinkler system must be installed in all residential structures in accordance with the National Fire Protection Association Standard. This is a parcel map requirement and any changes to this map will need to be addressed to Butte County Land Development at 538-7266. 2) Water tender fees in the amount of $200.00 are required prior to the issuance of this building permit. 3) The Butte County Building Division engineer of record has reviewed the structural calculations and has the following questions: a) Line 5 — 2x sill. b) Is there a -nailing schedule for the double 2 x 6 for holdowns? If you wish to discuss any requirements, you may contact me at (530) 538-7541 between the hours of I.00 -p.m. and 4:00 p.m., Monday through Friday. Sincerely, Glenn Gibbons Plans Examiner October 21, 1999 Butte County Building Division Department of Development Services 7 County Center Drive Oroville, CA 95965-3397 Re: Assessor Parcel Number: 047-320-064 Building Permit Number: 99-1502 Dear Mr. Glenn Gibbons: This letter is in response to your letter of August 9, 1999. The below numbers correspond to the items addressed in your letter. 1. Engineered lateral analysis with "wet" stamp in enclosed documentation. 2. Find enclosed revised building plans. 3. I have enclosed pictures showing the fire hydrant at the front of my parcel on Felicidad Lane. I do not feel that a sprinkler system is warranted in my house because of the fire hydrants location. No other new house on this street has had to install a sprinkler system. 4. See drawings. 5. Modified - see plan. 8. I have already paid the school impact fees on 7/6/99 as the enclosed photocopy shows! This paperwork was submitted with the original plans. Other Notes: I believe I was charged a fee for a driveway approach. A driveway approach was put in when the land around this parcel was subdivided. See attached pictures. Please let me know if you have any questions. Sincerely, Q 7`� Lyle Foster 14093 Garner Lane Chico, CA 95973 530-343-2379 fax 530-343-7477 e-mail: lyiefoster@aol.com FRANK M. GLAZEWSKI Archited 1907 Mangrove Avenue Suite E Chico, California 95926 530/3434630. 530/894-3422 fax 0 I October 20, 1999 County of Butte Building Division 7 County Center Drive Oroville, California 95965 Project: Foster residence Felicidad Lane Butte County, California Contractor: Owner -Builder Permit number: 99-1502 Truss manufacturer: Longfellow Lumber Co. Inc., dated thru 10/19/99 Attn: Glenn Gibbons Truss submittal certification letter This letter is to certify that I have reviewed the truss calculations for the above-mentioned project, and find them to be in compliance with the plans and specifications; including, but not limited to, connections, t loads, load path and bearing points, etc. If you hav questions, please feel free to contact this office. ARcy/ GLA jF�TF�A ank Glazewski - Architect No. C•27470 1 08-�` August 9, 1999 Lyle Foster 14093 Garner Lane Chico, CA. 95973 Assessor Parcel Number: 047-320-064 Building Permit Number: 99-1502 BEAUTY DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE • OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: (530) 538-7541 FAX: (530) 538-2140 This office reviewed the above referenced building plans. Please respond in writing to each comment by creating a response letter. Indicate which detail, specification, or calculation shows the requested information. Your complete and clear responses will expedite the re -check and approval of this project. Provide additional information and/or. make revisions to plans, specifications and calculations as follows: 1. Provide a complete lateral analysis by a California licensed architect or registered engineer. Please be sure to include on the resubmittal the engineer's "wet" stamp, signature, registration number and expiration date on all sheets of plans depicting the designed elements and cover sheets of calculations. Provide complete revised building plans with any amendments included in the revised drawings. 3. An automatic fire suppression_ sprinkler system .must be installed in all residential structures in accordance with the National Fire Protection Association Standard. X Indicate the header size and foundation support requirements for truss t=3 at the exterior walk door. 3Electric panel is not allowed to be located inside the clothes closet. .6' Plan review will continue upon receipt of the above items. Additional .items may be required when plan review is resumed. Water tender fees in the amount of $200.00 are required prior to the issuance of this building permit. ,8! Complete and return. the enclosed Butte County Impact fee certification form. If you wish to discuss any requirements, you may contact me at (530) 538-7541 between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. Sincerely, Glenn Gibbons Plans Examiner /Wh( BUILD)UG DIVI A.(1,., +..� t C- - ••.•f eve tb Li^ _ -.j..... ..''....i• _ _ - %-kr• Vrn to Illy AG IIYH.IIIRAL STA OF ACK • 41FIK: _ :Nf 90-53810 —� F R RFs ul.\'f l AI. FIL'Y1'',lA(TIENT Stepan 20-4.1 of the Butte County Cudc trqulrer. this ocYntwle.igement be recardail Prior to iaxinnce of a building permit. 90-0�3At9 Roc Fee 8.00 flu• prpytv., aescrihed berenn is adjacent Check S. 0C I1 -Ind ..t iot-ludt•d within no area zoned Recorded 1•n .1grt.ufior�l purle.xen. and realdtvux Official Records t .,f this t.r.-t-oty raw be anbivi la Ioeon- County of S veni.•nr.es .n .titst..iahKl arising frwm the Butt u.•.c ul •tyri..ilfutul ahemiraiv. Including. Candace J. Grubbs 1 but ant limil441 i.- herbirides. pesticides. Recorder f :and iettifievrs; and from thepursuit $t00att is-Oea-BO t CD l of "Ll ;tuhoral operotlons Inc lading, but not ifaiiPd to cultivation• plwing. xpraywg. in,mtag, nad harvesting which Occasionally generate dust, smoke, noise, nod odor. Butte County hoe estnbliadu.l agrirul- total r.•niea which Mve as a priority list- for productive agricultural purposeto, nod roeddefun within said zone and an n4jacen, property Alould be prepared to ateept tooth itiruuvenlere lir disiumfnnt (rum normal, necessary fors operations. All that feat properly slLuare In the Connty of Butte. S[ote fal�foruin, 44-s rifx•il oto pates 13?d t ) thea the A day of %tote al On b f.ae tw•, SS, the rat ir Nat. undersigned Pohl/c mall red. Couniv ,& W. g y Ot 7 op9ru qF • u orttC/wt. ORAL Pertufnally kmwo to s . Q Pmv#d to at an the (Wolps LAURIE NILTO)1 of antlaf.eetorf rvldly t•. .. �"/ rm.rt trig - t•.rgr«a t•r hC the (,erwm(m) whose r"Ma(a) � cou+tr a exit nuhacrilu•d to the .Ithtp trtxl rumrat end dckaoWhe4Iti4•d that r cow% r.► Apel is. Will Part sited the Haat (dr 06 purpuNen thertta lontnitw-l. Iii T•Y 1'YNI:17% 1(B1:k11t1F'. 1 hereunto met •-y liatid and oflltlel atntl. !'it+�-al .1. P, Su. `_.� � `"" Nutntr I'uhltr��.•�^�.. ENV OF DOC(mEn RECEIVED DEC 0 11999 . BUTTE COUNTY BUILDING DIVISION .•r .. �,_,_.. ..._., _._ _.ti _ ...... _ ... .. _.�., �..� ... _ ._ .. ._• .- .. � _ ,. � � � ,r �`�, p"tiu ,.. n �� ��-�-,� � � i: -..'.i. �- � �; ` � Y .4„ �... � 4'l � 'Y.l� � `� � � a • i� ;'a`� • �' �.A� �. r 3 � � �y ♦4 (, - o�.� t i � " ' j `'' �., 4 � �, � .�, .� ._� Y LAND DEVELOPMENT OROVILLE / CHICO BUILDING / ENVIRONMENTAL HEALTH - PERMIT CLEARANCE OWNERS NAME z S% "c •, yL� PRINT L�.AS NAME FIRS. ADDRESS / LOCATION: I��� /,f /— COUNTY ZONING Building Permit No. A.P. ,, `` NUMBER©YZ . DESIGNATION: c -� K / FLOOD MAP: Z FLOOD ZONE: APPROVED: CONDITIONALLY APPROVED: IZ RESOLVE PROBLEMS PRIOR TO APPROVAL PARCEL CREATION BY DEEDS OR MAP DEED INFORMATION: DATE OF CREATION: DEED REFERENCE: LEGAL ACCESS PROVIDED: YES NO COMPLIES WITH COUNTY STANDARDS FOR DEED CREATION: COMMENTS/CONDITIONS: MAP INFORMATION: LEGAL ACCESS REQUIRED: YES NO YES NO DATE OF RECORDING: LOT 2 BOOK' PAGE -7 COMPLIANCE WITH OLDS DIVISION LOT ORDINANCE REQUIRED? (MAP RECORDED PRIOR TO BOOK 17 OF MAPS AT PAGE 23): YES NO . IF YES, MARK APPROPRIATE ITEM(S) BELOW: A. Construct road to B. Meet parcel size required by zone. C. Meet current E.H.D. requirements. CHECK SPECIAL CONDITIONS WHICH APPLY TO MAP: ALL FEES TO BE PAID TO THE BUILDING DMSION UNLESS OTHERWISE NOTED. _ 1. Maintain a 50 ft. building setback from centerline of road. —2. Maintain a ft. building setback from right-of-way/centerline —3. Comply with Zoning code for building setback from road. —4. Maintain a 100 ft. leachfield setback from all e:asting wells. —5. Maintain a ft. leachfield setback from 196. Pay water tender fees in the amount of $ to Battalion Number of the Butte County Fire Department. X. Meet the Fire Safe Regulations of Butte County and P.R.C. 4290. —8. Connect to a public water supply. —9. Connect to a public sewer system. g10. 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 5E� 14 (M <o9 -%O Folz- /�N b f 7'roT(s _ 11. Pay T.D.O. (Therrnalito Drainage District) fee in the amount of $ 12. Meet the requirements of the Department of Fish and Game for the preservaticn of oak trees. (See phone number below) —13. Obtain approval from the Department of Fish and Game for vegetation remova Contact Fish & Game at 916-355-7010. —14. A traffic mitigation fee for each new or additional living unit shall be paid. Pay the amount of $ as stated in the Oroville Area Traffic Mitigation Fee Agreement. Payment to be made to the Planning Division. —15. All new residential buildings shall be constructed to comply with the requirements of the Uniform Building Code for seismic safety. Mobile homes shall be constructed on a permanent foundation system which complies with the Seismic Zone 3 requirements of the Uniform Building Code. _ 16. Deer Mitigation fees are to be paid, if such fees have been adopted by the Butte County Board of Supervisors. X 17. Pay school impact mitigation fees. X 18. A development impact fee for sheriff facilities shall be paid pursuant to the provisions of Chapter 3, Article II of the Butte County Code. _ 19. Wood stoves and fireplace inserts shall be EPA approved and designed to meet the emission requirements of the Califomia Clean Air Act of 1988 as amended. —20. If any cultural resources are encountered during ground disturbing activities, all work shall cease in the area of the find pending examination of the site by a professional archaeologist. This person would then be able to assess the site significance and suggest appropriate mitigation measures. 21. 22. 23. 24. 25. xs. AIO i0W4013A30 ONyl 311(18 J0 KIN665 6661 9 0 1 n r a3A13031! LD 6/98 FORMS\BLDG PERMIT CLEARANCE 32 LG /70 �LTIDMA 5-,eP2e.S5(0"/ See BUILDING PERMIT SITE PLAN CHECKLIST APN: 0-11- 320 - C� l-1 Building Permit No.: 99 Proposed Use: SFD U MH 0 Res. Accessory O Ag. Bldg. 0 Commercial 0 Industrial 0 Other: Zone District: S Imo` --) General Plan: The Proposed Use Is: Permitted: Not Permitted: Requires a Use Permit:.,_ Requires a Minor Use Permit: Requires an Administrative Permit: Accessory Bldg. Use: Parcel Created By Map? No: ` Yes: Book(Page �) — 4C Map Conditions? No: Yes: , See reverse side x Use Permit: Variance: Dev. Agreement: Applicable Setback Zoning Code Streets & Hwy. Fire Prevention Subdivision Map Front 2SJ Side Side, street _ Rear Height s S Parcel in Land Conservation Agreement? No:.)*<Yes: , Check Use ` Parcel in North Chico Specific Plan? No:Yes �C , Check NCSP Zoning Parcel in Floodplain? No:�, Yes: , Zone: Panel No.: Parcel in Enterprise Zone? NoE Yes: , Check Use CommercialfIndustrial Uses Parking Requirements: OK as shown Other. Landscaping Requirements: OK as shown Other Comments: 63 LDG- C®To,,k&C_ I z� - Reviewed By: Date: ' _� > 2 - C!-!*j� CHECK SPECIAL CONDITIONS WHICH APPLY TO PARCEL: UNLESS OTHERWISE. NOTED 1. Submit a plan of the existing on-site mature trees, located in the proposed for building and driveway area prior to grading or vegetation removal. Minimize the removal of mance trees, where possible. A mature tree shall be defined as a tree wltb a trunk measuring 4 inches in diameter, 4 feet from ground level. Mature trees removed shall be replaced by planting replacement trees of equal number and not less than _ gallon size. _2. Prior to the commencement of grading and/or construction activity, all individual or groups of oak trees which are to be retained as part of the project, shall be fully protected through the use of root protection zones (RPZ). During consuucd , RPZs shall be established using protective fencing enclosing an area with a radius 1.5 times the distance from the Mmk to the dripline. Within this protective buffer, no grading, trenching, fill, or vegetation alteration of any kind shall be allowed. The RPZs shall be maintained after the completion of construction in order to continue to protect the oak trees, but the fencing shall be removed. _3. Fencing for areas other than residential area shall be limited to a maximum of 5 wire strands. The lower strand shall be at _ least 16" above the ground and the upper strand shall be no higher than 48" above the ground. _4. Pay the required CSA 87 Traffic and Drainage Mitigation fee of $2,500. _5. Prior to any clearing, grading and/or construction in a Federal or State identified 100 year floodplain and/or stuambed the following entitilements must be obtained. a California Fish and Game 1604 Streambed Alteration permit and an Army Caps 404 permit or exemption certificate. _6. Pay the current West Chico Fire Station Fee of $75. —7. Pay water tender fees in the amount of $200 to Battalion Number of the Butte County Fre Department. —8. 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 131), unless a pressurized community water system, with hydrants that meet Fire Department specification& serves the parcel. —9. Obtain approval from the Department of Fish and Game for vegetation removal. Contact Fish fit Game at 916-355-7010. —10. A traffic midgation fee for each new or additional living unit shall be paid. Pay the amount of $750 as stated in the Oroville Area Traffic Mitigation Fee Agreement. Payment to be made to die Planning Division. _ 11. Provide information showing that proposed construction will mitigate exterior sound levels to a 45 dB interior level. —12. —13. 14 KABLDCC'H-4 FR.H 7 m - wxrt z 5UPPW - -ro TO E WLE- QUQC<TAN-KS ,Inc . SF GALVANIZED PRESSURE TANKS 75 PSI WORKING PRESSURE FIG I �i NPT PLUG IL NPT C B 1 NPT PLUG 2 NPT PLUG FIG 2 FIG ] IIL NPT ' I 4 I I IL NP.T. B 642 60 I •I4 NPT •IL NPT f•' - IL NPT 4 -IL NPT ON 0120V 2 NPT I rF l 32 8 I 33 2' I -L 2 ' 12 6 ` IL NPT E �-- 24 - 2 D A Q120VW 0220VW Q315VW Q48OV30W 120VW 15411 NOMINAL 30311 416# DIMENSIONS -- INCHES NPT MODEL WEIGHT FIG. A a C D E F 42V 7111 1 15 48 ' 51 12 26 - 82V 11411 1 20 60 63 12 33 - 120V 15411 1 24 60 641 12 33 120VW 15411 220VW 30311 416# ,�--315VW �� 480VSQW 611011 --- SEE FIGURE 2 ----------- 3 10 GG 78 G 24;; 2 3 36 GG 79Y 7 301 2 3 42 72 87 71 36 3 QUICK, Galvanized Tanks- 75 psi Working Pressure Model Capacity Gallons Drawdown/Gallons 20-40 30-50 Dimension Dia.x Ht. Wt. _Lbs. 42 Tall 42 6.5 4.3 16 x 48 72 42 Short 42 6.5 4.3 20 x 32 74 82 82 12.7 8.4 20 x 60 114 120 West 120 18.6 12.2 24 x 60 161 220 West 220 34.1 22.4 30 x 78 303 315 West 315 48.8 32.1 36 x 80 416 480 VSQ-V� 480 74.4 49 42 x 87 640 5 525 81.4 53.6 36 x 128 685 900 Combo 900 139.5 91.8 42 x 159 1040 _ Note: 525 and 900 gallon Models have both horizontal and vertical mounting. All others are vertical only. Basic Principles of Solvent Cementing The solvent cemented connection in thermoplastic pipe and fittings is the last vital link in a plastic pipe installation, It can mean the success or failure of the system as a whole. Accordingly, it requires the same professional care and attention that are given to other components of the system. There are many solvent cementing techniques published covering step by step procedures on just how to make solvent cemented joints. However, we feel that if the basic principles involved. are explained, known and understood, a better understanding would be gained, as to what techniques are necessary to suit particular applications, temperature conditions, and variations in size and fits of pipe and fittings. Be aware at all times of.good safety practices. Solvent cements for pipe and fittings are flammable, so there should be no smoking nor other sources of heat or flame in working Or storage areas. Be sure to work only in a well ventilated space and avoid unnecessary skin contact with all solvents. More detailed safety information is available from Harvel or IPS (Weld -On) Corporation. `To consistently make :good joir is", .the following should P !.