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HomeMy WebLinkAbout069-530-043I 1,\I 069-530-043 02-2855 FIRPO, RAY INALED LF— FOWLER CT., OROVILLE CONT: BETTER BUILDERS RETAINING WALL 069-530.043 03-0078 FIRPO, RAY 8 FOWLER CT., OROVILLE CONT: BETTER BUILDERS NEW SINGLE FAMILY 069-530-043 03-2095 FIRPO, RAY 8 FOWLER, OROVILLE Cont: BETTER BUILDERS RETAINING WALL BP#02-2855 Sit 4- gill- COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - PUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 E MIT NO. (Rev. 12/96) APPLICATION AND PERMIT 3- � S r ASSESSOR PARCEL NUMBER 069-530-043 ZONING R-1 BUILDING PERMIT OWNER Rs Fi:=tjo TELEPHONE SO, FT, OCC. BUILDING VALUATION 35 a 101/ 350.00 . OWNERS MAILING ADDRESS 4040 Carol Ave Fremont CA 94538 CONTRACTOR'S NAME Better Builders TELEPHONE 589-2574 CONTRACTORS MAILING ADDRESS 5263 Royal Oaks Drive Orovdle CA 95966 CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation $350.00 ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $15.00 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $2-1-00 BUILDINGADDRESS 8 Fowler C Energy Plan Checking Fee $ $ PERMIT FEE $48.00 LOT NO. SUEtDNIS IONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 Each Trap 7.0023.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other rptal n, ng wa?' SPECIFY Solar or heat um water heater Water piping 15.00 Each gas water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: _ Acl�l__' 1__$sQ ftp? for BP# 02-2895 Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home I S I G I W @20.00 PERMIT FEE S ELECTRICAL PERMIT Fling Fee 20.00 Main Service .OA OR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION 1 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 effect. / License Class �j�?�o2 Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ 1, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. O 1 am exempt under