�be.:carefully understood z. y 1,'The joining surfaces must,be softened andmade`se mifluid rig Sufficient cement must,be applied to fill.;' ' the gap between pipe and fitting 3 Assembly of pipe and'fittings must be,:,:, made while the surfaces: are still.wet• and fluid. p L '.,+`,' 4 joint strength develops�as'the,cement"y dries., In the tight part of the joint'the, surfaces will tend to fuse togethe�'i6T, the' loose part the cement will bond to both surfaces. These areas must be softened and penetrated El-_ When using the ONE STEP cementing process, penetration and softening can be achieved by the cement itself (read ONE STEP cementing procedures carefully; refer.to installation instructions). For certain sizes, under certain conditions, it may be desirable to use the TWO STEP process which utilizes a primer to ensure adequate softening. For example, when working in cold weather with large diameter pipe, more time and additional applications may be required. Cement coatings of sufficient thickness More than sufficient cement to fill the loose part of the joint must be applied. Besides filling the gap, adequate cement layers will penetrate the surfaces and also remain wet until the joint is assembled. Prove this yourself. Apply on the top surface of a piece of pipe two separate layers of cement. First flow on a heavy layer of cement, then alongside it a thin brushed out layer. Test the layers every 15 seconds or so by a gentle tap with your finger. You will note that the thin layer becomes tacky and then dries quickly (probably within 15 seconds) The heavy layer will remain wet much longer. Now check for penetration a few minutes after applying these layers. Scrape them with a knife. The thin layer will have achieved little or no penetration. The heavy one, much more penetration. Surfaces must be assembled while they are wet and soft If the cement coatings on the pipe and fittings are wet and fluid when assembly takes place, they will tend to flow together and become one layer. Also, if the cement is wet the surfaces beneath them will still be soft, and these softened surfaces in the tight part of -the joint will tend to fuse together. Surfaces Bon Fusee As the solvent dissipates, the cement layer and the softened surfaces will harden with a corresponding increase in joint strength. A good Joint will take the required working pressure long before the joint is fully dry and final strength is obtained. In the tight (fused) part of the joint, strength will develop more quickly than In the looser (bonded) part of the joint. Information about the development of bond strength of solvent cemented joints is available. The QUALITYLine General Thermoplastic piping products have long established their value as a superior material resistant to attack from corrosives, chemicals, and electrolytic action. In many applications, service life is unlimited due to the characteristics of the material, in comparison to metal piping products. It is important to understand that thermoplastic piping products do have a much lower impact strength when compared to metal piping products. Improper or careless handling is often the cause of damage to plastic piping products. Unfortunately, previously unnoticed or undetected damage is often discovLred only after the system has been installed and put into service. The following information provides the basic guidelines for the proper handling and storage of thermoplastic piping products. Losses due to damage and expensive replacements of thermoplastic piping components can be avoided through correct handling and storage practices. Storage Thermoplastic pipe and fittings offer excellent resistance to weathering and may therefore be stored outside. Pipe and fittings stored outside must be covered with a light tarpaulin to prevent excessive temperature buildup and possible warpage or color fading. Exposure to sunlight (U.V. radiations will cause a color fade of the pipe, but will not affect the physical properties of the CPUC material. However, piping which exhibits color fade is an indication that the product was not stored properly. Pipe in this condition should be examined carefully for signs of physical abuse due to improper storage and handling. When stored inside, they should be stored in a well ventilated area, away from steam lines or other types of heat sources. Pipe should be stored on a clean, flat surface that provides an even support surface for the entire length of the pipe. Palletized pipe should be stacked no more than three pallets high, with the wooden pallet bracing in full contact with each other. Loose ;pipe should not be stacked to exceed a height of over three feet; bundled pipe may be stacked twice that. When storing pipe on racks, the racks should have continuous or close support arms to prevent the pipe from sagging. Thermoplastic pipe fittings should be stored in their original cartons, on pallets. Pallets should be wrapped with thin plastic sheeting to prevent moisture from penetrating the cartons, causing them to collapse. Handling Extra care is required when handling thermoplastic pipe and fittings, as they have a much lower impact strength and resistance to abuse than steel. Pipe fittings, whether cartoned or loose, should not be tossed or thrown to the ground; pipe should not be dropped or dragged on the ground - i.e., when being unloaded from a truck. Impact cracks, splits or scratches can weaken or damage the pipe and fitting. Heavy or sharp objects should not be thrown onto or against thermoplastic pipe and fittings. Pipe fittings should never be mixed in storage bins with metal piping products. When handling thermoplastic pipe with fork lift, only one pallet at a time should be carried. When using a hydraulic boom and cable for unloading, chain slings should not be used. Instead, wide canvas or fiberglass slings should be used, with adequate placements on the pallet load to prevent sagging. Caution: Very cold weather will make thermoplastic pipe and fittings more susceptible to damage caused by impact. Extra care should be taken during handling to prevent damage. The use of ratchet type cutters should be avoided, especially during cold weather. These types of cutters tend to compress the pipe prior to cutting which can result in hairline fracturing. Blades on this style of cutter tend to dull quickly. The use of dull blades can fracture the pipe prior to making a clean cut. Inspection Before Use Pipe and fittings should always be inspected for damage before actual installation. Pipe or pipe fittings with cuts, gouges, scratches, splits, or other signs of damage from improper handling or storage should not be used. Damages sections on lengths of pipe can easily be cut out, using proper techniques for cutting thermoplastic pipe. Painting of Pipe Harvel CPVC Fire Sprinkler Piping Products can be painted as necessary for aesthetic purposes. ONLY WATER-BASED LATEX PAINTS ARE RECOMMENDED. The use of oil-based paints are not recommended with CPVC piping and can result in damage. The piping can be cleaned with a mild soap and water mixture prior to painting. Caution, Read Carefully! Installation Instructions — General 1. Use the Model CCP Quo and Dush on Cover. Plate Assem- bly only with Model F11 R F1 -R REC or 155°F F1/RES 18 Pendent Sprinkler. Figure 2 is typical. 2. Do not use any other cover late assemblywith Model F1FR F1FR Q EC or F1/RES 18 Sprinkler. 3. Use only the 135°F temperature rated model CCP cover rplate assembly with the Model F1/RES 18 Pendent sprin- ler. Refer to Bulletin 141 and this caution sheet for techni- cal information. 4. Use the appropriate temperature rated Model CCP cover plate assembly with either the Model F1FR or F1FR OREC Pendentsprinkler in accordance with Bulletin 143 or 151 and Caution Sheet CA -70. 5. Install sprinklers after ceiling is in place. 6. Never apply paint and/or other coating to sprinkler or con- cealed sprinkler cover plate. 7. Do not install concealed sprinklers in ceilings which have positive pressure in the space above, and do not aver the cup vent holes. An open plenum space must be above the sprinkler cup. 8. Use a Model RC1 Wrench, (Fig. 1) to install sprinklers. Face of sprinkler fitting to ceiling dimension Is shown on Fig. 3 or Fig. 4. Ceiling hole diameter is 2 5e . 9. Final adjustment of each cover can be made by hand turn- ing the cover plate in the clockwise direction until it Is tight against the ceiling. 10. Never install the Model F1/RES CCP Concealed Residen- tial Spprinkler in areas where ceiling temperatures exceed 100°F. 11. When residential sprinklers are installed in plastic piping systems containing glycerine, special care Is required to achieve a proper thread seal. Contact the fitting manufac- turer for recommended sealant and installation prccedure. �PI Installation Wrench Model RC1 Sprinkler Wrench f Fig. 1 Tachnica) rata Thread Size Maximum Pressure Temperature Rating Sprinkler Cover Maximum Ceiling Temp_ /2" 175 psig 155°F 135°F 100°F intfnlhfinn 11"1nfo Model Fl/RES/CCP Concealed Residential Sprinkler Description The Model F1/RES CCP Concealed Residential Sprinkler is a UL listed residential sprinkler intended to be installed in the wet pipe sprinkler systems of one and two family dwellings and mobile homes, In residential occupancies up to four stories in heigg�ht or in the residential portions of any occupancy per NFPA 13D, 19 or -13. The Deflector of the Model FVRES 18 is marked "Pend.", "Res. Sprk(' "F1/RES/18," 155°F and "K=3.9'. The frame wrench boss is marked "Basco' and "F1 3.9". The push on cover plate assembly is labeled "Basco 135°F (57°C Model CCP cover plate - - - - for use with Reliable Model F1/RES 1 3.9 K orifice, 155°F sprinkler only'. Installation Apply a Teflon"' based thread sealant to the sprinkler threads only. The Model RC1 Wrench is then used to engage the sprig) ler wrenching surfaces to install the sprinkler in the fitfing. A 2 % di- ameter hole cut into the ceiling allows the sprinkler to be properly covered by the push on cover plate. Push the cover plate assem- bly by hand Into the cup. Final adjustment, if required, is made by turning the cover plate clockwise until the cover plate flange is in contact with the ceiling surface. The Model F -IMS 18 Sprinkler is only to be installed with 135°F rated Model CCP Concealed Cover Plate Assemblies. Use care to avoid damaging the sprinklers before, during and after installation. Replace all sprinklers which have any sign of damage. The temperature rating of residential sprinklers is stamped on the deflector. The sprinkler orifice size is determined by the "K" Factor which is marked on the sprinkler. Reliable authorized plated and painted Model F1/RES Sprinklers are distinguished by the bronze pipe cap Insert. When ceiling tem- peratures are in doubt, measure with an accurate thermometer. Refer to NFPA 13, 13D, 13R and Reliable product Bulletin 141 for further installation details and for specific approval Information. (" DuPont Registered Trademark. The Reliable Automatic Sprinkler Co., Inc., 525 North MacQuesten Parkway, Mount Vernon, New York 10552 •i1C NFPA 13,13D and 13R Nominal Maximum Minimum Required Sprinkler Discharge _ Single Sprinkler Two Or More Sprinklers Orifice Sprinkler Distance Flow Ea. Pressure Ea. Size "K" Spacing To Wall Flow Pressure Model (In.) Factor (Ft.) (FL) (gpm) (psi) (gpm) (psi) 12x 12 6 11 8.0 10.5 7.2 14 x 14 7 12 9.5 10.5 7.2 F1/RES/CCP 'e 3.9 16x 16 8 15 14.8 12 9.5 Concealed 18 x 18 9 16 16.8 13 11.1 20 x 20 10 18 21.3 14 12.9 The Reliable Automatic Sprinkler Co., Inc., 525 North MacQuesten Parkway, Mount Vernon, New York 10552 •i1C Warning 1. Sprinklers are to be installed in accordance with the latest published standards of the National Fire Protection Asso- ciation, Factory Mutual, Loss Prevention Council, Pleniere Assemblee, Verband der Schadenversicherer e.V.or other similar organizations and also with the provisions of governmental codes or ordinances whenever applicable 2. Never replace a spray sprinkler with an old style sprinkler. 3. Never install a standard spray sprinkler in a pendent posi- tion or a standard pendent sprinkler In an upright position. 4. When replacing sprinklers be sure that the orifice sizes are the same. 5. Use only special sprinkler wrenches to install sprinklers. Any other wrench is liable to damage the sprinkler. 6. Never install a sprinkler after it has been dropped or dam- aged in any way. These sprinklers should be returned to the factory for examination. 7. Never install sprinklers in the fittings until the piping is in place on the ceiling as sprinklers are liable to be dam- aged if screwed into the fittings when the lines are made up at the bench. 8. Never use the deflector to start or thread the sprinkler into a fitting. 9. Never install sprinklers in a pendent position on a dry sys- tem unless of a type designed for that purpose. 1 'x 1/2. " REDUCING 1 FITTING — 2 5/8" DIA. 2 5/16 DIA -I►— E- 1— 1~ HOLE IN CEILING CUP RA$CO 1 1/2" MAX. -I _ ___ FACE OF FITTING ' 10 FACE OF CEILING —Y DIMENSION CEILING +y - 1/2" MAX. I_� 15/16' COVER ADJUSTMENT i COVER PLATE ASSEMBLY 3 5116 " DIA. — SPRINKLER ,.,.w 1/2" ADJUSTMENT Fig. 3 Manufactured by Sprinklers Contained in this carton have been manufactured and tested in accordance with the standards of Factory Mutual, Underwriters labo- ratories, Loss Prevention Council, Pleniere Assemblee, Verband der Schadenversicherer or other approving authorities. Specific information on approvals is provided.in respective product bulletins. Any alteration to the sprinkler after it leaves the factory including, but not limited to, pairting, plating, coating or other modification, may render the sprinkler inoperative and will nullify applicable approvals. 10. Never attach wiring ropes or fixtures to a sprinkler or sprin- kler piping. 11. Use special coaled sprinklers in rooms where chemicals, acids, fumes, etc. tend to corrode. When installing, exercise extreme care to prevent damage to coating. Cover all bare spots with the sprinkler manufacturer's corrosion -proof ma- terial. 12. Use sprinkler guards on all sprinklers subject to damage from moving objects. 13. If pipe compound is used, apply to sprinkler pipe thread only. 14. Store sprinklers in a cool, dry place and preferably in their shipping carton. 15. NEVER APPLY PAINT OR ANY OTHER COATING TO SPRINKLER OR CONCEALED SPRINKLER COVER PLATE. 16. Removal of paint or other coatings with solvents is not per- missible. 17. When installing sprinklers in plastic pipe, excess solvent ce- ment used during pipe installation must not become an ob- struction inside the sprinkler inlet. Install sprinklers into the sprinklers fittings only after all piping is in place and the sol- vent cement at each drop joint has cured at least 30 min- utes. Remove all chips and debris prior to sprinkler installation. I "x1/2" REOUC'NG—_ FITIING �- — - 2 518" DIA. 2 5/16" DIA I— HOLE IN CEILING CUP Sales Fax RA CO 1 1/2" MAX. "t ' FACE OF F1TrING i TO FACE OF CEILING DIMENSION �• Internet Address CEILING-�/ __ 15.6�� 5/16 " MAX. - 3/4 " COVER AOJUSrM£NT COVER PLATE ASSEMBLY 3 5116 " DIA. SPRINKLER ,,m, 5./16" ADJUSTMENT Fig. 4 Recycled Paper Revision lines indicate updated or new data. EG. Printed in U.S.A. 1098 PIN 89241038 The Reliable Automatic Sprinkler Co., Inc. (800) 431-1588 Sales Offices ' (800) 848-6051 Sales Fax (914) 668-3470 Corporate Offices www.reliablesprinkler.coin Internet Address Fig. 4 Recycled Paper Revision lines indicate updated or new data. EG. Printed in U.S.A. 1098 PIN 89241038 . VSR-SF IrMIAPOTTER VANE TYPE WATERFLOW FOR SMALL PIPE SWITCH WITH RETARD Potter Electric Signal Company Potter Electric Signal & Mfg. LTD 2081 Craig Rd.,/P.O. Box 28480 1967 Leslie Street St. Louis, Mo. 63146 Don Mills, Ontario, Canada M3B2M3 (314)878-4321 / (800)325-3936 (416)441-1833 STK. NO. 1113000 U.S. PAT..NO.3921989, CANADIAN PAT. NO. 1009680 OTHER PATENTS PENDING. The Model VSR-SF is a vane type waterflow switch for use on wet sprinkler systerns that use 1", 1 1/4", or 1 1/2" pipe size. The unit may also be used as a sectional walerflow detector on large systems. The unit contains two single pole double throw snap action switches and an adjustable pneumatic retard. The switches are actuated when a flow of 10 gallons per rninule or more occurs downstream of the device. •I Ile flow condi- tion must exist for a period of lime necessary to overcome the selected retard period. INSTALLATION: These devices may be mounted in a horizontal or vertical pipe. On horizontal pipe they should be installed on the top side of the pipe where they will be ac- cessible. The units should not be installed within 6" of a valve, drain or fitting which changes the direction of the waterflow. Th9unit has a 1" NPTbushing forthreading into anon corrosive "TEE". See figure 2 for proper "TEE" size, type and installation. UL & ULC LISTED Service Pressure: Up to 250 PSI Mliilrnum Flow Rate for Alarm: 10 GPM Maximum Surge: 18 FPS Enclosure: Cast Aluminum, red enamal finish. Cover held In place with tamper resistant screws. Contact Ratings: Two sets of S.P.D.T. (Form C) 10 Amp. @ 125/250 V. AC 2 Amp. @ 0-30V. DC Conduit Entrances: Two openings for 1/2" conduit. Usago: Listed Plastic, Copper and Schedule 40 Iron Pipe. Fits pipe sizes -1", 1 '/4", & 1 1/2" Note: 8 paddles are furnished with each unit, one for each pipe size of threaded or sweat TEE, one for CPVC, and one for polybutylene. Environmental Limitations: 40"F/1201F 4.50 C/49° C Cnutlon: phis device Is not Intended for applications In oxpiosive environments. Service Use: Automatic Sprinkler NFPA-13 One or Two Family Dwelling NFPA-13D Rosldontial Occupancy up to 4 Stories NFPA-13R Contral Station NFPA-71 Local NFPA-72A Auxiliary NFPA-72B Remote Station NFPA-72C Proprietary NFPA-72D Optional: Cover Tamper Switch , order SIR. No. 0090018 Kit for Outdoor Use: Order Slk. No. 1940036 Screw the device into the "TEE" fitting as shown in Fig. 2. Caro niust be taken to property orient the device for the direction of waterflow. The vane must not rub the inside of the "TEE" or bind in any way. The stem should move freely when operated by hand. I tie device can also be used in copper or plastic pipe inslallalions with the proper adapters so that the specified "TE -1- filling may be installed on the pipe run. TESTING: Check the operation of the unit by opening the "Inspection Test Valve" at the end of the sprinkler line or the (train and test connection, if an Inspectors Test Valve is not provided. If there are no provisions for testing the operation of the flow detection device on the system, application of the VSR-SF is not recommended of advisable CAUTION: There are 8 paddles furnished with each unit. These paddles have raised lettering that shows the pipe size and type of "TEE" that they are to be used with. The proper paddle Must be used. The screw that holds the paddle must be securely lightened. PRINTED IN USA REV D BULLETIN 002 PAGE 1 OF 2 (P)POTTER '11, Pollut• L=leclrlc SIVIIII) C"1111u111Y 200.1 C1.111y 1'Itl.,/Ia.O. 1.10x 1..1141111 S1. I_0[rlu, MU 63146 (3'14)117(1-4:12.1 / (1100) BELLS • 1 -11 -IA -AC tip PBD -DC rlot•Irlc SI1111n1 f4 M L 19117 1_o"Ilo sit 'ool 1.)1111 Mill", 0111111.10, C111NIilt1 M302W) (4.111) 44'1-111;1, ... .... —tat van Al•'Pl3n0vl;l) T111,1so V1111:1111111 1)/1!11 Irl )II!: :.1111 1111!:111111!1 111 11!:11 . t1..... -�- 11.l),l!:Ir.1111lrlrtl .. 4"6c.1uf11'O oloQlliv(1 //1.x (11' 111 •• .._...---- II II I:IIII 111!:.'1 111!11111111111111 Its 1iU11!i111111111VI1 i11111I1i1111111!1:II li:1u1(Ilox f11r 11/111111111 nl)Idictltloll,. 13OK-1 W011111c,11nu1,,1 •II�1/�NS11_N•1' I'1:10*1•I:(: I'IV �: /�IJiI 11/�VI' LI1.111-I'-iN _. .....MINIMUM Ll1=L.L.'3./�I'llia'�.1) 111..1„ I-)(;' ..................._.._.. r u•nL l till _.............. 01OU1( 111►. 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" li � ; • � ;, ; ,l tl d 't • ;I � ' I9 1 .. ..-.v .....r'•r.rlw�+�Nl I;iK, Z;d I1AN(%I:IIS-SIN(%1.1: 1-A`:'1'1'sNI, 5'1'ItAI''1'YI'1"s be tolled 111 /04ierr I+rrrlllion) These Slew'1'olco Ilam{cr•I{c'tilraincr!; Inilnl 6ilnt:lirnl is I,lipr. support, 1;1 lull l.l►cy incorporate fcallncnw1lil:h Inrrlr.r.l (.:1'V(- Ilipc amt cane1'1111:1:1!: )I 1111 fl•1►I11 !ill:l 1'11 ;�r7lh.i)ir talion, The cXchtsive' ll:u•cd cdl{c ds'::il{n l I 1 K ludgen and rough, :Ihraaivc !ulrfas:c:;. A npecild Ilex Ilciul, 801AIII-endilig ncrew (lurninhed) it; easily installed using It rechal-I{eal,le drill Willi soclua. a1.1.:u:holenl., No pre -di -1111119 of pilot hole is regtlired in wolid (as rllowil). Isla, 24 IIANGER '1'olco 11a1►ger Nealraiuerti are fahricaled ln.I.mcrnirwi►tyi1t+OMMMUM - (rorll cal -boll steel wi1.11 a 1{Illv:ulir.ed finish. ni,ttntuuul. They eilhel, n►eet or exceed the N.F.I'.A. No, .1.:1, 133 :Incl 1:117 rl.rluircnu•nl!:I :11111 IFig. 2:1 IIANG'131t Go111G ill i1 10m.- 1•i111g4 ''�t 1111'!1 j1.. IINIIhII! (PnlClu+t' I111'llp IY11Vr "r It11uh 1111111;01. elm tuna)i'm $Ito a rudl1.ni„I�rK device to prevent. upward Illovell►ent. of Ilse (ire sprinkler he11d <IurinK ncllvaliun. I �1 w..WA•wAp 1,1 U,,..•'1 1 1_lulud will, linda,w,llur Lnl,ulniv,lus • L Ina, lot• 111111 will, Ilro :+I,Ilnklor I11Ir1n11. L 1 11/17LD 1HCO"- For more inf()rfll:ltinn :Ir►d OW .1mile of y0+11. ncarltsl.'I'olt:t► Uis1.1'ilrtllur, pleat;e 4,0111:10: (7 1.1) '7:t', -;iii!)!) ('1 1 Vii) 7') 1-2(1;11 (714) 7:1'7-11:1:1(1 1111 CA !)1,71!) 3,10141,A1101 '7;)(; Lnr+l V ',Avon tilrcul. 1.409, t► r•nlonlc ponJlr+U flRv.1, 6M 0/v1 200 Ib. WWj:► bronze check I•lulizunlal Swirlll - Rudrindiny lypo Rel'113wn1111:1 1:7i.1.a 200 PSI Noll -Shock Ccllcl W' tel' A ICI' -403-w NPT to MIT [.1:111f1fi n1[: 11.1 hlir•�rilicflf iiln: MSS•�I'-00 IMA'I'h.:nIAL LIST KT -403-W �, thl'AI;1.1�611 DIMENSIONS --- WGIUI_I1•S PART - ----i` 0PlC117CAIII)II e0nult_-`_ �nlmlre ABIM 040 _t, �. Oody ........................__.._..._ Illnurn ASIM 0.62 _ _...___ . :I, •---- 11111on I'11, 11.1r1.rn A!, U• 1411 Alloy 1:31A1,H1 11I' 911.1 .... ... ..........._._....... 11 IJ4 Alloy I:T3101ItI .'. . ............. 4. .... ..... _ bleu: 1111110111 Ilnmle ASINI 11.02 __...._— ..._..._._ _...._....... _._.._.�. fi. _ ............... Ilnnpar Nol IUu1uv AGIM 11.0) Anny I:U6SW li. (list I101drt, 11111114? &SIM 0112 1. final 1110 U. 0oal 0100 NIII _- nrnron_A!IIM U•10, a1 U-01 Alloy C09" It. Inopa 11111'1111% U1oam A1:IM IWAU Alloy CV11111ll IP :1%1.Y—_ ?'/1.•------ 1.5 .__.._._. �OII �•9Lu.n.cn�.«...1.•oma:uaur•L.rLLHaa>nrW..ltfo,eelthV..'A_ C$al tusc wrihar iI _ NAM 0.114 Alloy C051(1)_ ;yrp �6•• 1', 10.',•01 1%1'v1dl. I KT -403-W �, thl'AI;1.1�611 DIMENSIONS --- WGIUI_I1•S QUANTITIF_Z6• Malar U11110115mo111 film nnv C211011 911.1 A 0 1101 WI, urondll U1Anll1 "`. Vi Z /1 r • n 1, ym 0 10 W Y• �'ii. _ 1'A1 .._.__�0� __.......III M) :1%1.Y—_ ?'/1.•------ 1.5 .__.._._. 6 _.__ 311 2.1 2u 1'/r A%,`—_.._._7"/•"__�1.0__....._�.�. 111 r _. •21/' ..—_. o..._ Gyl/ 12.0 1 h ' 1111nnd na KI"1Yf %illy. NIII110 CIu1W VAIVION filmy be InAlAlyd 11 Imps, 111.,rintrllnl roll Mrllo,111111*0 -1111 "IF' ►vnlll 1111w or In nay Immi I tordlPla.11011110"i- NILIGO ING., ELI(FIAm. INDIANA STRUCTURAL- CALCULATIO.NS Structural calculations for: Residence for Lyle and Diane Foster Butte County Job 99062 Revised October 20, 1999 Frank M. Glazewski architect Structural designer 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Fax (530) 894-3422 RECEIVE® OCT 2:2 -.1999 BUTTE COUNTY BUILDING DIVISION 22-14150 SHEETS n 22-142 100 SHEETS 22-144 200 SHEETS l Sc „ y 03 N°° cc � N Q ; ` . o C x O X O `Sk _ 7�- w � . T-2 - - T (,IL(�`�'�See N'3) 22-141 50 SHEETS a 22-142 100 SHEETS 22-144 200 SHEETS 3 ... i- W S - -- N � 'ZP 7r W N GN \� Y PT FTG2 10:59 AM ------------------------------------------------------------'------------ Rev 9-30-93 Point footing 10/20/99 Description >>F -1.1 -------------Load data ------------- --------------Soil data= ------------- P > 10.450 kips Soil brg capacity> 1.000 ksf Uniform load > 628 kips/ft - Live load > 80.000 -------------- Concrete ------------- ----------- Reinforcing steel---=----- F'c > 2.500 ksi Fy > 40.000 ksi m > 18.824 0 > .900 ------------------------------Footing data -----------------------`------- Footing size > 4.000 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches Footing weight > 2.400 kips Total P axial > 15.362 kips Total bearing pressure > .960 ksf <ok> Net bearing pressure > .810 ksf Factored bearing pressure > 1.329 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 8.857 kips Vn=Vc=2(F'c)A.5*bw*d > 38.400 kips G Vn > 3.4.560 kips Diagonal tension - factored loads - two way action <ok> Vu=(P net)*(effective area) > 20.667 kips Vn=Vc=4(F'c)A.5*bo*d > 51.200 kips 0 Vn > 46.080 kips -------------------------Footing reinforcement -------------------------- Mu=(P net)*b1A2/2 > 2.657 ft-kips/ft Required Rn=(Mu/O)bdA2 > ,46.132 psi Required p (bending moment) > .0012 Required As (bending moment) > .112 in2/ft = .448 in�2 Min. required p UBC 2610(f) > .0016 3301 increase applied Min. required As UBC 2610(f) > .149 inA2/ft = .596 inA2 Minimum reinforcement as governed by: _ ---Minimum reinforcement -- 3 No. 4 bars-e.w. 2 No. 5 bars e.w. 2 No. 6 bars e.w. 1 No. 7 bars e.w. PT FTG2 11:00 AM ------------------------------------------------------------------------ Rev 9-30-93 Point footing 10/20/99 ----------------------------------------------------------- Description >>F -4.1 ------------- -------------Load data ------------- --------------Soil data= -------------- P > 7.960 kips Soil brg capacity> 1.000 ksf Uniform load > .478 kips/ft -^ - Live load % > 80.000 --------------Concrete------------- ----------Reinforcing steel---=----- F'c > 2.500 ksi Fy > 40.000 ksi m > 18.824 0 > .900 ------------------------=-----Footing data ------------------------------ Footing size > 3.500 feet ' Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) .> 8.000 inches Footing weight > 1.838 kips Total P axial > 11.471 kips Total bearing pressure > .936 ksf <ok> Net bearing pressure > .786 ksf Factored bearing pressure > 1.290 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 6.394 kips Vn=Vc=2(F'c)A.5*bw*d > 33.600 kips G Vn > 3.0.240 kips Diagonal tension - factored loads - two way action <ok> Vu=(P net)*(effective area) > 15.225 kips Vn=Vc=4(F'c)A.5*bo*d > 51.200 kips G Vn > 46.080 kips -------------------------Footing reinforcement -------------------------- Mu=(P net)*b1A2/2 > 1.975 ft-kips/ft Required Rn=(Mu/O)bdA2 > 34.284 psi Required p (bending moment) > .0009 Required As (bending moment) > .083 inA2/ft = .290 inA2 Min. required p UBC 2610(f) > .0011 33% increase applied Min. required As UBC 2610(f) > .110 inA2/ft = .386 inA2 Minimum reinforcement as governed by: ---Minimum reinforcement -- 2 No. 4 bars e.w. 2 No. 5 bars e.w. 1 No. 6 bars e.w.. 1 No. 7 bars e.w. STRUCTURAL CALCULATIONS NTY BUILDING DIV SION Frank M. Glazewski architect Structural designer 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Fax (530) 894-3422 STRUCTURAL CALCULATIONS Structural calculations for: Residence for Lyle and Diane Foster s ` Butte County Job 99062 Revised October 20, 1999 7Chico, . Glazewski rchitect ural designer ove Avenue Suite E alifornia 95926 Tel (530) 343-4630 Fax (530) 894-3422 RECEIVE® OCT 2 ,2 -.1999 BUTTE COUNTY BUILDING DIVISION a�22-141 50 SHEETS 22-142 . 100 SHEETS 22-144 200 SHEETS N N J cc _ 7C G \ O Q _ o � N o h. 1✓; . N 22-14150 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS h jL _ W J � r a N -C h jL r - N 22-141 0 SHEETS (A`M'P 90 22-142 1000 SHEETS \� 22-144 200 SHEETS 0 C'A �, 7 S' PT FTG2 10:59 AM ------------------------------------------------------------------------ Rev 9-30-93 Point footing 10/20/99 Description >>F -1.1 -------------Load data ------------- --------------Soil data� ------------- P > 10.450 kips Soil brg capacity> 1.000 ksf Uniform load > .628 kips/ft - Live load % > 80.000 -------------- Concrete ------------- ----------- Reinforcing steel---=----- F'c > 2.500 ksi Fy > 40.000 ksi m > 18.824 0 > .900 ------------------------=-----Footing data ------------ Footing size > 4.000 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches Footing weight > 2.400 kips Total P axial > 15.362 kips Total bearing pressure > .960 ksf <ok> Net bearing pressure > .810 ksf Factored bearing pressure > 1.329 ksf (1.7*LL+1.4*DL) - --------------------------- Footing stresses ---------------------------- Diagonal tension - factored loads - one way action <ok> ' Vu=(P net)*(effective area) > 8.857 kips Vn=Vc=2(F'c)A.5*bw*d > 38.400 kips 0 Vn > 34.560 kips Diagonal tension - factored loads - two way action <ok> Vu=(P net)*(effective area) > 20.667 kips Vn=Vc=4(F'c)A.5*bo*d > 51.200 kips G Vn > 46.080 kips --Footing reinforcement Mu=(P net)*b1A2/2 > 2.657 ft-kips/ft Required Rn=(Mu/O)bdA2 > •46.132 psi Required p (bending moment) > .0012 Required As (bending moment) > .112 inA2/ft = .448 inA2 Min. required p UBC 2610(f) > .0016 33% increase applied Min. required As UBC 2610(f) > .149 inA2/ft = .596 inA2 Minimum reinforcement as governed by: _ ---Minimum reinforcement -- 3 No. 4 bars e.w. 2 No. 5 bars e.w. 2 No. 6 bars e.w., 1 No. 7 bars e.w. PT FTG2 11:00 AM ---------------------------------------------7-------------------------- Rev 9-30-93 Point footing 10/20/99 Description >>F -4.1 -------------Load data ------------- --------------Soil dat-a7 ------------- P > 7.960 kips Soil brg capacity> 1.000 ksf Uniform load > .478 kips/ft - Live load % > 80.000 -------------- Concrete ------------- ----------Reinforcing steel---=----- F'c > 2.500 ksi Fy > 40.000 ksi m > 18.824 0 > .900 ---------=-----Foot-ing data ------------------------------- Footing size > 3.500 feet' Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches Footing weight > 1.838 kips Total P axial > 11.471 kips Total bearing pressure > .936 ksf Net bearing pressure > .786 ksf Factored bearing pressure > 1.290 ksf <ok> (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 6.394 kips Vn=Vc=2(F'c)A.5*bw*d > 33.600 kips 0 Vn > 30.240 kips Diagonal tension - factored loads - two way action Vu=(P net)*(effective area) > 15.225 kips Vn=Vc=4(F'c)A.5*bo*d > 51.200 kips 0 Vn > 46.080 kips <ok> -------------------------Footing reinforcement -------------------------- Mu=(P net)*bl"2/2 > 1.975 ft-kips/ft Required Rn=(Mu/O)bd"2 > .34.284 psi ,.. Required p (bending moment) > .0009 Required As (bending moment) > .083 inA2/ft = .290 inA2 Min. required p UBC 2610(f) > .0011 33% increase applied Min. required As UBC 2610(f) > .110 inA2/ft = .386 in�2 Minimum reinforcement as governed by: ---Minimum reinforcement -- 2 No. 4 bars e.w. 2 No. 5 bars e.w. 1 No. 6 bars e.w, 1 No. 7 bars e.w. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Wind loading Basic wind speed 75 mph Exposure B Design method Normal force method Structure category Enclosed Seismic Seismic zone 0 Gravity loading Roof live load 16 psf Floor live load 40 Ipsf Balcony live load 60 Ipsf Soil data Allowable bearing 1.000 ksf UBC Classification 5 Z Frank Glazewski - Architect Date 9128199 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 General data Job name Lyle and Diane Foster Job No. Code used 11997 Uniform Building Code Jurisdiction I Butte County Wind loading Basic wind speed 75 mph Exposure B Design method Normal force method Structure category Enclosed Seismic Seismic zone 0 Gravity loading Roof live load 16 psf Floor live load 40 Ipsf Balcony live load 60 Ipsf Soil data Allowable bearing 1.000 ksf UBC Classification 5 Z 3 Soil Frank Glazewski - Architect Date 9/28/99 1907 Mangrove Avenue Suite E ksf Chico, California 95926 ksf/ft depth Tel (530) 343-4630 ksf/ft width 0.000 Soil data ksf/ft. of depth below grade Description Lyle and Diane Foster 0.130 ksf Soil classification: 05 Reference table 18-1-A 1994 UBC Soil weight: '011'0 kcf Input data for user defined classification Allowable bearing pressure 0.000 ksf Max. allowable pressure 0.000 ksf Increase for depth 0.000 ksf/ft depth Increase for width 0.000 ksf/ft width Friction coeficient 0.000 Lateral bearing (passive) 0.000 ksf/ft. of depth below grade Increase for wind/seismic 1.330 ' Include footing weight when calculating soil pressure ? yes Soil data used for design Allowable bearing pressure Max. allowable pressure Increase for depth Increase for width Friction coefficient Lateral bearing (passive) Increase for wind/seismic Resistance 1 1.000 ksf 3.000 ksf 0.200 ksf/ft depth 0.000 ksf/ft width 0.000 0.100 ksf/ft. of depth below grade 1.330 0.130 ksf I Page 1 m m m m m 22-141 50 SHEETS 0 22-142 100 SHEETS 22-144 200 SHEETS ' S ' MAXSPAN2 1:47 PM ----------------------------------------------------------- Rev 9-28-93 Wood joists - span capacity 9/28/99 ------------------------------------------------------------ Description »RR -1 ------------LOADING DATA ----------- ------------GENERAL DATA ------------ ' Dead load > .014 ksf Load duration factor >- 1.250 Live load > .020 ksf Joist spacing > 24.000 inches Total load > .034 ksf Repetitive (Y/N)?> Y ' Tributary load > .068 klf --------- ----- ---- ------- ---------- Concentrated load> .000 kips ' Eq uniform load>000klf --------------------------- SECTION kOPERTIES --------------------------- Member thickness > 1.500 inches Member width > 9.250 inches ' Section modulus > 21.391 inA3 Area > 13.875 inA2 Moment of inertia > 98.932 inA4 ' -------------------------- LUMBER DESIGN VALUES-------------------------- Base values Species Grade Fb Ft Fv Fc± Fc- E DFL NO2 875 575 95 625 1300 1600000 Size factor Cf > 1.100 (APPLY TO Fb) Size factor Cf > 1.100 (APPLY TO Ft) ' Size factor Cf Repetitive member factor Cr > 1.000 (APPLY TO > 1.150 Fc») Adjusted values Species Grade Fb Ft Fv Fc± Fc-, E ' DFL NO21384 633 119 625 1300 1600000 ----MAXIMUM SPANS ------------------------------ ----------------------------- ----- --------- Max. span as limited by: Bending > 17.034 feet ' Shear > 32.307 feet Total load deflection (L/240) > 17.295 feet O;TL > .865 inches Live load deflection (L/360) > 18.025 feet (ELL > .600 inches -------------------------CONCENTRATED LOAD CHECK------------------------ Check uniform DL additive with concentrated load? > Y ' Max span as limited by concentrated loading > .000 feet Check stresses due to concentrated loading.... ' V uniform DL V concentrated load > .000 > .000 kips kips V cap of joist > 1.098 kips <ok> of allowable > .000 M uniform DL > .000 ft -kips M max with load at midspan > .000 ft -kips M cap of joist > 2.466 ft -kips <ok> o of allowable > .000 ' --- Deflection--- -Deflection--- Unifor Uniform DL deflection > .000 inches Concentrated load deflection load deflection > .000 inches in. L/ 0 Total > .000 P N' 22-141 50 SHEETS an 22-142 100 SHEETS 22-144 200 SHEETS T I 91 � J � p N F 0 O O O Q) O O N 22-141 SO SHEETS 22-142 100 SHEETS 22-144 200 SHEETS r G r W `1 -(7;3I 4 �. � N V3 T 0 W O -41 0 -S- 0 C � � Q N -fes N r G r W 22-141 50 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS 4- r I SSBM 6 1:52 PM ------------------------------------------------------------------------ Rev 9-13-93 SIMPLE SPAN BEAM - UNIFORM LOAD 9/28/99 Description >> RB -4 ----------------------=----------GENERAL-------------------------------- Span (L) > 12..000.feet Repetetive ? > N Reduce shear for bm depth > Y Laterally supported (Y/N) > Y lu > .000 feet le > .000 feet Slenderness factor Cs > .000 Ck > 27.920 --------------------------------ACTIONS--------------------------------- Uniform dead load > .148 kips/ft 45 % TL Uniform live load > .183 kips/ft 55 % TL Uniform total load > .331 kips/ft End reactions ........................... DL > .888 kips LL > 1.098 kips TL > 1.986 kips Design loads ............................ Total load moment (M) > 5.958 ft -kips Total load shear (V) > 1.986 kips --------------------------LUMBER DESIGN VALUES --------------------------- Base values Species Grade Fb Ft Fv. Fd± Fc- E DFL N01 -BM 1350 675 85 625 925 1600000 Size factor Cf > 1.000 Apply to Fb Size factor Cf > 1.000 Apply to Ft Size factor Cf > 1.000 Apply to Fc» Repetitive member factor Cr > 1.000 Load duration factor Cd > 1.250 fl Adjustment for lateral support > 1.000 Adjusted values Species Grade Fb Ft Fv Fc± Fc- E DFL N01 -BM 1688 675 106 625 925 1600000 --------------------------------BEAM DATA ------------------------------- Member width > 5.500 inches Member depth > 9.250 inches Required Actual Comment S (in'3) > 42.368 78.432 <ok> A (in^2) > 24.436 50.875 <ok> I (in"4) > 362.749 ------------------------------DEFLECTIONS------------------------------- Total load deflection > .266 inches L/ 541 <OK> Live load deflection > .147 inches L/ 979 <OK> Dead load deflection > .119 inches Minimum camber (glu-lams) > .178 inches <1.5*DL deflection> Standard 20001R camber > .108 inches --------------------------CHECK MIN. BRG. AREA -------------------------- Minimum area > 3.178 in�2 Minimum length > .578 inches Assuming full width bearing m mm 22-141 50 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS w W W 4- + + N o N o N p � s 0� Q v a o q N. L, tr E. W N am�22-141 SO SHEETS 22-142 100 SHEETS 22-144 200 SHEETS t � o � N o N O � p S O W a h N N � � cc C � I � t 1 1 1 �Z SSBM 6 2:17 AM ------------------------------------------------------------------------ Rev 9-13-93 SIMPLE SPAN BEAM - UNIFORM LOAD 10/14/99 ------------------------------------------------------------------------ Description >> H-1 ------------------=-------------- GENERAL -----------------------=-------- Span (L) > 6.250 feet Repetetive.? > N Reduce shear for bm depth > Y Laterally supported (Y/N) > Y lu > .000 feet le > .000 feet Slenderness factor Cs > .000 Ck > 27.920 --------------------------------ACTIONS--------------------------------- Uniform dead load > .403 kips/ft 47 o TL Uniform live load > .460 kips/ft 53 % TL Uniform total load > .863 kips/ft End reactions......... ................ DL > 1.259 kips LL > 1.438 kips TL > 2.697 kips Design loads ............................ Total load moment (M) > 4.214 ft -kips Total load shear (V) > 2.697 kips --------------------------LUMBER DESIGN VALUES -------------------------- Base values Species Grade Fb Ft Fv Fc± Fc- 'E DFL N01 -BM 1350 675 85 625 925 1600000 Size factor Cf > 1.000 Apply to Fb Size factor Cf > 1.000 Apply to Ft Size factor Cf > 1.000 Apply to Fc» Repetitive member factor Cr > 1.000 Load duration factor Cd > 1.250 fl Adjustment for lateral support > 1.000 Adjusted values Species Grade Fb Ft Fv Fc± Fc- E DFL N01 -BM 1688 675 106 625 925 1600000 --------------------------------BEAM DATA ------------------------------- Member width > 5.500 inches Member depth > 7.250 inches Required Actual Comment S (in^3) > 29.965 48.182 <ok> A (in'2) > 30.713 39.875 <ok> I (in'4) > 174.661 ------------------------------DEFLECTIONS------------------------------- Total load deflection > .106 inches L/ 707 <OK> Live load deflection > .057 inches L/ 1327 <OK> Dead load deflection > .050 inches Minimum camber (glu-lams) > .074 inches <1.5*DL deflection> Standard 20001R camber > .029 inches --------------------------CHECK MIN. BRG. AREA -------------------------- Minimum area > 4.315 inA2 Minimum length > .785 inches Assuming full width bearing 22-141 50 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS I N s V L s c 7 O S' I 22-141 50 SHEETS an 22-142 100 SHEETS 22-144 200 SHEETS W — � rJ (J\ N o VJ p tR Nil O , W — � rJ ' rs ' WALLFRAM 4:44 PM 9/30/99 000000000000000000000000000000000000000000000000000000000000000000000000 1 Rev 4-02-96 Wall framing 000000000000000000000000000000000000000000000000000000000000000000000000 ' Description >>Wall framing at grid E 000000000000000000000000000000000000000000000000000000000000000000000000 Unbraced K length (ft) le/d Thickness d2 > 1.500 in. 1.000 1.000 8.000 ' Width di > 3.500 in. 1.000 9.500 32.571 Section properties Sx > 3.063 inA3 Sy > 1.313 inA3 ' A > 5.250 inA2 I > 5.359 inA4 ' Repetitive ? (y/n) > y Spacing > 12.000 inches --------------------------Lumber design values -------------------------- Lumber type > 1 1 => Visually graded lumber ' 2 => Machine stress rated lumber 3 => Glue -laminated timber KcE > .300 KbE > .438 ' c' > .800 Base values Species Grade Fb Ft Fv Fc± Fc- E DFL NO2 .875 575 95 625 1300 1600000 Size factor Cf > 1.500 (Applied to Fb) Size factor Cf > 1.500 (Applied to Ft) ' Size factor Cf > 1.150 (Applied to Fc») Repetitive member factor Cr > 1.150 Flat -use factor Cfu > 1.100 Load duration factor C(D) > 1.330 Adjusted values Species Grade Fb Ft Fv Fc± Fc- E ' DFL NO2 2007 1147 126 625 1988 1600000 Fb Flat -use 2208 -.--------------------------------- Loading -------------------------------- Axial loading: ' Load duration > w axial > 1.000 1.100 kips/ft w axial trib. > 1.100 kips/stud fc > 210 psi ' Loading applied to member narrow face: Load duration > 1.330 w lateral > .0117 ksf M > 132 ft -lbs ' w lateral trib. > .0117 klf fbl > 517 psi Loading applied to member wide face: ' Load duration > w lateral > 1.000 .0000 ksf M > 0 ft -lbs w lateral trib. > .0000 klf fb2 > 0 psi - 1 IM -------------------------------- Summary --------------------------------- FcE > 452 F'c > 429 psi R(B) > 13.317 <ok> FcEl > 452 ' FcE2 > 7500 FbE > 3952 Deflection: delta x > .250 inches L/ 456 ' 000000000000000000000000000000000000000000000000000000000000000000000000 .239 + .480 + .000 = .719 <ok> ' 00000000000000000000000000000000000000000000000000000000000000000000000o 1 1 1 11 f 11 CT .J/ I f\.1'.r 41 P IM IIAC. W0.X-•0l0� wQQ =, 0(40 k -S4 wTL-; I��Z�-�SoJ f,or.r : ,y9o��� 1 L . flux, LinI� First floor framing 11.875" TJI@/Pr0T""-150 JOIST @ 16.0" o/c TJ-BeamTM ,5.40 Serial Number: 709049465 ' BEAMUSA 1001 10/1/99 2:05:41 AM Page 1 of 1 Build Code: 099 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED m 16' 1 Product Diagram is Conceptual. ' LOADS: Analysis for Joist Member Supporting FLOOR - RES. Application. Loads(psf): 40 Live at 100% duration, 10 Dead, 0 Partition ' SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH JUSTIFICATION LIVE/DEAD/TOTAL DETAIL OTHER 1 2x6 Plate 5.50" 4.25" Left Face 427 / 107 / 533 Detail A3 1.25" LSL Rim 2 2x6 Plate 5.50" 4.25" Right Face 427 / 107 / 533 Detail A3 1.25" LSL Rim ' - See TJM SPECIFIER'S / BUILDER'S GUIDES for detail(s): A3. - CAUTION: Required bearing length(s) exceed the minimum shown in the TJM Builder's guide for single family residential applications. Limits: End supports, 3.5". Intermediate supports, 3.5" with web stiffeners and 5.25" without web stiffeners. ' DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 508 503 1420 Passed(35%) Lt. end Span 1 under Floor loading Reaction(lb) 508 508 1420 Passed(36%) Bearing 1 under Floor loading t Moment(ft-Ib) 1938 1938 3765 Passed(51%) MID Span 1 under Floor loading Live Defl.(in) 0.222 0.381 Passed(U823) MID Span 1 under Floor loading Total Defl.(in) 0.278 0.762 Passed(U658) MID Span 1 under Floor loading - Allowable moment was increased for repetitive member usage. ' - Deflection Criteria: STANDARD(LL: U480, TL:L/240). - Deflection analysis is based on composite action with single layer of the appropriate span -rated, GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: - IMPORTANT! The analysis presented 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. - Not all products are readily available. Check with your supplier or TJM technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST MacMILLAN PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJM Residential product listed above. 1 ' PROJECT INFORMATION Lyle and Diane Foster Butte County, California OPERATOR INFORMATION: Frank M Glazewski - Architect Frank Glazewski 1907 Mangrove Avenue Suite E Chico, CA 95926 530-343-4630 530-894-3422 Copyright @ 1999 by Trus Joist MacMillan, a limited partnership, Boise, Idaho, USA. Pro-, TJ-ProT" and TJ -Beam*'" are trademarks of Trus Joist MacMillan. TJI® is a registered trademark of Trus Joist MacMillan. TJ -Beam v5.40 Serial Number: 709049465 BEAMUSA 1001 10/1/99 2:05:41 AM Page 1 of 1 Member Information: First floor framing Project Ir.formation: Lyle and Diane Foster Butte County, California Supplemental Report for 11.875" TJI@/ProTM_150 JOIST @ 16.0" o/c Operator Information: Frank M Glazewski - Architect Frank Glazewski 1907 Mangrove Avenue Suite E Chico, CA 95926 530-343-4630 530-894-3422 Copyright O 1999 by Trus Joist MacMillan, a limited partnership, Boise, Idaho, USA. 'TJI® is a registered trademark of Trus Joist MacMillan. Pro'", TJ -Pro" and TJ -Beam"' are trademarks of Trus Joist MacMillan. 15'- 3.00" Max. Vertical Reaction Total(lb) 533 533 Live(lb) 427 427 Selected Bearing Length(in) 4.25(W) 4.25(W) 'Max. Unbraced Length(in) 32 Floor loading on all members, LDF = 1.00 Shear(lb) 508 -508 Reaction{lb) 533 533 1938 'Moment(ft-lb) Live Defl.(in) 0.222 Total Defl.(in) 0.278 Dead load, LDF - 0.90 102 -102 'Shear(lb) Reaction(lb) 107 107 Moment(ft-lb) 388 Operator Information: Frank M Glazewski - Architect Frank Glazewski 1907 Mangrove Avenue Suite E Chico, CA 95926 530-343-4630 530-894-3422 Copyright O 1999 by Trus Joist MacMillan, a limited partnership, Boise, Idaho, USA. 'TJI® is a registered trademark of Trus Joist MacMillan. Pro'", TJ -Pro" and TJ -Beam"' are trademarks of Trus Joist MacMillan. ' File 1:59 AM 10/ 1/99 ---->GIRDER- -------------------------------------------------------- Rev 6-22-95 Typical floor girder Description ->> >----FG-1--------------------------------------------------- ------------------------------General data ------------------------------ w w uniform > .490 kips/ft Support spacing > 4.250 feet Soil brg. cap. > 1.500 ksf ' Try > 3.500 in. x 7.250 in. girder --------------------------Lumber design values -------------------------- Base values ' Species Grade Fb Ft Fv Fc± Fc- E DFL NO2 875 575 95 625 1300 1600000 ' Member width > 3.500 inches Member depth > 7.250 inches Repetitive (y/n)? > n ' Size factor Cf (apply to Fb) > 1.300 Size factor Cf (apply to Ft) > 1.200 Size factor Cf (apply to Fc») > 1.050 ' Repetitive member factor Cr > 1.000 Adjusted values Species Grade Fb Ft Fv Fc± Fc- E ' DFL NO2 1137.500 690.000. 95:000 625.000 1365.000 1600000 ---------------------------------Summary-------------------------------- ' S req > 11.671 inA3 S > 30.661 inA3<ok> A req > 16.441 inA2 A > 25.375 inA2 <ok> I > 111.148 inA4 Total load deflection > .020 inches <ok> -------------------------------- Footings -------------------------------- Reaction > 2.083 kips Footing size > 14.829 inches square ' 12.000 inches deep 11 r■ p N 0 kA QN W N � p� N 4J k� N i m mm m m m m 22-141 50 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS 7-3 h d 14 N w ' PT FTG2 2:00 AM Rev 9-30-93 Point az ' PT FTG2 2:00 AM ----------------------------Footing stresses ---------------------------- Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 8.529 kips Vn=Vc=2(F'c)A.5*bw*d > 38.400 kips G Vn > 34.560 kips Diagonal tension - factored loads - two way action <ok> Vu=(P net)*(effective area) > 19.902 kips Vn=Vc=4(F'c)A.5*bo*d > 51.200 kips G Vn > 46.080 kips -------------------------Footing reinforcement -------------------------- Mu=(P net)*bl"2/2 > 2.559 ft-kips/ft Required Rn=(Mu/O)bd"2 > 44.424 psi Required p (bending moment) > .0011 Required As (bending moment) > .108 in�2/ft = .431 in�2 Min. required p UBC 2610(f) > .0015 3301 increase applied Min. required As UBC 2610(f) > .143 inA2/ft = 573 inA2 Minimum reinforcement as governed by: ' ---Minimum reinforcement -- 3 No. 4 bars e.w. 2 No. 5 bars e.w. 2 No. 6 bars e.w. 1 No. 7 bars e.w. J Rev 9-30-93 Point footing 10/ 1/99 Description »F-1 • data ------------- --------------Soil data------------- '-------------Load P. > 6.962 kips Soil brg capacity> 1.000 ksf Uniform load > 1.380 kips/ft Live load % > 80.000 ' --------------Concrete------------- ----------Reinforcing steel--------- F'c > 2.500 ksi Fy > 40.000 ksi m > 18.824 ' 0 -----------------> ---- .900 ---------Footing data ------------------------------ Footing size > 4.000 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches • Footing weight > 2.400 kips ' Total P axial > 14.882 kips Total bearing pressure > .930 ksf <ok> Net bearing pressure > .780 ksf Factored bearing pressure > 1.279 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 8.529 kips Vn=Vc=2(F'c)A.5*bw*d > 38.400 kips G Vn > 34.560 kips Diagonal tension - factored loads - two way action <ok> Vu=(P net)*(effective area) > 19.902 kips Vn=Vc=4(F'c)A.5*bo*d > 51.200 kips G Vn > 46.080 kips -------------------------Footing reinforcement -------------------------- Mu=(P net)*bl"2/2 > 2.559 ft-kips/ft Required Rn=(Mu/O)bd"2 > 44.424 psi Required p (bending moment) > .0011 Required As (bending moment) > .108 in�2/ft = .431 in�2 Min. required p UBC 2610(f) > .0015 3301 increase applied Min. required As UBC 2610(f) > .143 inA2/ft = 573 inA2 Minimum reinforcement as governed by: ' ---Minimum reinforcement -- 3 No. 4 bars e.w. 2 No. 5 bars e.w. 2 No. 6 bars e.w. 1 No. 7 bars e.w. J Z3 ' PT_FTG2 2:00 AM --------------------------------------------------------------------- Rev 9-30-93 Point footing --- 10/ 1/99 Description »F-2 -------------Load data ------------- --------------Soil data ------------- ' P > 3.957 kips Soil brg capacity> 1.000 ksf Uniform load > 1.200 kips/ft Live load % > 80.000 ' --------------Concrete------------- ----------Reinforcing steel--------- F'c > 2.500 ksi Fy > 40.000 ksi m > 18.824 G > 900 ' ---------------------- - ------- Footing data ------------------------------ Footing size > 3.000 feet Footing thickness (t) > 12.000 inches <ok> ' Distance to reinf. (d) > 8.000 inches Footing weight > 1.350 kips ' Total P axial > 8.907 kips Total bearing pressure > .990 ksf <ok> Net bearing pressure > .840 ksf Factored bearing pressure > 1.377 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 4.820 kips Vn=Vc=2(F'c)�.5*bw*d > 28.800 kips G Vn > 25.920 kips Diagonal tension - factored loads - two way action <ok> Vu=(P net)*(effective area) > 11.781 kips Vn=Vc=4(F'c) -, .5*bo*d > 51.200 kips 0 Vn > 46.080 kips -------------------------Footing reinforcement -------------------------- Mu=(P net)*b1A2/2 > 1.549 ft-kips/ft Required Rn=(Mu/o)bdA2 > 26.896 psi Required p (bending moment) > .0007 Required As .(bending moment) > .065 in�2/ft = .195 in�2 Min. required p UBC 2610(f) > .0009 33% increase applied Min. required As UBC 2610(f) > .086 inA2/ft = .259 inA2 Minimum reinforcement as governed by: ' ---Minimum reinforcement -- 2 No. 4. bars e.w. 1 No. 5 bars e.w. ' 1 No. 6 bars e.w. 1 No. 7 bars e.w. 1 J Minimum reinforcement as governed by: ' ---Minimum reinforcement -- 3 No. 4 bars e.w. 2 No. 5 bars e.w. ' 2 No. 6 bars e.w. 1 No. 7 bars e.w. ' PT FTG2 2:01 AM ------------------------------------------------------------------------ Rev 9-30-93 Point footing 10/ 1/99 Description »F -3 -------------Load data------------- ----------- =--Soil data ------------- P > 7.796 kips Soil brg.capacity> 1.000 ksf Uniform load > 1.150 kips/ft Live load % > 80.000 ' --------------Concrete------------- ----------Reinforcing steel --------- FIc > 2.500 ksi Fy > 40.000 ksi m > 18.824 0 > .900 ' ------------------------------Footing data ------------------------------ Footing size > 4.000 feet Footing thickness (t) > 12.000 inches <ok> ' Distance to reinf. (d) > 8.000 inches Footing weight > 2.400 kips Total P axial > 14.796 kips Total bearing pressure > .925 ksf <ok> Net bearing pressure > .775 ksf ' Factored bearing pressure > 1.271 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- ' Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 8.471 kips Vn=Vc=2(F'c)".5*bw*d > 38.400 kips ' 0 Vn > 34.560 kips Diagonal tension - factored loads - two way action <ok> ' Vu=(P net)*(effective area) > 19.765 kips Vn=Vc=4(F'c)'^'.5*bo*d > 51.200 kips 0 Vn > 46.080 kips -------------------------Footing reinforcement -------------------------- Mu=(P net)*bl"2/2 > 2.541 ft-kips/ft Required Rn=(Mu/0)bdA2 > 44.118 psi ' Required p (bending moment) > .0011 Required As (bending moment) > .107 inA2/ft = .428 in�2 Min. required p UBC 2610(f) > .0015 33% increase applied ' Min. required As UBC 2610(f) > .142 inA2/ft = .569 inA2 Minimum reinforcement as governed by: ' ---Minimum reinforcement -- 3 No. 4 bars e.w. 2 No. 5 bars e.w. ' 2 No. 6 bars e.w. 1 No. 7 bars e.w. ' zS PT FTG2 2:01 AM Minimum reinforcement as governed by: ' ---Minimum reinforcement -- 1 No. 4 bars e.w. 1 No. 5 bars e.w. ' 1 No. 6 bars e.w. 1 No. 7 bars e.w. Rev 9-30-93 Point footing 10/ 1/99 ------------------------------------------------------------- Description »F-4 -------------Load data ------------- ----------_--- Soil data -------------- ' P > 2.640 kips Soil brg capacity> 1:.000 ksf Uniform load > 1.200 kips/ft Live load % > 80.000 ' -------------- Concrete ------------- ----------Reinforcing steel --------- FIc > 2.500 ksi Fy > 40.000 ksi m > 18.824 0 > .900 ' ------------------------------Footing data ------------------------------ Footing size > 2.750 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches Footing weight > 1.134 kips Total P axial > 7.074 kips Total bearing pressure > .935 ksf <ok> Net bearing pressure > .785 ksf ' Factored bearing pressure > 1.288 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- ' Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 3.690 kips Vn=Vc=2(F'c)A.5*bw*d > 26.400 kips ' G Vn > 23.760 kips Diagonal tension - factored loads - two way action <ok> ' Vu=(P net)*(effective area) > 9.169 kips Vn=Vc=4(F'c)A.5*bo*d > 51.200 kips G Vn > 46.080 kips ' -------------------------Footing reinforcement -------------------------- Mu=(P net)*b1A2/2 > 1.218 ft-kips/ft Required Rn=(Mu/G)bdA2 > 21.141 psi ' Required p (bending moment) > .0005 Required As (bending moment) > .051 inA2/ft = .140. in�2 Min. required p UBC 2610(f) > .0007 33% increase applied ' Min. required As UBC 2610(f) > .068 inA2/ft = .187 inA2 Minimum reinforcement as governed by: ' ---Minimum reinforcement -- 1 No. 4 bars e.w. 1 No. 5 bars e.w. ' 1 No. 6 bars e.w. 1 No. 7 bars e.w. 22-141 50 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS 1 Frank Glazewski - Architect Date 9/28/99 ' 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 ' Wind design values - Uniform Building Code -Table 16-H Description ILyle and Diane Foster ' Exposure B Importance factor 1.00 Basic wind speed 75.00 mph qs 14.50 psf ' Roof pitch 6.00 in 12 26.57 degrees ' PRIMARY FRAMES AND SYSTEMS Direction Ht. <0'-15'> <205 <255 <30'> <405 ' Ce 0.62 0.67 0.72 0.76 0.84 .:.................. WALLS ' Windward walls QQ<` 0.0072 0.0078 0.0084 0.0088 0.0097 Inward Leeward walls 5>': 0.0045 0.0049 0.0052 0.0055 0.0061 Outward ::.;;;;:;;:::;;;«::.--------------------v------------------------------ Total wall ; 0.0117 ; 0.0126 ; 0.0136 ; 0.0143 -- ; 0.0158 ROOF Wind perpendicular to ridge: Leeward or flat roof':':. .................... 0.0063 0.0068 0.0073 0.0077 0.0085 Outward Windward roof: Slope 2:12 to less than 9:12 >'44 0.0081 0.0087 0.0094 0.0099 0.0110 Outward Slope 2:12 to less than 9:12 ;? >3f>' 0.0027 0.0027 0.0031 0.0033 0.0037 Inward Roof total ......:...:........ --------------------v-------------------------------- ; 0.0090 ; 0.0095 ; 0.0104 ; 0.0110 ; 0.0122 ' Wind parallel to ridge and flat roofs E30` 0.0063 0.0068 0.0073 0.0077 0.0085 Outward ELEMENTS AND COMPONENTS (Not in areas of discontinuity) ' WALL ELEMENTS All structures <»1<i`:': `:>': ................... .................... 0.0108 0.0117 0.0125 0.0132 0.0146 Inward ' Enclosed and unenclosed structures Partially enclosed structures ................... .................... `€> '1<<"" 0.0108 0.0144 0.0117 0.0155 0.0125 0.0167 0.0132 0.0176 0.0146 0.0195 Outward Outward Parapet walls ':'3` :::........ 0.0117 0.0126 0.0136 0.0143 0.0158 Out/in R 0 0 F ' Enclosed and unenclosed structures: Slope <7:12 >'€`>3E) .................... .................... 0.0117 0.0126 0.0136 0.0143 0.0158 Outward Slope 7:12 to 12:12 ................... ':3':. 0.0117 0.0126 0.0136 0.0143 0.0158 Out/in ' Slope >12:12 Use wall values Partially enclosed structures Slope < 2:12Q<'?s 0.0153 0.0165 0.0177 0.0187 0.0207 Outward Slope 2:12 to 7:12<fj`< 0.0144 0.0155 0.0167 0.0176 0.0195 Outward Slope 2:12 to 7:12 xa£) 0.0072 0.0078 0.0084 0.0088 0.0097 Inward Slope > 7:12 to 12:12 ```'`:"`9irt1' :::.:.:.:........... ................... 0.0153 0.0165 0.0177 0.0187 0.0207 Out/in 'Slope >12:12 Use wall values 1 21 ELEMENTS AND COMPONENTS (In areas of discontinuities) Wall corners €«» < EE ...:.. 0.0135 0.0146 0.0157 0.0165 0.0183 Outward ................... .................... . ''#f 0.0108 0.0117. 0.0125 0.0132 0.0146 Inward Roof eaves, rakes or ridges without overhangs Slope < 2:12 Slope 2:12 to 7:12 Slope > 7:12 to 12:12 For slopes less than 2:12 Overhangs at roof eaves, rakes or ridges, and canopies. 0.0207 0.0223 0.0240 0.0253 0.0280 Upward 0.0234 0.0253 0.0271 0.0287 0.0317 Outward 0.0144 0.0155 0.0167 0.0176 0.0195 Outward 0.0252 0.0272 0.0292 0.0309 0.0341 Upward ...............:.... .................... 1 1 Frank Glazewski - Architect Date 9/28/99 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Seismic factors -1997 UBC Description Lyle and Diane Foster LATERAL SYSTEM Seismic zone 3 Z 0.300 Importance factor 1.000 Static lateral force procedure per UBC 1630 R 5.500 Numerical coefficient hn 23.000 feet Building frame system Wood framed and all other buildings CT 0.000976 T = CT (hr)3/4 0.0103 sec. Per UBC 1630.2 V=(Cv*I)/(R*T) 9.58 (30-4) The total design base shear need not exceed the following: V=(2.5*Ca*I)/R * W = 0.164 W Where CA= 0.360 The total design base shear shall not be less than the following: V=0.11 *Ca*I W = 0.040 W Applying load combinations per UBC 1612; Divide seismic factor by 1.4, 0.164 /1.4 = 0.117 W As per UBC 1630, seismic factor may be further modified by Redundancy/reliability factor. Cv 0.540 21 1 1 1 1 1 11 1 1 1 Frank Glazewski - Architect 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Calculate redundant by line -1997 UBC Description I Lyle and Diane Foster Line Load % total SW length r; A 3.83 0.27 13.50 0.200 B 3.25 0.23 15.41 0.149 D 3.28 0.23 .14.58 0.158 E 3.90 0.27 23.25 0.116 0.000 0.000 0.000 0.000 -F 0.000 0.000 Calculate p r MAX 0.200 Building area 12000 s.f. P 1.09 Use p = 1.09 Date 9/30/99 c 1 1 1 1 1 I I 11 3( 22-141 50 SHEETS an�n�oan 22-142 100 SHEETS 22-144 200 SHEETS 73 7) c N 1 w W N +. n o � w W .. o ` 0 0 W 6'N z N r' N 1 w 22-141 50 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS 7\ S 51 9. E � r_ Ln I� QA3 w � Li . .......... .W U1 tl N — lt C;� N -4- � � N � t� O 4J _ + + o O s n 7\ S 51 9. E � r_ Ln I� QA3 w � Li . .......... .W 22-141 50 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS n 5 41)- 5 s w s Lfj 0 s 22-141 50 SHEETS 22-142 100 SHEETS 22.-144 200 SHEETS o 0 0 + � � N • N � o o 0 4- -Ali 4J w � -o 22-141 50 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS s s X Chi � O W N o o z F VI L + o Y v o 0 u s s 1 1 11 Frank Glazewski - Architect Date 9/28/99 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearwall schedule Description I Lyle and Diane Foster Mark Description HF DF 1 318" cdx plywood with 8d nails at 6",12" o.c. 0.216 0.260 2 3/8" cdx plywood with 8d nails at 4", 12" o.c. 0.315 0.380 3 318" cdx plywood with 8d nails at 3",12" o.c. 0.403 0.490 4 1/2" cdx plywood with 10d nails at 6",12" o.c. 0.254 0.310 5 1/2" cdx plywood with 10d nails at 4",12" o.c. 0.377 0.460 6 1/2" cdx plywood with 10d nails at 3", 12" o.c. 0.492 0.600 .7 5/8" T-1-11 plywood nailed with 8d nails at 6", 12" o.c. 0.131 . 0.160 8 5/8" T-1-11 plywood nailed with 8d nails at 4",12" o.c. 0.197 0.240 9 5/8" T-1-11 plywood nailed with Sd nails at 3", 12" o.c. 0.254 0.310 10 112" gypsum board nailed with 5d nails at 7" o.c. max. 11 5/8" gypsum board nailed with 6d nails at 7" o.c. max. 33 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Wall line analysis Frank Glazewski - Architect Date 9/30/99 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearwall summary Description Foster residence Level IMain Line P lateral 4.170 kips Total wall length 13.500 feet Wall framing species HF Shearwall v 0.309 kips/ft Ok! Shearwall Mark v cap Exterior 3/8" cdx plywood with 8d nails at 4", 12" o.c. 2 0.312 kips/ft Interior I None 13 0.000 kips/ft v allow 0.312 kips/ft If user -defined SW used; Description v allow 0.000 kips/ft Sill nailing ❑ Applicable? 16d sinker good for 0.134 kips/each 0.134 = 0.309 Anchor bolts 0 Applicable? 0.730 0.309 Blockina/top plate Length of attachment v 0.434 feet 16d nails at 16 inches o.c. at SW 1/2" dia. good for 0.730 kips/each 2.363 feet 1/2" dia. at 28 inches o.c. max. Applicable? Connector A35 7 0.450 1 kips/each 42.00 feet 0.099 kips/ft Connectors 48 inches o.c. max. Connectors at rim joist to mudsill/cripple wall top plate v 0.309 kips/ft ❑ Applicable? A35 at 0 inches o.c. max. Page 1 ?qj 1 31 Line geometry Frank Glazewski - Architect Date 9/30/99 ' 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearwall summary - Line aeomet ' ' Description ; Foster residence Level Main Line V1 v1 V2 v2 V3 Segment Desc. Wall Opening 417s' 0.07�.. v3 V4 v4 k,.k i Force 8.00 0 8.00 y 4.00 w 4.00 y -0.599 ' 5.00 0 5.00 y 0.337 5.00 w 5.00 y -0.038 -,,6 or - 6.00 o 6.00 y 1.132 13.67 0 13.67 y 0.683 9.50 0 9.50 y -0.341 4.50 w 4.50 y -1.053 ' 0.000 0.000 0.000 0.000 0.000 ' 0.000 0.000 0.000 ' 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ' 0.000 0.000 ' 0.000 Total lengths 13.50 42.17 Maximum collector force 1.132 kips ' 16d nail good for 0.115 kips/each Splice 10 16d nails I Page 1 CD 00o Lengtn of W Cn C_n L CD y (kips/ft) o Cn O.T.M. 0 s N w Cn (ft -kips) � D. L.R.M. W Shearwall m ' � Nom,CD 0 0 o C:1 6 o —ties_(ft)_ CD Tie force 0 0n bo CL CO CO ~ (kips) Cr Tie from above (kips) o P total 00 (kips) 0 n O Height °' o o CL CD X X X 0 0 o (ft) M Q Cn � 3 -- -- p Wall Q N 0 0 o (ft.) v o wwwQ- o0o r o Roof ft. () = o00 N ocNnC_n Cr o�� CD r CD 7r 7C 7r _ N N N N Floor ftN LEE) n CD 00o Wdl W Cn C_n L CD CD w w (kips/ft) N O.T.M. 0 N w Cn (ft -kips) Cn D. L.R.M. W n � 4�-' Cn (ft-kips) —Lengfh C between C:1 6 o —ties_(ft)_ CD Tie force 0 0n bo CL CO CO ~ (kips) Cr Tie from above (kips) o P total 00 (kips) 0 n N N N0 X X X Q � CA Cn 7 o p CJS p 0 Oo CD L CD N w oaE3t O n W n � o C o N CD CL o' Cr n 0 n C,O C:) C-) =3 G) �; CQ � CD N O Colt CCD CO =3 N C � O CD D Cn c C7 �' =r CD M 0 0 CD CD W CD CD CD Cn Q CL CD __r_ 0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Wall line analysis Frank Glazewski - Architect Date 9/30/99 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearwall summary Description Foster residence Level IlMain I Line © P lateral 3.540 kips Total wall length 15.410 feet Wall framing species HF Shearwall v 0.230 kips/ft Okl Shearwall Mark v cap Exterior i 3/s° cdx plywood with 8d nails at 4°, 12° o.c. 2 0.312 kips/ft InteriorNone 13 0.000 kips/ft v allow 0.312 kips/ft If user -defined SW used; Description I I v allow 0.000 kips/ft Sill nailing ❑ Applicable? 16d sinker good for 0.134 kips/each 0.134 = 0.583 feet 0.230 16d nails at 16 inches o.c. at SW Anchor bolts 21 Applicable? 0.730 = 3.178 feet 0.230 Blocking/top plate Q Applicable? Length of attachment 38.00 feet v 0.093 kips/ft 1/2" dia. good for 0.730 kips/each 1/2" dia. at 38 inches o.c. max. Connector A35 0.450 kips/each Connectors Connectors at rim joist to mudsill/cripple wall top plate v 0.230 kips/ft A35 at Page 1 48 inches o.c. max. ❑ Applicable? 0 inches o.c. max. Line geometry ' Frank Glazewski - Architect Date 9/30/99 1907 Mangrove Avenue Suite E ' Chico, California 95926 Tel (530) 343-4630 ' Page 1 1 Shearwall summary - Line .geometry Description Foster residence ' Level Main Line B V1 v1 V2 v2 V3 0 V4 v4 Segment Desc. Wall Opening „ 3 % 1 0 09 N Force 6.25 w 6.25 y 5.00 0 5.00 y 0.852 ' 9.16 w 9.16 y 0.385 17.50 0 17.50 y 1.634 0.000 ' 0.000 0.000 0.000 0.000 0.000 0.000 ' 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ' 0.000 0.000 0.000 ' 0.000 0.000 0.000 0.000 ' Total lengths 15.41 22.50 Maximum collector force 1.634 kips ' 16d nail good for 0.115 kips/each Splice 14 16d nails ' Page 1 Stability details Frank Glazewski - Architect Date 9130199 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearwall summary - Wall stability Description Foster residence Level Main Line © v 0.230 kips/ft Assembly dead loads: Design controlled by: Roof 0.014 ksf Seismic Floor 0.011 ksf Dead load reduction factor: Wall 0.010 ksf 0.850 iShearwall Dead load trib. Lengths :— to c C , ~ CD 0 V+ Holdown N I O Y > O J N Z ~ 0 I 6.25 8.50 8.50 22.50 0.400 12.2 6.6 6.25 1.05 1.05 LTT20B/2-2x6 9.16 8.50 8.50 22.50 0.400 17.89 14.26 9.16 0.63 0.63 LTT20B/2-2x6 ' Page 1 q3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Wall line analysis Frank Glazewski - Architect Date 9/30/99 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearwall summary Description Foster residence Level IMain Line P lateral 3.580 kips Total wall length 14.580 feet Wall framing species HF Shearwall v 0.246 kips/ft Oki Shearwall Mark v cap Exterior i 3/8" cdx plywood with 8d nails at 4", 12" o.c. 2 0.312 kips/ft Interior None 13 0.000 kips/ft v allow 0.312 kips/ft If user -defined SW used; Description I I v allow 0.000 kips/ft Sill nailing ❑ Applicable? 16d sinker good for 0.134 kips/each 0.134 = 0.546 feet 0.246 16d nails at 16 inches o.c. at SW Anchor bolts Q Applicable? 112" dia. good for 0.730 kips/each 0.730 = 2.973 feet �`�� bit, 0.246 1/2" dia. at --S inches o.c. max. Blocking/top plate Q Applicable? Connector A35 -D—O—.45-0—]kips/each Length of attachment 45.00 feet v 0.080 kips/ft Connectors 48 inches o.c. max. Connectors at rim joist to mudsill/cripple wall top plate ❑ Applicable? v 0.246 kips/ft A35 at 0 inches o.c. max. Page 1 qq 17 Line geometry 'ite Frank Glazewski -Archt Date 9/30/99 c ' 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 I Page 1 q'S ' Shearwall summary - Line geometry Description Foster residence Level Main Line DQ V1 v1 V2 v2 V3 0 V4 v4 ' Segment Desc. Wall Opening _3 58 0.06 Force 8.25 w 8.25 y 29.50 o 29.50 y 1.499 ' 6.33 w 6.33 y -0.384 C S b 12.00 0 12.00 y 0.766 0.000 ' 0.000 0.000 0.000 ' 0.000 0.000 0.000 ' 0.000 0.000 ' 0.000 0.000 0.000 0.000 0.000 0.000 - 0.000 ' 0.000 0.000 0.000 0.000 0.000 0.000 ' Total lengths 14.58 41.50 Maximum collector force 1.499 kips ' 16d nail good for 0.115 kips/each Splice 13 16d nails I Page 1 q'S 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Stability details Frank Glazewski - Architect Date 9/30199 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearwall summary - Wall stability Description Foster residence Level Main Line OD v 0.246 kips/ft Assembly dead loads: Design controlled by: Roof FOY.014 ksf Seismic Floor FOY011 ksf Dead load reduction factor: Wall 0.010 ksf 0.850 IShearwall Dead load trib. Lengths O Cdav .... �. _ i O ...J V O Y Y rn cu p) CO O O n H „ '� � 2 Y Qi a Holdown O O O � O w O � x v0 c Vo J O O N N N >O O J� i � � ~CU 8.25 8.50 8.50 7.00 0.183 17.2 5.3 8.25 1.54 1.54 LTT20B/2-2x6 6.33 8.50 8.50 27.00 0.463 13.21 7.88 6.33 1.03 1.03 LTT20B/2-2x6 Page 1 *0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Wall line analysis Frank Glazewski - Architect Date 9/30/99 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearwall summary Description Foster residence Level (Main Line Plateral 4.250 kips Total wall length 23.250 feet Wall framing species 1HF Shearwall v 0.183 kips/ft Ok! Shearwall Mark v cap. Exterior 3/8" cdx plywood with 8d nails at 6", 12" o.c. 1 0.213 kips/ft Interior None 13 0.000 kips/ft v allow 0.213 kips/ft If user -defined SW used; Description I v allow 0.000 kips/ft Sill nailing ❑ Applicable? 16d sinker good for 0.134 kips/each 0.134 = 0.733 feet 0.183 16d nails at 16 inches o.c. at SW Anchor bolts El Applicable? 0.730 = 3.994 feet 0.183 Blocking/top plate Q Applicable? Length of attachment 32.00 feet v 0.133 kips/ft Connectors at rim joist to mudsill/cripple wall top plate v 0.183 kips/ft 1/2" dia. good for 0.730 kips/each 1/2" dia. at inches o.c. max. Connector A35 0.450 kips/each Connectors 41 inches o.c. max. ❑ Applicable? A35 at 0 inches o.c. max. Page 1 V I Line geometry 'Frank Glazewski -Architect Date 9/30/99 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearwall summa Line geometry Description �Foster residence Level Main --]Line E V1 V1 V2 v2 V3 0 V4 A -T---- Segment Desc. Wall Opening ;4 25R' 0.06 Force 23.25 w 23.25 y 3.50 o 3.50 y 2.797 5.25 0 5.25 y 2.578 36.00 0 36.00 y 2.250 I I I I I I I Total lengths 23.25 44.75 Maximum collector force 2.797 kips 16d nail good for 0.115 kips/each Splice 24 16d nails I I Page 1 E 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Frank Glazewski - Architect 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearwall summary - Wall stabilit Description Foster residence IO :U Level !Main Line OE Assembly dead loads: ^ Roof 0.014 ksf Floor 0.011 ksf Wall ; 0.010 ksf Stability details v 0.183 kips/ft Design controlled by: Seismic Dead load reduction factor: 0.850 Date 9130199 IShearwall Dead load trib. Lengths IO :U v V ^ V C Y jy �m C cm is o o a n x Y" Y Holdown J I = I O R' O J O O N N O O O I i i LL I H ~ cv n— I 23.25 9.50 9.50 22.50 0.410 40.4 94.2 23.25 -1.11 -1.11 No ties required Page 1 �9 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Wall line analysis Frank Glazewski - Architect Date 9/30/99 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearwall summary Description Foster residence Level Main Line 0 P lateral 1.480 kips Total wall length 8.250 feet Wall framing species HF Shearwall v 0.179 kips/ft Oki Shearwall Mark v cap Exterior j 3/8" cdx plywood with 8d nails at 6",12" o.c. 1 0.213 kips/ft Interior None 13 0.000 kips/ft v allow 0.213 kips/ft If user -defined SW used; Description v allow 0.000_j kips/ft Sill nailing ❑ Applicable? 16d sinker good for 0.134 kips/each 0.134 = 0.747 feet 0.179 16d nails at 16 inches o.c. at SW Anchor bolts 0 Applicable? 1/2" dia. good for 0.730 kips/each 0.730 0.179 Blocking/top plate Length of attachment v 4.069 feet 21 Applicable? 30.00 Ifeet 0.049 kips/ft Connectors at rim joist to mudsill/cripple wall top plate v 0.179 kips/ft 1/2" dia. at 48 inches o.c. max. Connector A35 i T 0:450 1 kips/each Connectors 48 inches o.c. max. ❑ Applicable? A35 at 0 inches o.c. max. Page 1 Sz SI Line geometry Frank Glazewski - Architect Date 9/30/99 ' 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearwall summary - Line geometry Description Foster residence ' Level Main Line V1 v1 V2 v2 V3 0 V4 v4 ' Segment Desc. Wall Opening 1.48.; 0.05 ,:; n,E Force 18.50 0 18.50 y 8.25 w 8.25 y -0.920 ' 3.00 0 3.00 y 0.149 0.000 0.000 ' 0.000 0.000 ' 0.000 0.000 0.000 ' 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ' 0.000 0.000 0.000 ' 0.000 0.000 , ' 0.000 Total lengths 8.25 21.50 Maximum collector force 0.920 kips ' 16d nail good for 0.115 kips/each Splice 16d nails 1 ' Page 1 CO CD N Q CD cn v \ N "-Length C/) r o C/) N shearwall a) N 3 CD cn —CD eft) C T, ,� Height 0 Q 2L 0 0 CD :3. — w (ft) NCL c _ N o Q. CD � (D -4 W allCD Q �' a 51 o� w (ft•) 0 O 0 a O O O T 0 �G W - 9: PIZ. O N 00 Roof ft () - o 0 0 r � N m CA) o c� a o�� co W -, 0 N ' N CD CD � cn cn N N N @ N — N M D Floor N -.. o � --� W � C (ft) o CD X rn C/) D W dl CD (kips/ft) CD O.T.M. 90 v (ft -kips) M o o 0 D.L.R.M. (ft -kips) 0 —Length Q 0 N between a. o Ln —ties_(ft E_ CD ' Tie force0 CL Cr 0 O° (kips) O Tie from above (kips) 0 P total( (kips) CD 00S rn N S O cfl X n.w 0 O O � Cfl 0 N Q CD cn v \ N 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Wall line analysis Frank Glazewski - Architect Date 9/30/99 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearwall summary Description Foster residence Level IMain I Line P lateral 3.920 kips Total wall length 15.000 feet Wall framing species HF Shearwall v 0.261 kips/ft Ok! Shearwall Mark v cap Exterior j 3/8" cdx plywood with 8d nails at 4°,12" o.c. 2 0.312 kips/ft Interior rNone 13 0.000 kips/ft v allow 0.312 kips/ft If user -defined SW used; Description I I v allow 0.000 kips/ft Sill nailing El Applicable? 16d sinker good for 0.134 kips/each 0.134 = 0.513 feet 0.261 16d nails at 6 inches o.c. at SW Anchor bolts Q Applicable? 1/2" dia. good for 0.730 kips/each Page 1 S3 3 Z 0.730 = 2.793 feet 0.261 1/2" dia. at �33� inches o.c. max. Blocking/top plate Applicable? Connector A35 0.450 kips/each Length of attachment 15.00 Ifeet v 0.261 kips/ft Connectors 21 inches o.c. max. Connectors at rim joist to mudsill/cripple wall top plate Applicable? 2° v 0.261 kips/ft A35 at inches o.c. max. Page 1 S3 1 Line geometry Frank Glazewski - Architect Date 9130199 ' 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 1 I Page 1 '5y Shearwall Line summary geometry Description Foster residence Level Main Line Q V1 v1 V2 v2 V3 v3 V4 0 ' Segment Desc. Wall Opening ' 3 92, 0.07 Force 14.50 0 14.50 y 15.00 w 15.00 y -1.053 10.50 0 10.50 y 1.779 14.00 0 14.00 y 1.016 0.000 ' 0.000 0.000 0.000 ' 0.000 0.000 ' 0.000 0.000 0.000 ' 0.000 0.000 0.000 0.000 ' 0.000 0.000 0.000 ' 0.000 0.000 0.000 ' 0.000 0.000 ' 0.000 Total lengths 15.00 39.00 Maximum collector force 1.779 kips ' 16d nail good for 0.115 kips/each Splice 16d nails 1 I Page 1 '5y v CD P .. Lerigth of v," N D r__ 0 Cn C shearwall CD < �_ CD CD D.L.R.M. N fn N CA O_ d CA -.4 CO (n -kips) o —Length a o o betweenCn o —ties -(ft.) w Height (n) Tie force O O °—' O o n CD 1:5— n CD Tie from above (kips) CD_ c v ---- o w Wall CD 3 CO o o `< Roof (n) =r o 0 0 S- 0 m CD o CD 77 77 77 NA. CAI. Cn C Floor Cfl N -CD N Q (n) o A CD P W dl N (kips/ft) Cn O.T.M. N (n -kips) M CD CD o D.L.R.M. N fn N CA O_ d CA -.4 CO (n -kips) o —Length a o o betweenCn o —ties -(ft.) CL N Tie force CL Cr rn (kips) n 0 71 Tie from above (kips) PQ I P total (kips) c° go- v, o ~ C:) 41o`� 02. N CD CDCD N O Cn CCD N C O CD D c C7 CD=' mCD 0 CD W O to CO 1 1 1 1 1 1 1 1 1 1 Wall line analysis Frank Glazewski "Architect Date 9/30199 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearwall summary Description Foster residence Level Main Line ® P lateral 5.910 kips Total wall length 18.250 feet Wall framing species HF Shearwall v 0.324 kips/ft Okt Shearwall Mark v cap Exterior 3/8" cdx plywood with 8d nails at 3°, 12" o.c. 1W 3 0.402 kips/ft Interior None IV 13 0.000 kips/ft v allow 0.402 kips/ft If user -defined SW used; Description Sill nailing Q Applicable? 0.134 = 0.414 feet 0.324 Anchor bolts 0 Applicable? 0.730 = 2.254 feet 0.324 Blocking/top plate Length of attachment v ❑� Applicable? 18.25 Ifeet 0.324 kips/ft Connectors at rim ioist to mudsill/cripple wall top plate v 0.324 kips/ft V allow 1 0.000 j kips/ft 16d sinker good for 0.134 kips/each 16d nails at 4 inches o.c. at SW 1/2" dia. good for 0.730 kips/each 112" dia. at inches o.c. max. Connector A35 0.450 kips/each Connectors 17 inches o.c. max. 0 Applicable? A35 at Ir/ inches o.c. max. Page 1 56 11 I Page 1 S� Line geometry Frank Glazewski - Architect Date 9/30/99 1907 Mangrove Avenue Suite E ' Chico, California 95926 Tel (530) 343-4630 ' Shearwall summary - Line geometry Description Foster residence Level Main Line V1 v1 V2 v2 V3 v3 V4 v4 r l i; Segment Desc. Wall Opening I„;2 98.; 0 06 i 2 93, 0 07 , . _ Force 22.00 0 22.00 y 15.50 o 15.50 y y -1.380 ' 10.00 w 10.00 y y -3.502 5.75 0 5.75 y -1.633 — (-5 8.25 w 8.25 y -2.060. ' 0.000 0.000 0.000 ' 0.000 0.000 0.000 0.000 0.000 ' 0.000 0.000 0.000 ' 0.000 0.000 0.000 0.000 ' 0.000 0.000 0.000 ' 0.000 0.000 0.000 ' Total lengths 18.25 43.25 Maximum collector force 3.502 kips ' 16d nail good for 0.115 kips/each Splice 30 16d nails 11 I Page 1 S� Frank Glazewski - Architect 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearwall summary - Wall stabilit Description Foster residence . Level (Main ; Line 4.000 Assembly dead loads: Roof 0.014 ksf Floor 0.011 ksf Wall 0.010 ksf > � Shearwall I Dead load trib. Lenaths Stability details v 0.324 kips/ft Design controlled by: Wind Dead load reduction factor: 0.667 Date 9/30/99 CU I O C5 o1 a Y Y'O > � Holdown0) O O O 0 O O O O Jy_ CU 10.00 8.50 8.50 2.00 0.113 27.5 3.8 10.00 2.50 8.25 9.50 9.50 2.00 0.123 25.38 2.79 8.25 2.85 Page 1 2.50 HTT16/2-2x6 2.85 HTT16/2-2x6 a 56 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Wall line analysis Frank Glazewski - Architect Date 9/30/99 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearwall summary Description Foster residence Level Main Line �5 P lateral 2.930 kips Total wall length 7.750 feet Wall framing species HF Shearwall v 0.378 kips/ft Ok! Shearwall Mark v cap Exterior 3/8" cdx plywood with 8d nails at 3", 12" o.c. 3 0.402 kips/ft Interior None 13 0.000 kips/ft v allow 0.402 kips/ft If user -defined SW used; Description v allow 0.000 kips/ft Sill nailing ❑ Applicable? 16d sinker good for 0.134 kips/each 0.134 = 0.354 feet 0.378 16d nails at 16 inches o.c. at SW Anchor bolts 0.730 0.378 Blockina/top plate Length of attachment v El Applicable? = 1.931 feet Applicable? 40.00 feet 0.073 kips/ft Connectors at rim foist to mudsill/cripple wall top plate v 0.378 kips/ft 1/2" dia. good for 0.730 kips/each 112" dia. at -12� inches o.c. max. Connector A35 7 0.450 kips/each Connectors 48 inches o.c. max. ❑ Applicable? A35 at 0 inches o.c. max. Page 1 0 1 1 1 1 Line geometry Frank Glazewski - Architect Date 9/30/99 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearwall summary - Line geometry Description I Foster residence Level Main Line 0 V1 v1 V2 v2 V3 v3 V4 v4 Segment Desc. Wall Opening2 0_1 0.07 � Force 5.00 0 5.00 y 5.00 0 5.00 y -0.369 7.75 w 7.75 y -0.737 22.00 0 22.00 y 1.622 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Total lengths 7.75 32.00 Maximum collector force 1.622 kips 16d nail good for 0.115 kips/each Splice �d 16d nails Page 1 P W dl 00 (kips/ft) engin or cnD N) 0 C/) (ft -kips) shearwall D. L. R. M. n CCn CD `� CD C 0 (ft -kips) CD CD 1. between T � ties_(ft )— O o Tie force oHeight 0 CD Tie from above (kips) C3- w U) c 0 ---- -0 o Wall M rn o N X Com' 0 (ft.) O o N Roof C3- o CDCo CD Cn Cn (n N Cn Floor Cp C:3 CT d h CD Cr (ft.) � CD OF P W dl 00 (kips/ft) 0 0 :* 0 rn w 5 Cn V CD_ C1 �. o � 0 Q o C CD a o Cr O 0 w 00 Cb 7r N_ CD 3 0 0" u, o ~ w a� G) CO W N 2. CD CD N O � < CD CD D U� c n CD mCD n 0 CD to C.0 O CO CD O.T.M. N) O° (ft -kips) D. L. R. M. 0 (ft -kips) —L between CT ties_(ft )— w Tie force LJ (kips) Tie from above (kips) w P total (kips) rn o N X Com' 0 0 0 :* 0 rn w 5 Cn V CD_ C1 �. o � 0 Q o C CD a o Cr O 0 w 00 Cb 7r N_ CD 3 0 0" u, o ~ w a� G) CO W N 2. CD CD N O � < CD CD D U� c n CD mCD n 0 CD to C.0 O CO CD STRUCTURAL CALCULATIONS BUTTE COUNTY BUILDING DIVISION Frank M. Glazewski architect Structural designer 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Fax (530) 894-3422 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Frank Glazewski - Architect Date 9/28/99 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 General data Job name ILyle and Diane Foster Job No. Code used 11997 Uniform Building Code Jurisdiction I Butte County Wind loading Basic wind speed 75 mph Exposure B Design method Normal force method Structure category Enclosed Seismic Seismic zone 0 Gravity loading Roof live load 16 psf Floor live load 40 psf Balcony live load 60 psf Soil data Allowable bearing 1.000 ksf UBC Classification 5 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Soil Frank Glazewski - Architect Date 9/28/99 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Soil data Description Lyle and Diane Foster Soil classification: 0 Reference table 18-1-A 1994 UBC Soil weight q 0:'1y10; kcf Input data for user defined classification Allowable bearing pressure 0.000 ksf Max. allowable pressure 0.000 ksf Increase for depth 0.000 ksf/ft depth Increase for width 0.000 ksf/ft width Friction coeficient 0.000 Lateral bearing (passive) 0.000 ksf/ft. of depth below grade Increase for wind/seismic L 1.330 Include footing weight when calculating soil pressure ? yes Soil data used for design Allowable bearing pressure Max. allowable pressure Increase for depth Increase for width Friction coefficient Lateral bearing (passive) Increase for wind/seismic Resistance 1.000 ksf 3.000 ksf 0.200 ksf/ft depth 0.000 ksf/ft width 0.000 0.100 ksf/ft. of depth below grade 1.330 0.130 ksf Page 1 3 Sep- r. 5 S IMAXSPAN2 ' 1:47 PM Rev 9-28-93 Wood joists - span capacity 9/28/99 -------------------------------------------------------- Description »RR -1 ------------ LOADING DATA ----------- ------------GENERAL DATA------------ ' Dead load >.. .014 ksf Load duration factor > 1.250 Live load > .020 ksf Joist spacing > 24.000 inches Total load > .034 ksf Repetitive (Y/N)?> Y ' Tributary load > .068 klf --------- ----- ---- ------- ---------- Concentrated load> 000 kips ' Eq uniform load>000klf --------------------------- SECTION PROPERTIES --------------------------- Member thickness > 1.500 inches Member width > 9.250 inches ' Section modulus > 21.391 in�3 Area > 13.875 in�2 Moment of inertia > 98.932 -------------------------- LUMBER DESIGN inA4 VALUES-------------------------- Base values Species Grade Fb Ft Fv Fc± Fc- E DFL NO2 875 575 95 625 1300 1600000 ' Size factor Cf > 1.100 (APPLY TO Fb) Size factor Cf > 1.100 (APPLY TO Ft) Size factor Cf > 1.000 (APPLY TO Fc») ' Repetitive member factor Cr > 1.150 Adjusted values Species Grade Fb Ft Fv Fc± Fc- E ' DFL NO2---------1384 633 119 625 1300 1600000 ----- ----MAXIMUM SPANS ------------------------------ ----------------------------- Max. span as limited by: Bending > 17.034 feet Shear > 32.307 feet Total load deflection (L/240) > 17.295 feet ' 11TL > .865 inches Live load deflection (L/360) > 18.025 feet CELL > .600 inches -------------------------CONCENTRATED LOAD CHECK------------------------ ' Check uniform DL additive with concentrated load? > Y Max span as limited by concentrated loading > .000 feet Check stresses due to concentrated loading.... V uniform DL > .000 kips ' V concentrated load > .000 kips V cap of joist > 1.098 kips <ok> o of allowable M uniform DL > .000 > .000 ft -kips M max with load at midspan > .000 ft -kips M cap of joist > 2.466 ft -kips <ok> o of allowable > .000 --- Deflection--- -Deflection--- Unifor Uniform DL deflection > .000 inches Concentrated load deflection > .000 inches in. L/ 0 Total load deflection > .000 C tl 22-141 SO SHEETS Am��van 22-142 100 SHEETS 22-144 200 SHEETS -73 J 91 G J � p N F 7 0 tl 22-141 SO SHEETS Am��van 22-142 100 SHEETS 22-144 200 SHEETS Rs -73 91 � J � p N F 7 0 0 O ti N O fi Rs F O N Rs 22-141 50 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS 7 v N W N � � u 0 W O 0 -f- 0 w� w w �■■ w w w ww w ww iw w w r w�■ w w 22-141 SO SHEETS 22-142 100 SHEETS 22-144 200 SHEETS N " ' SSBM_6 1:52 PM ------------------------------------------------------------------------ Rev 9-13-93 SIMPLE SPAN BEAM - UNIFORM LOAD 9/28/99 Description » RB -4 -----------=--------------------- GENERAL -------------------------------- Span (L) >. 12.000 feet Repetetive ? > N Reduce shear for bm depth > Y Laterally supported (Y/N) > Y lu > .000 feet le > .000 feet ' Slenderness factor Cs > Ck > .000 27.920 --------------------------------ACTIONS--------------------------------- Uniform dead load > .148 kips/ft 45 % TL Uniform live load > .183 kips/ft 55 % TL ' Uniform total load > .331- kips/ft End reactions ........................... ' DL > LL > .888 1.098 kips kips TL > 1.986 kips Design loads ............................ Total load moment (M) > 5.958 ft -kips Total load shear (V) > 1.986 kips --------------------------LUMBER DESIGN VALUES -------------------------- ' Base values Species Grade Fb Ft Fv Fc± Fc- E DFL N01 -BM 1350 675 85 625 925 1600000 ' Size factor Cf Size factor Cf > 1.000 > 1.000 Apply to Fb Apply to Ft Size factor Cf > 1.000 Apply to Fc» Repetitive member factor Cr > 1.000 Load duration factor Cd > 1.250 R ' Adjustment for lateral support > 1.000 Adjusted values ' Species Grade Fb DFL N01 -BM 1688 Ft 675 Fv 106 Fc± Fc 625 925 1600000 -------------------------------- BEAM DATA ------------------------------- ' Member width > Member depth > 5.500 9.250 inches inches Required Actual 'Comment S (in"3) > 42.368 78.432 <ok> A (in"2) > 24.436 I (in'4) > 50.875 362.749 <ok> ------------------------------DEFLECTIONS------------------------------- ' Total load deflection > Live load deflection > .266 .147 inches inches L/ 541 L/ 979 <OK> <OK> Dead load deflection >. .119 inches Minimum camber (glu-lams) > .178 inches <1.5*DL deflection> Standard 2000'R camber > .108 inches ' ---------- - --------------- CHECK MIN. BRG. AREA -------------------------- minimum area > 3.178 Minimum length > .578 inA2 inches Assuming full width bearing 1 nm�22-141 50 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS 71�) -711 F w N N w W W - 4- N N C3 C 0 � " u Jr- d IN � ;. � 22-141 SO SHEETS 0 22-142 100 SHEETS 22-144 200 SHEETS o � N N o t N � o O O,J C c � W p S N �^ o � cc Ian+ C • fi tip S U � 1 11 I' (1 ---SBM-617 AM ---------------------2_- Rev 9-13-93 SIMPLE SPAN BEAM - UNIFORM LOAD 10/14/99 ------------------------------------------------------------------------ Description >> H-1 ---------=-----------------------GENERAL-------------------------------- Span (L) > 6.250 feet Repetetive ? > N Reduce shear for bm depth > Y Laterally supported (YIN) > Y lu > .000 feet le > .000 feet Slenderness factor Cs > .000 Ck > 27.920 --------------------------------ACTIONS--------------------------------- Uniform dead load > .403 kips/ft 47 % TL Uniform live load > .460 kips/ft 53 o TL Uniform total load > .863 kips/ft End reactions ........................... DL > 1.259 kips LL > 1.438 kips TL > 2.697 kips Design loads ............................ Total load moment (M) > 4.214 ft -kips Total load shear (V) > 2.697 kips --------------------------LUMBER DESIGN VALUES -------------------------- Base values Species Grade Fb Ft Fv Fc± Fc E DFL N01 -BM 1350 675 85 625 925 1600000 Size factor Cf > 1.000 Apply to Fb Size factor Cf > 1.000 Apply to Ft Size factor Cf > 1.000 Apply to Fc» Repetitive member factor Cr > 1.000 Load duration factor Cd > 1.250 fl Adjustment for lateral support > 1.000 Adjusted values Species Grade Fb Ft Fv Fc± Fc- E DFL- N01 -BM 1688 675 106 625 925 1600000 --- -------------------------BEAM DATA ------------------------------- Member width > 5.500 inches Member depth > 7.250 inches Required Actual Comment S (in A3) > 29.965 48.182 <ok> A (in A2) > 30.713 39.875 <ok> I (in A4) > 174.661 ------------------------------DEFLECTIONS------------------------------- Total load deflection > .106 inches L/ 707 <OK> Live load deflection > .057 inches L/ 1327 <OK> Dead load deflection > .050 inches Minimum camber (glu-lams) > .074 inches <1.5*DL deflection> Standard 20001R camber > .029 inches --------------------------CHECK MIN. BRG. AREA -------------------------- Minimum area > 4.315 inA2 Minimum length > .785 inches Assuming full width bearing 22-141 SO SHEETS ann®wnn 22-142 100 SHEETS 22-144 200 SHEETS 1►`,' N r� n n Sh- v .N ) i3�1 -� C-) �` �. .-L S'I 1►`,' 22-141 50 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS ts. 9 Rj -� o S o N t h N � r, VJ O (TI O ts. 1 (S ' WALLFRAM 4:44 PM 9/30/99 000000000000000000000000000000000000000000000000000000000000000000000000 Rev 4-02-96 Wall framing 000000000000000000000000000000000000000000000000000000000000000000000000 ' Description >>Wall framing at grid E 000000000000000000000000000000000000000000000000000000000000000000000000 Unbraced K length (ft) le/d Thickness d2 > 1.500 in. 1.000 1.000 8.000 ' Width dl > 3.500 in. 1.000 9.500 32.571 Section properties Sx > 3.063 inA3 Sy > 1.313 inA3 ' A > 5.250 inA2 I > 5.359 inA4 ' Repetitive ? (y/n) > y Spacing > 12.000 inches --------------------------Lumber design values -------------------------- Lumber type > 1 1 => Visually graded lumber 2 => Machine stress rated lumber 3 => Glue -laminated timber KcE > .300 KbE > .438 ' c' > .800 Base values Species Grade Fb Ft, Fv Fc± Fc- E DFL NO2 875 575 95 625 1300 1600000 Size factor Cf > 1.500 (Applied to Fb) Size factor Cf > 1.500 (Applied to Ft) ' Size factor Cf > 1.150 (Applied to Fc») Repetitive member factor Cr > 1.150 Flat -use factor Cfu > 1.100 ' Load duration factor C(D) > 1.330 Adjusted values Species Grade Fb Ft Fv Fc± Fc- E DFL NO2 2007 1147 126 625 1988 1600000 Fb Flat -use 2208 ' --------------------------------- Loading -------------------------------- Axial loading: Load duration > w axial > 1.000 1.100 kips/ft w axial trib. > 1.100 kips/stud fc > 210 psi ' Loading applied to member narrow face: Load duration > 1.330 w lateral > .0117 ksf M > 132 ft -lbs ' w lateral trib. > .0117 klf fbl > 517 psi Loading applied to member wide face: ' Load duration > w lateral > 1.000 .0000 ksf M > 0 ft -lbs w lateral trib. > .0000 klf fb2 > 0 psi 1 1 1 1 1 1 0 -------------------------------- summary --------------------------------- FcE > 452 F'c > 429 psi R(B) > 13.317 <ok> FcEl > 452 FcE2 > 7500 FbE > 3952 Deflection: delta x > .250 inches L/ 456 00000000000000000000000000000000000000000000000000000000000000000000000o .239 + .480 + .000 = .719 <ok> 000000000000000000000000000000000000000000000000000000000000000000000000 22-141 50 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS Tr Lin First floor framing 4�k7W14f4°1 fjr4& 11.875" TJI®/PrOTM_150 JOIST @ 16.0" o/c TJ-BeamT v5.40 Serial Number: 709049465 ' BEAMUSA 1001 10/1/99 2:05:41 AM Page 1 of 1 Build Code: 099 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Product Diagram is Conceptual. ' LOADS: Analysis for Joist Member Supporting FLOOR - RES. Application. Loads(psf): 40 Live at 100% duration, 10 Dead, 0 Partition ' SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH JUSTIFICATION LIVE/DEAD/TOTAL DETAIL OTHER 1 2x6 Plate 5.50" 4.25" Left Face 427 / 107 / 533 Detail A3 1.25" LSL Rim 2 2x6 Plate 5.50" 4.25" Right Face 427 / 107 / 533 Detail A3 1.25" LSL Rim ' - See TJM SPECIFIER'S / BUILDER'S GUIDES for detail(s): A3. - CAUTION: Required bearing length(s) exceed the minimum shown in the TJM Builder's guide for single family residential applications. Limits: End supports, 3.5". Intermediate supports, 3.5" with web stiffeners and 5.25" without web stiffeners. I DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 508 503 1420 Passed(35%) Lt. end Span 1 under Floor loading Reaction(lb) 508 508 1420 Passed(36%) Bearing 1 under Floor loading ' Moment(ft-Ib) 1938 1938 3765 Passed(51%) MID Span 1 under Floor loading Live Defl.(in) 0.222 0.381 Passed(L/823) MID Span 1 under Floor loading Total Defl.(in) 0.278 0.762 Passed(U658) MID Span 1 under Floor loading ' - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL: U480, TL:U240). - Deflection analysis is based on composite action with single layer of the appropriate span -rated, GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ' ADDITIONAL NOTES: - IMPORTANT! The analysis presented 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. - Not all products are readily available. Check with your supplier or TJM technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST MacMILLAN PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. ' - Allowable Stress Design methodology was used for Code NER analyzing the TJM Residential product listed above. I 1 ' PROJECT INFORMATION Lyle and Diane Foster Butte County, California OPERATOR INFORMATION: Frank M Glazewski - Architect Frank Glazewski 1907 Mangrove Avenue Suite E Chico, CA 95926 530-343-4630 530-894-3422 Copyright © 1999 by Trus Joist MacMillan, a limited partnership, Boise, Idaho, USA. Pro' , TJ -Pro'" and TJ-BeamTm are trademarks of Trus Joist MacMillan. TJI® is a registered trademark of Trus Joist MacMillan. F__ ___1 o 1 :a d 16' 1 Product Diagram is Conceptual. ' LOADS: Analysis for Joist Member Supporting FLOOR - RES. Application. Loads(psf): 40 Live at 100% duration, 10 Dead, 0 Partition ' SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH JUSTIFICATION LIVE/DEAD/TOTAL DETAIL OTHER 1 2x6 Plate 5.50" 4.25" Left Face 427 / 107 / 533 Detail A3 1.25" LSL Rim 2 2x6 Plate 5.50" 4.25" Right Face 427 / 107 / 533 Detail A3 1.25" LSL Rim ' - See TJM SPECIFIER'S / BUILDER'S GUIDES for detail(s): A3. - CAUTION: Required bearing length(s) exceed the minimum shown in the TJM Builder's guide for single family residential applications. Limits: End supports, 3.5". Intermediate supports, 3.5" with web stiffeners and 5.25" without web stiffeners. I DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 508 503 1420 Passed(35%) Lt. end Span 1 under Floor loading Reaction(lb) 508 508 1420 Passed(36%) Bearing 1 under Floor loading ' Moment(ft-Ib) 1938 1938 3765 Passed(51%) MID Span 1 under Floor loading Live Defl.(in) 0.222 0.381 Passed(L/823) MID Span 1 under Floor loading Total Defl.(in) 0.278 0.762 Passed(U658) MID Span 1 under Floor loading ' - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL: U480, TL:U240). - Deflection analysis is based on composite action with single layer of the appropriate span -rated, GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ' ADDITIONAL NOTES: - IMPORTANT! The analysis presented 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. - Not all products are readily available. Check with your supplier or TJM technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST MacMILLAN PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. ' - Allowable Stress Design methodology was used for Code NER analyzing the TJM Residential product listed above. I 1 ' PROJECT INFORMATION Lyle and Diane Foster Butte County, California OPERATOR INFORMATION: Frank M Glazewski - Architect Frank Glazewski 1907 Mangrove Avenue Suite E Chico, CA 95926 530-343-4630 530-894-3422 Copyright © 1999 by Trus Joist MacMillan, a limited partnership, Boise, Idaho, USA. Pro' , TJ -Pro'" and TJ-BeamTm are trademarks of Trus Joist MacMillan. TJI® is a registered trademark of Trus Joist MacMillan. E TJ -Beam v5.40 Serial Number: 709049465 BEAMUSA 1001 10/1/99 2:05:41 AM Page 1 of 1 Member Information: First floor framing 'Project Information: Lyle and Diane Foster Butte County, California Supplemental Report for 11.875" TJIO/Pro T°°-150 JOIST @ 16.0" o/c ' 15'- 3.00" ^ Max. Vertical Reaction Total(lb) 533 533 Live(lb) 427 427 'Selected Bearing Length(in) 4.25(W) 4.25(W) Max. Unbraced Length(in) 32 Floor loading on all members, LDF = 1.00 Shear(lb) 508 -508 Reaction(lb) 533 533 'Moment(ft-lb) 1936 Live Defl.(in) 0.222 Total Defl.(in) 0.278 Dead load, LDF - 0.90 Shear(lb) 102 -102 Reaction(lb) 107 107 Moment(ft-lb) 388 Operator Information: Frank M Glazewski - Architect Frank Glazewski 1907 Mangrove Avenue Suite E. Chico, CA 95926 530-343-4630 530-894-3422 Copyright 0 1999 by Trus Joist MacMillan, a limited partnership, Boise, Idaho, USA. 'TJI19 is a registered trademark of Trus Joist MacMillan. Pro'", TJ -Pro- and TJ-BeamTM are trademarks of Trus Joist MacMillan. ' File >GIRDER 1:59 AM 10/ 1/99 ------------------------------------------------------------ Rev 6-22-95 Typical floor girder ------------ Description ->>FG -1 --------------------------------------------------- ---------------=--------------General data------------------------------ w uniform > .49.0 kips/ft Support spacing > 4.250 feet Soil brg. cap. > 1.500 ksf Try > 3.500 in. x 7.250 in. girder --------------------------Lumber design values -------------------------- Base values Species Grade Fb Ft Fv Fc± Fc- E DFL NO2 875 575 95 625 1300 1600000 1 Member width > 3.500 inches Member depth > 7.250 inches Repetitive (y/n)? > n Size factor Cf (apply to Fb) > 1.300 Size factor Cf (apply to Ft) > 1.200 Size factor Cf (apply to Fc») > 1.050 ' Repetitive member factor Cr > 1.000 Adjusted values Species Grade Fb Ft Fv Fc± Fc--, E ' DFL NO2 1137.500 690:000 95.000 625.000 1365.000 1600000 Summary -------------------------------- '--------------------------------- S req > 11.671 inA3 S > 30.661 inA3 <ok> A req > 16.441 inA2 A > 25.375 inA2 <ok> I > 111.148 inA4 Total load deflection > .020 inches <ok> ' -----------------------------p-- Footings -----------------------------=-- Reaction > 2.083 kips ' Footing size > 14.829 inches square 12.000 inches deep 1 11 m 22-141 50 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS N 9J CA QW p p IN 22-141 50 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS QW 0 N o G O c N` c d � N \1 � cw I u PT FTG2 2:00 AM Minimum reinforcement as governed by: ' ---Minimum reinforcement -- 3 No. 4 bars e.w. 2 No. 5 bars e.w. ' 2 No. 6 bars e.w. 1 No. 7 bars e.w. Rev 9-30-93 Point footing 10/ 1/99 ' Description »F-1 -------------Load data ------------- --------------Soil data ------------- ' P > 6.962 kips Soil brg capacity> 1.000 ksf Uniform load > 1.380 kips/ft Live load % > 80.000 -------------- Concrete ------------- ----------Reinforcing steel --------- F'c > 2.500 ksi Fy > 40.000 ksi m > 18.824 Q} > .900 ' ----------------- ------------- Footing data ------------------------------ Footing size > 4.000 feet Footing thickness (t) > 12.000 inches <ok> ' Distance to reinf. (d) > 8.000 inches Footing weight > 2.400 kips ' Total P axial > 14.882 kips Total bearing pressure > .930 ksf <ok> Net bearing pressure > .780 ksf ' Factored bearing pressure > 1.279 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 8.529 kips Vn=Vc=2(F'c)".5*bw*d > 38.400 kips 0 Vn > 34.560 kips Diagonal tension - factored loads - two way action <ok> ' Vu=(P net)*(effective area) > 19.902 kips Vn=Vc=4(F'c)A.5*bo*d > 51.200 kips 0 Vn_. > 46.080 kips -------------------------Footing reinforcement-------------------------- Mu=(P net)*bl"2/2 > 2.559 ft-kips/ft Required Rn=(Mu/O)bdA2 > 44.424 psi ' Required p (bending moment) > .0011 Required As (bending moment) > .108 inA2/ft = .431 in�2 Min. required p UBC 2610(f) > .0015 33% increase applied ' Min. required As UBC 2610(f) > .143 inA2/ft = .573 inA2 Minimum reinforcement as governed by: ' ---Minimum reinforcement -- 3 No. 4 bars e.w. 2 No. 5 bars e.w. ' 2 No. 6 bars e.w. 1 No. 7 bars e.w. ' Z3 PT FTG2 2:00 AM ------------------------------------------------------------------------ Rev 9-30-93 Point footing 10/ 1/99 ->>F-2 Description -------------Load data ------------- --------------Soil data ------ ' P > 3.957 kips Soil brg capacity> 1.000. ksf Uniform load > 1.200 kips/ft Live load o > 80.000 ' -------------- Concrete ------------- ----------Reinforcing steel --------- FIc > 2.500 ksi Fy > 40.000 ksi m > 18.824 0 > .900 ' ------------------------------Footing data ------------------------------ Footing size > 3.000 feet Footing thickness (t) > 12.000 inches <ok> ' Distance to reinf. (d) > 8.000 inches Footing weight > 1.350 kips ' Total P axial > 8.907 kips Total bearing pressure > .990 ksf <ok> Net bearing pressure > .840 ksf ' Factored bearing pressure > 1.377 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 4.820 kips Vn=Vc=2(F'c)A.5*bw*d > 28.800 kips 0 Vn > 25.920 kips Diagonal tension - factored loads - two way action <ok> ' Vu=(P net)*(effective area) > 11.781 kips Vn=Vc=4(F'c)A.5*bo*d > 51.200 kips ' 0 Vn > 46.080 kips -------------------------Footing reinforcement -------------------------- Mu=(P net)*bl"2/2 > 1.549 ft-kips/ft Required Rn=(Mu/O)bdA2 > 26.896 psi ' Required p (bending moment) > .0007 .Required As (bending moment) > .065 in�2/ft = .195 -in'2 Min. required p UBC 2610(f) > .0009 33% increase applied ' Min. required As UBC 2610(f) > .086 inA2/ft = .259 inA2 Minimum reinforcement as governed by: ' ---Minimum reinforcement -- 2 No. 4 bars e.w. 1 No. 5 bars e.w. ' 1 No. 6 bars e.w. 1 No. 7 bars e.w. i I ZI ' PT FTG2 2:01 AM ------------------------------------------------------------------------ Rev 9-30-93 Point footing 10/ 1/99 ' -------------------------------------------------------- Description »F-3 -------------Load data ------------- -------.-------Soil data ------------- ' ..P > 7.796 kips Soil brg capacity> 1.000 ksf Uniform load > 1.150 kips/ft Live load % > 80.000 ' --------------Concrete------------- ----------Reinforcing steel --------- FIc > 2.500 ksi Fy > 40.000 ksi m > 18.824 0 > .900 ----------------- ------------- Footing data ------------------------------ Footing size > 4.000 feet Footing thickness (t) > 12:000 inches <ok> ' Distance to reinf. (d) > 8.000 inches Footing weight > 2.400 kips ' Total P axial > 14.796 kips Total bearing pressure > .925 ksf <ok> Net bearing pressure > .775 ksf ' Factored bearing pressure > 1.271 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- ' Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 8.471 kips . Vn=Vc=2(F'c)A.5*bw*d > 38.400 kips ' 0 Vn > 34.560 kips Diagonal tension - factored loads - two way action <ok> ' Vu=(P net)*(effective area) > 19.765 kips Vn=Vc=4(F'c)A.5*bo*d > 51.200 kips ' 0 Vn > 46.080 kips -------------------------Footing reinforcement -------------------------- Mu=(P net)*b1A2/2 > 2.541 ft-kips/ft Required Rn=(Mu/O)bd'�'2 > 44.118 psi ' Required p (bending moment) > .0011 Required As (bending moment) > .107 inA2/ft = .428 inA2 Min. required p UBC 2610(f) > :0015 33% increase applied ' Min. required As UBC 2610(f) > .142 inA2/ft = .569 inA2 Minimum reinforcement as governed by: ' ---Minimum reinforcement -- 3 No. 4 bars e.w. 2 No. 5 bars e.w. 2 No. 6 bars e.w. 1 No. 7 bars e.w. ' zS ' PT_FTG2 2:01 AM ------------------------------------------------------------------------ Rev 9-30-93 Point footing 10/ 1/99 ' ------------------------------------------------------------ Description »F-4 -------------Load data -------=----- --------------Soil data ------------- P P > 2.640 kips Soil brg capacity> 1.000 ksf. Uniform load > 1.200 kips/ft ' Live load % > 80.000 -------------- Concrete ------------- ----------Reinforcing steel --------- FIc > 2.500 ksi Fy > 40.000 ksi m > 18.824 0 > .900 ' ------------------------------ Footing data ------------------------------ Footing size > 2.750 feet Footing thickness (t) > 12.000 inches <ok> ' Distance to reinf. (d) > 8.000 inches Footing weight > 1.134 kips ' Total P axial > 7.074 kips Total bearing pressure > .935 ksf <ok> Net bearing pressure > .785 ksf ' Factored bearing pressure > 1.288 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- ' Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 3.690 kips Vn=Vc=2(F'c)A.5*bw*d > 26.400 kips ' 0 Vn > 23.760 kips Diagonal tension - factored loads - two way action <ok> ' Vu=(P net)*(effective area) > 9.169 kips Vn=Vc=4(F'c)".5*bo*d > 51.200 kips ' 0 Vn > 46..080 kips -------------------------Footing reinforcement -------------------------- Mu=(P net)*b1A2/2 > 1.218 ft-kips/ft Required Rn=(Mu/O)bdA2 > 21.141 psi ' Required p (bending moment) > .0005 Required As (bending moment) > .051 inA2/ft = .140 in�2 Min. required p UBC 2610(f) > .0007 33% increase applied ' Min. required As UBC 2610(f) > .068 inA2/ft = .187 inA2 Minimum reinforcement as governed by: ' ---Minimum reinforcement -- 1 No. 4 bars e.w. 1 No. 5 bars e.w. ' 1 No. 6 bars e.w. 1 No. 7 bars e..w. 1 22-14150 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS m m m 1 Frank Glazewski - Architect Date 9/28/99 ' 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 ' Wind design values - Uniform Building Code - Table 16-H DescriptionLyle and Diane Foster ' Exposure B Importance factor 1.00 ' Basic wind speed 75.00 Roof pitch 6.00 mph in 12 qs 14.50 26.57 psf degrees ' PRIMARY FRAMES AND SYSTEMS Direction Ht. <0'-15'> <205 <25'> <305 <405 ' Ce 0.62 0.67 0.72 0.76 0.84 .. >' WALLS ' Windward walls £$#'`'' 0.0072 0.0078 0.0084 0.0088 0.0097 Inward Leeward walls <DE)<':': .................... 0.0045 0.0049 0.0052 0.0055 0.0061 Outward Total wall ::::::::::..:::::.--------------------v--------------------,----------- ; 0.0117 ; 0.0126 ; 0.0136 0.0143 ; 0.0158 ROOF --------------------------------------------------- ' Wind perpendicular to ridge: Leeward or flat roof '<`<''' 0.0063 0.0068 0.0073 0.0077 0.0085 Outward Windward roof: ' Slope 2:12 to less than 9:12 0.0081 0.0087 0.0094 0.0099 0.0110 Outward Slope 2:12 to less than 9:12 Q3' 0.0027 0.0027 0.0031 0.0033 0.0037 Inward Roof total ::::::::::: ; 0.0090 --------------------------------------------------- ; 0.0095 1 0.01041 0.0110 ; 0.0122 Wind parallel to ridge and flat roofs . 0.0063 0.0068 0.0073 0.0077 0.0085 Outward ' ELEMENTS AND COMPO N E N T S WALL ELEMENTS (Not in areas of discontinuity) All structures 1x€3> .................... 0.0108 0.0117 0.0125 0.0132 0.0146 Inward ' Enclosed and unenclosed structures Partially enclosed structures ................... .................... f ;1<6E) 0.0108 0.0144 0.0117 0.0155 0.0125 0.0167 0.0132 0.0176 0.0146 0.0195 Outward Outward Parapet walls Q.- :....:........... 0.0126 0.0136 0.0143 0.0158 Out/in R 0 0 F ' Enclosed and unenclosed structures: Slope < 7:12 's1>3E)>>> .:................. .................... 0.0117 0.0126 0.0136 0.0143 0.0158 Outward Slope 7:12 to 12:12 ................... <':3` 0.0117 0.0126 0.0136 0.0143 0.0158 Out/in ' Slope >12:12 Use wall values Partially enclosed structures Slope < 2:12 <`i?(?`i 0.0153 0.0165 0.0177 0.0187 0.0207 Outward Slope 2:12 to 7:12 0.0144 0.0155 0.0167 0.0176 0.0195 Outward Slope 2:12 to 7:12 >£18Q' 0.0072 0.0078 0.0084 0.0088 0.0097 Inward Slope > 7:12 to 12:12 < `ir'' 0.0153 0.0165 0.0177 0.0187 0.0207 Out/in 'Slope >12:12 Use wall values ELEMENTS AND COMPONENTS (In areas of discontinuities) Wall corners (Ii' 0.0135 0.0146 0.0157 0.0165 0.0183 Outward ................... .................... 0.0108 0.0117 0.0125 0.0132 0.0146 Inward Roof eaves, rakes or ridges without overhangs Slope < 2:12 Slope 2:12 to 7:12 Slope > 7:12 to 12:12 For slopes less than 2:12 Overhangs at roof eaves, rakes or ridges, and canopies. 0.0207 0.0223 0.0240 0.0253 0.0280 Upward 0.0234 0.0253 0.0271 0.0287 0.0317 Outward 0.0144 0.0155 0.0167 0.0176 0.0195 Outward 's€<?< 0.0252 0.0272 0.0292 0.0309 0.0341 Upward ' L`I Frank Glazewski - Architect Date 9/28/99 ' 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Seismic factors -1997 UBC Description l-yle and Diane Foster W:1111 20113 3'wllllli:1111kl Seismic zone 3 Z 0.300 Importance factor 1.000 Static lateral force procedure per UBC 1630 R 5.500 Numerical coefficient hn 23.000 feet Building frame system Wood framed and all other buildings 1W CT 0.000976 T = CT (hn)314 0.0103 sec. Per UBC 1630.2 V=(Cv*I)I(R*T) 9.58 (30-4) The total design base shear need not exceed the following: V=(2.5*Ca*I)/R * W = 0.164 W Where CA= 0.360 The total design base shear shall not be less than the following: V=0.11 *Ca*I W = 0.040 W Applying load combinations per UBC 1612; Divide seismic factor by 1.4, 0.164 /1.4 = 0.117 W As per UBC 1630, seismic factor may be further modified by Redundancy/reliability factor. 1 Cv F 0.540 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Frank Glazewski - Architect Date 9/30/99 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Calculate redundant by line -1997 UBC Description I Lyle and Diane Foster Line Load % total SW lenqth r; A 3.83 0.27 13.50 0.200 B 3.25 0.23 15.41 0.149 D 3.28 0.23 14.58 0.158 E 3.90 0.27 23.25 0.116 0.000 0.000 0.000 0.000 _ 0.000 0.000 Calculate p r MAX 0.200 Building area 12000 s.f. P 1.09 Use p = 1.09 E I 1 1 1 1 1 1 1 1 1 1 1 1 1 3( CIA 3( MON M M M M r M MM m M i 22-141 50 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS %0 . w Y w N 1 n _ W N 4. 0 O � , Qa W �1 �o 0 -p r 'I w N 1 r rr rr r rr rr r it r r r rr rr r� ri r r r 22-141 50 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS LV) W W Ul u N — 11 S S . ID 4-) + + o 0 � 0 o n cn Z LV) W W LULUui wwuu ur ui LU xxx N N N in 0 N N Fav ' N N N N N N P� 1 C LO -1A64 uS rA'G 14 eaST/vwejr d(,.-ec4-rom S-e-IfrAcL = wt-oo�o�<0l'1) _ �,�IY���� 6 .43'`x' w -rot W�n� - 22-14.1 50 SHEETS 22-142 100 SHEETS 22.-144 200 SHEETS G a 01 70 00 �jj rr 1J �� + O v + N ° o a- 0 Q G a 01 m m mm mtl 22-141 50 SHEETS ann 22-142 100 SHEETS 22-144 200 SHEETS E --4 1 • --- --o rn Q N IN �i Q OF W VA t + o � Y v 0 0 u E --4 1 • --- --o rn 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 J 33 Frank Glazewski - Architect Date 9/28/99 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearwall schedule Description I Lyle and Diane Foster Mark Description HF DF 1 3/8" cdx plywood with 8d nails at 6",12" o.c. 0.216 0.260 2 3/8" cdx plywood with 8d nails at 4", 12" o.c. 0.315 0.380 3 3/8" cdx plywood with 8d nails at 3",12" o.c. 0.403 0.490 4 1/2" cdx plywood with 10d nails at 6",12" o.c. 0.254 0.310 5 1/2" cdx plywood with 10d nails at 4",12" o.c. 0.377 0.460 6 1/2" cdx plywood with 10d nails at 3", 12" o.c. 0.492 0.600 7 5/8" T-1-11 plywood nailed with 8d nails at 6", 12" o.c. 0.131 0.160 8 5/8" T-1-11 plywood nailed with 8d nails at 4",12" o.c. 0.197 0.240 9 5/8" T-1-11 plywood nailed with 8d nails at 3",12" o.c. 0.254 0.310 10 1/2" gypsum board nailed with 5d nails at 7" o.c. max. 11 5/8" gypsum board nailed with 6d nails at 7" o.c. max. J 33 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Wall line analysis Frank Glazewski - Architect J� � Date 9/30/99 1907 Mangrove Avenue Suite E ❑✓ Applicable? 1/2" dia. good for 0.730 kips/each Chico, California 95926 = 2.363 feet Tel (530) 343-4630 112" dia. at 28 inches o.c. max. Shearwall summary Q Applicable? Connector A35 0.450 kips/each Length of attachment 42.00 feet v Description Foster residence Level I Main Line .48 P lateral 4.170 kips Total wall length 13.500 feet Wall framing species HF Shearwall v 0.309 kips/ft Ok! v 0.309 kips/ft Shearwall 0 Mark v cap Exterior E3/8" c�dx 2 0.312 kips/ft Interior 13 0.000 kips/ft v allow 0.312 kips/ft If user -defined SW used; Description v allow 0.000 kips/ft Sill nailingEl Applicable? 16d sinker good for 0.134 kips/each 0.134 = 0.434 feet �ply'wood-with�8d-nails at 4", 12^ c" a'� J� � None inches o.c. at SW � 0.309 16d nails at 16 inches o.c. at SW Anchor bolts ❑✓ Applicable? 1/2" dia. good for 0.730 kips/each 0.730 = 2.363 feet 0.309 112" dia. at 28 inches o.c. max. Blocking/top plate Q Applicable? Connector A35 0.450 kips/each Length of attachment 42.00 feet v 0.099 kips/ft Connectors .48 inches o.c. max. Connectors at rim joist to mudsill/cripple wall top plate ❑ Applicable? v 0.309 kips/ft A35 at 0 inches o.c. max. Page 1 1 1 1 1 1 R Line geometry Frank Glazewski - Architect Date 9/30/99 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearwall summary - Line geometry Description I Foster residence Level Main Line 0 V1 v1 V2 v2 V3 v3 V4 v4 Segment Desc. Wall Opening ; 417211 0.07 F_z`, Force 8.00 0 8.00 y 4.00 w 4.00 y -0.599 5.00 0 5.00 y 0.337 5.00 w 5.00 y -0.038 C S r o K- 6.00 0 6.00 y 1.132 13.67 0 13.67 y 0.683 9.50 0 9.50 y -0.341 4.50 w 4.50 y -1.053 0.000 0.000 0.000 0.000. 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Total lengths 13.50 42.17 Maximum collector force 1.132 kips 16d nail good for 0.115 kips/each Splice 10 16d nails Page 1 Cn E CD M C' engin of C j N � o Cn U, A shearwall i CD ch M 0 0 o -� o 00 00 0o Height °' o o v 000 (n) Q cn c - -- -- - Q 3 - m � 0o oo v, Wall "' v cfl o v, c9 0 0 0 C> (ft.) n c;, o T ca_ o C7 SCO W o00 O Roof Q o 0 0 o cQ N c~i, N N o cn v, (ft•) o a CD -, y w 3 CD N Pc �c- N ti Cn CD rn >y D C in ,-. w Floor (�) D Cn C: CD � CD _ Wdl 00o U)� -. �- CD C:) w w (kipslft) M CD O.T.M. ` 0 N w v' (ft -kips) cD o D.L.R.M. N cn oois, rn oa3� o a cn (ft -kips) _. co — eng h M o between CD oCn 0 0 o _ C —ties�.ft CL Tie force 0 Cr oMbO cfl OD � (kips) n 0 Tie from above (kips) 0 6 � P total (kips) CD z CD CO N3 NN Q 0 CO to Cn E CD M C' 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Wall line analysis Frank Glazewski - Architect Date 9/30/99 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearwall summary Description Foster residence Level Main Line © P lateral 3.540 kips Total wall length 15.410 feet Wall framing species HF Shearwall v 0.230 kips/ft Ok! Shearwall Mark v cap Exterior 4 ,3T8-4',42-o.c.-- - -O 2 0.312 kips/ft Interior I None 13 0.000 kips/ft ' v allow 0.312 kips/ft If user -defined SW used; Description v allow 0.000 kips/ft Sill nailing ❑ Applicable? 16d sinker good for 0.134 kips/each 0.134 = 0.583 feet , 0.230 16d nails at 16 inches o.c. at SW Anchor bolts 0.730 0.230 Blockinaltop plate Length of attachment v El Applicable? 3.178 feet Q Applicable? 38.00 Ifeet 0.093 kips/ft Connectors at rim foist to mudsill/cripple wall top plate v 0.230 kips/ft 1/2" dia. good for 0.730 kips/each 1/2" dia. at 38 inches o.c. max. Connector I A35 0.450 kips/each Connectors' 48 inches o.c. max. ❑ Applicable? A35 at 0 inches o.c. max. Page 1 1 1 11 n 11 Line geometry Frank Glazewski - Architect Date 9/30/99 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearwall summary -Line geor Description I Foster residence Level j Main Line V1 v1 V2 v2 V3 v3 V4 v4 Segment Desc. Wall Opening`3 54, 0.09 Force 6.25 w 6.25 y 5.00 0 5.00 y 0.852 9.16 w 9.16 y 0.385 17.50 0 17.50 y 1.634 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Total lengths 15.41 22.50 Maximum collector force 1.634 kips 16d nail good for 0.115 kips/each Splice 14 16d nails Page 1 �I U) v Q Q. CD M Cn Length of- -cn-- D o (n I shearwall CD C CD en v Height (ft.) o o CD 0 o Q• c o 00 00 Wall CD o CD � O -n 0 o (ft.) a �' ci, o w - NN o00 o ' o f7 G7 Roof EF o 0 0 � wui Cn� 0 0 (ft.) ;8 CD �_ Woo N �_ < cC CD 7C 7c 7r U) N CI) D c=a Nu) -., w o Floor (ft.) N W =3Cr LF, C6 CD ;:WCD n 0 o W dl n 0 0 _. �. (kips/ft) m CD O.T.M. N .�-.. co iv (ft -kips) C> 0Cn p oo Mm m o D.L.R.M. rn fn CL N (=:' Ca W (ft -kips) o�•=3o Q o N between N Q —ties4#t.) o , •cos, Tie force Cr M (kips) 0 Tie from above (kips) 0 wo P total CD (kips) N N 0 0 W W 2 ca N N OL o CO U) v Q Q. CD M Cn 1 1 1 1 1 1 1 1 Wall line analysis Frank Glazewski - Architect Date 9/30/99 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearwall summary Description Foster residence Level Main Line P lateral 3.580 kips Total wall length 14.580 feet Wall framing species HF Shearwall v 0.246 kips/ft Ok! Shearwall Mark v cap Exterior L/8„ cdx plywood with 8d nails at 4°, 12° o.c. 2 0.312 kips/ft Interior j None 13 0.000 kips/ft v allow 0.312 kips/ft If user -defined SW used; Description v allow 0.000 kips/ft Sill nailing ❑ Applicable? 16d sinker good for 0.134 kips/each 0.134 0.546 feet 0.246 16d nails at 16 inches o.c. at SW Anchor bolts 0 Applicable? 0.730 = 2.973 feet 0.246 Blocking/top plate Applicable? Length of attachment 45.00 Ifeet v 0.080 kips/ft Connectors at rim ioist to mudsill/cripple wall top plate v 0.246 kips/ft 1/2" dia. good for 0.730 kips/each -V�'bl` 1/2" dia. at --35" inches o.c. max. Connector A35 0.450 kips/each Connectors 48 inches o.c. max. ❑ Applicable? A35 at 0 inches o.c. max. Page 1 ql '� Line geometry ' Frank Glazewski - Architect Date 9130199 1907 Mangrove Avenue Suite E ' Chico, California 95926 Tel (530) 343-4630 1 I Page 1 ' Shearwall summary - Line geometry. Description Foster residence tLevel Main Line DD V1 v1 V2 v2 V3 v3 V4 v4 Segment Desc. Wall Opening �3 58 � 0.06 ��� .� ;� „ ,�, � �; ".���X�: Force 8.25 w 8.25 y 29.50 o 29.50 y 1.499 6.33 w 6.33 y -0.384 r S(b 12.00 0 12.00 y 0.766 0.000 ' 0.000 0.000 0.000 ' 0.000 0.000 0.000 ' 0.000 0.000 0.000 0.000 0.000 ' 0.000 0.000 0.000 ' 0.000 0.000 0.000 0.000 ' 0.000 0.000 . 0.000 ' Totallengths 14.58 41.50 Maximum collector force 1.499 kips ' 16d nail good for 0.115 kips/each Splice 13 16d nails 1 I Page 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Frank Glazewski - Architect 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearwall summary - Wall stability Description Foster residence I Level Main Line �D Assembly dead loads: Roof 0.014 ksf Floor 0.011 ksf Wall 0.010 ksf Stability details V 0.246 kips/ft Design controlled by: Seismic Dead load reduction factor: 0.850 IN - - •1KI1111.61 Shearwall Dead load trib. Lengths I n n rn ca rn v (a O O n H Y x IC ? uj y J O d 0 f Holdown O _ O O LL r v Z v N N N D H O F- 0 O I i d 8.25 8.50 8.50 7.00 0.183 17.2 5.3 8.25 1.54 1.54 LTT20B/2-2xb 6.33 8.50 8.50 27.00 0.463 13.21 7.88 6.33 1.03 1.03 LTT20B/2-2x6 Page 1 q16 1 1 1 1 Wall line analysis Frank Glazewski - Architect Date 9/30/99 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearwall summary Description Foster residence Level 'Main Line P lateral 4.250 kips Total wall length 23.250 feet Wall framing species HF Shearwall v 0.183 kips/ft Ok! Shearwall Mark v cap Exterior 3/8" cdx plywood with 8d nails at 6°, 12" o.c. 1 0.213 kips/ft Interior None 13 0.000 kips/ft v allow 0.213 kips/ft If user -defined SW used; Description i I v allow 0.000 kips/ft Sill nailing ❑ Applicable? 16d sinker good for 0.134 kips/each 0.134 = 0.733 feet 0.183 16d nails at 16 inches o.c. at SW Anchor bolts ED Applicable? 0.730 = 3.994 feet 0.183 Blocking/top plate Length of attachment v Applicable? 32.00 Ifeet 0.133 kips/ft Connectors at rim foist to mudsilllcripple wall top plate v 0.183 kips/ft 1/2" dia. good for 0.730 kips/each 112" dia. at inches o.c. max. Connector A35 I • 0.450 kips/each Connectors 41 inches o.c. max. ❑ Applicable? A35 at 0 inches o.c. max. Page 1 V L I I I 11 I I I Total lengths 23.25 44.75 Maximum collector force 2.797 kips 16d nail good for 0.115 kips/each Splice 24 16d nails I I Page 1 Line geometry Frank Glazewski - Architect Date 9/30/99 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearw* all summary -Line geometry - Description Foster residence Level Main Line E V1 V1 V2 Q V3 Q V4 A Segment Desc. Wall Opening ,4...25 0.06 Force 23.25 w 23.25 y 3.50 0 3.50 y 2.797 5.25 0 5.25 y 2.578 36.00 0 36.00 y 2.250 L I I I 11 I I I Total lengths 23.25 44.75 Maximum collector force 2.797 kips 16d nail good for 0.115 kips/each Splice 24 16d nails I I Page 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Frank Glazewski - Architect 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearwall summary - Wall stabilit Description Foster residence o Level I Main Line �E Assembly dead loads: Roof 0.014 ksf Floor 0.011 ksf Wall ; 0.010 ksf Stability details v 0.183 kips/ft Design controlled by: Seismic Dead load reduction factor: 0.850 Date 9130199 Shearwall Dead load trib. Lengths f �o ca _. CU� i o v 0 w U CD Ag o Y > .9 Ho' ldown~ _ 23.25 9.50 9.50 22.50 0.410 40.4 94.2 23.25 -1.71 -1.71 No ties required Page 1 q9 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Wall line analysis Frank Glazewski - Architect Date 9/30/99 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearwall summary Description Foster residence Level IMain Line 0 P lateral 1.480 kips Total wall length 8.250 feet Wall framing species HF • Shearwall v 0.179 kips/ft Ok! Shearwall Mark v cap Exterior i 3/8" cdx plywood with 8d nails at 6", 12" o.c. 1 0.213 kips/ft Interior None 13 0.000 kips/ft v allow 0.213 kips/ft If user -defined SW used; Description v allow 0.000 kips/ft Sill nailing ❑ Applicable? 16d sinker good for 0.134 kips/each 0.134 = 0.747 feet 0.179 16d nails at 16 inches o.c. at SW Anchor bolts Applicable? 1/2" dia. good for 0.730 kips/each 0.730 = 4.069 feet 0.179 1/2" dia. at 48 inches o.c. max. Blocking/top plate Q Applicable? Connector I A35 0.4501kips/each Length of attachment 30.00 feet v 0.049 kips/ft Connectors 48 inches o.c. -max. Connectors at rim joist to mudsilllcripple wall top plate ❑ Applicable? v 0.179 kips/ft A35 at 0 inches o.c. max. Page 1 Sz rj Line geometry Frank Glazewski - Architect Date 9/30/99 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 IShearwall summary --Line aeomet ' Description Foster residence Level r Main Line Segment Desc. Wall Opening 1 V1 v1 1'48 0.05 V2 v2 V3 v3 V4 v4 " ' Force 18.50 0 18.50 y 8.25 w 8.25 y -0.920 ' 3.00 0 3.00 y 0.149 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ' 0.000 0.000 0.000 0.000 0.000 ' 0.000 Total lengths 8.25 21.50 Maximum collector force 0.920 kips 16d nail good for 0.115 kips/each Splice _ 16d nails Page 1 S1 1 1 t 1 1 1 1 1 1 1 1 1 1 1 1 1 Stability details Frank Glazewski - Architect Date 9/30/99 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearwall summary - Wall stability Description Foster residence Level Main ! Line 1 1.000 v 0.179 kips/ft Assembly dead loads: Design controlled by: Roof tO.014 ksf Wind Floor 11 ksf Dead load reduction factor: Wall 10 ksf 0.667 Shearwall Dead load trib. Lengths =- lOCU i �� E a CU ` Holdown Orn O O Y = S O N N O O � ~CU Ian is 8.25 12.63 12.63 2.00 0.154 18.7 3.5 8.25 1.98 1.98 HTT16/2-2x6 Page 1 5L 11 1 1 1 1 1 1 1 1 1 1 1 1 Wall line analysis Frank Glazewski - Architect Date 9/30/99 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearwall summary Description Foster residence Level IMain Line �2 P lateral 3.920 kips Total wall length 15.000 feet Wall framing species HF • Shearwall v 0.261 kips/ft Ok! Shearwall Mark v cap Exterior 3/8" cdx plywood with 8d nails at 4", 12" o.c. 2 0.312 kips/ft Interior None 13 0.000 kips/ft v allow 0.312 - kips/ft If user -defined SW used; Description. I v allow 0.000 kips/ft Sill nailing 0 Applicable? 16d sinker good for 0.134 kips/each 0.134 = 0.513 feet 0.261 16d nails at 6 inches o.c. at SW Anchor bolts 0 Applicable? 0.730 = 2.793 feet 0.261 Blocking/top plate Length of attachment v Applicable? 15.00 Ifeet 0.261 kips/ft 1/2" dia. good for 0.730 kips/each ,L '..) w 3 112" dia. at 2� inches o.c. max. Connector I A35 0.450 kips/each Connectors Connectors at rim foist to mudsill/cripple wall top plate v 0.261 kips/ft A35 at Page 1 21 inches o.c. max. It ED Applicable? 2° inches o.c. max. E3 1 Fi 1 1 1 1 1 1 L 11 Line geometry Frank Glazewski - Architect Date 9/30/99 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearwall summary - Line geometry Description Foster residence Level Main Line 0 V1 v1 V2 v2 V3 v3 V4 v4 Segment Desc. Wall Opening ;3'92K 0.07 Force 14.50 0 14.50 y 15.00 w 15.00 y -1.053 10.50 0 10.50 y 1.779 14.00 0 14.00 y 1.016 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Total lengths 15.00 39.00 Maximum collector force 16d nail good for 1.779 0.115 kips kips/each Splice 16d nails Page 1 5y CD Cn N CD •y N VI VA Length of-- cn oCn o shearwall CD CD - 0 m O �° M. w Height (ft) �' o o CD °_' °OCL �- c o Es 33) w Wall n ` v CO') CO (ft.) ; �. ' D M Roof - o 0 o oT N W=9 o-•� 2. < CD CD 77' cn cn N rn M D Floor cQ y c, c, N o Q CD --. � w y O oCD (ft.) O COD ;=W N C � CD _ W dl 0 N CD (kipsift) m m O.T.M. C -T, N •h. (ft -kips) M o N D.L.R.M. N o (ft -kips) o :3 —Length Q o o between Q ocn —ties_(ft_) Tie force fl. Cr (kips) n O Tie from above (kips) 0 in P total (kips) CD = O co N X CL O W O O CD to Cn N CD •y N VI VA 56 Wall line analysis Frank Glazewski - Architect Date 9/30/99 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearwall summary . Description Foster residence Level IMain I Line ® P lateral 5.910 kips Total wall length 18.250 feet Wall framing species HF Shearwall v 0.324 kips/ft Oki Shearwall Mark v cap Exterior 3/8" cdx plywood with 8d nails at 3°, 12" o.c. 3 0.402 kips/ft Interior None 13 0.000 kips/ft V allow 0.402 kips/ft If user -defined SW used; Description v allow 0.000 kips/ft Sill nailing Q Applicable? 16d sinker good for 0.134 ' kips/each 0.134 = 0.414 feet 0.324 16d nails at 4 inches o.c. at SW Anchor bolts 21 Applicable? 0.730 = 0.324 Blocking/top plate Length of attachment v 112" dia. good for 0.730 kips/each 2.254 feet 112" dia. at inches o.c. max. Q Applicable? Connector I A35 0.450 kips/each 18.25 feet 0.324 kips/ft Connectors 17 inches o.c. max. Connectors at rim moist to mudsill/cripple wall top plate FZ] Applicable? v 0.324 kips/ft A35 at inches o.c. max. Page 1 S-� Line geometry Frank Glazewski - Architect Date 9/30/99 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 I Page 1 ' Shearwall summary - Line geometry Description Foster residence Level Main Line V1 v1 V2 v2 V3 v3 V4 0 ' Segment Desc. Wall Opening ,"2 98= 0.06 .�,2 930.07: sr; Force 22.00 0 22.00 y 15.50 o 15.50 y y -1.380 ' 10.00 w 10.00 y y -3.502 5.75 0 5.75 y -1.633 — CSS' 8.25 w 8.25 y -2.060 ' 0.000 0.000 0.000 ' 0.000 0.000 ' 0.000 0.000 0.000 ' 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ' Total lengths 18.25 43.25 Maximum collector force 3.502 kips ' 16d nail good for 0.115 kips/each Splice 30 16d nails I Page 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Frank Glazewski - Architect 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearwall summary - Wall stabilit Description Foster residence LevelMain Line 4.000 Assembly dead loads: Roof 0.014 ksf Floor 0.011 ksf Wall 0.010 ksf Stability details v 0.324 kips/ft Design controlled by: Wind Dead load reduction factor: 0.667 Date ' 9/30/99 j Shearwall Dead load trib. Lengths L� 13f(� �m w 0 E o E �,o�_0N U o Holdown I_� C 10.00 8.50 8.50 2.00 0.113 27.5 3.8 10.00 2.50 2.50 HTT16/2-2x6 8.25 9.50 9.50 2.00 0.123 25.38 2.79 8.25 2.85 2.85 HTT16/2-2x6 Page 1 56 1 1 1 1 1 1 1 Wall line analysis Frank Glazewski - Architect Date 9/30/99 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearwall summary Description Foster residence Level iMain —� Line �5 P lateral 2.930 kips Total wall length 7.750 feet Wall framing species HF Shearwall v Exterior Interior 0.378 kips/ft Shearwall Ok! Mark v cap None 3 0.402 kips/ft 13 0.000 kips/ft Y allow 0.402 kips/ft 3/8" cdx plywood with 8d nails at 3", 12" o.c. None If user -defined SW used; Description F Sill nailing ❑ Applicable? 0.134 = 0.354 feet 0.378 Anchor bolts ❑✓ Applicable? 0.730 = 1.931 feet 0.378 Blocking/top plate Length of attachment v Applicable? 40.00 feet 0.073 kips/ft Connectors at rim foist to mudsill/cripple wall top plate v 0.378 kips/ft V allow 0.000 kips/ft 16d sinker good for 0.134 kips/each 16d nails at 16 inches o.c. at SW 1/2" dia. good for 0.730 kips/each �! �' U 11 1/2" dia. at /23 inches o.c. max. Connector A35 0.450 kips/each Connectors 48 inches o.c. max. ❑ Applicable? A35 at 0 inches o.c. max. Page 1 0 1 Line geometry Frank Glazewski - Architect Date 9130/99 ' 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 I Page 1 ' Shearwall summary - Line geometry Description Foster residence Level j Main Line 0 V1 v1 V2 v2 V3 0 V4 v4 ' Segment Desc. Wall Opening 2 93.- 0.07 h. ri ',; Force 5.00 0 5.00 y 5.00 0 5.00 y -0.369 ' 7.75 w 7.75 y -0.737 22.00 0 22.00 y 1.622 0.000 ' 0.000 0.000 0.000 ' 0.000 0.000 ' 0.000 0.000 0.000 ' '0.000 0.000 0.000 ' 0.000 0.000 0.000 0.000 ' 0.000 0.000 0.000 ' 0.000 0.000 0.000 Total lengths 7.75 32.00 Maximum collector force 1.622 kips ' 16d nail good for 0.115 kips/each Splice 16d nails &4Aa.D X44^ 71 I Page 1 Frank Glazewski - Architect 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearwall summary - Wall stability Description Foster residence Level IMain ! Line 5.000 v Assembly dead loads: Roof FOY.014 k s f Floor[wksf ksf Wall h( Stability details 0.378 kips/ft Design controlled by: Wind Dead load reduction factor: 0.667 Date 9130199 Shearwall , Dead load trib. Lengths E �e n 'I o o o Holdown� EL I Q 0 7.75 9.50 12.00 2.00 0.148 27.8 3.0 7.75 3.34 3.34 HTT16/2-2x6 Page 1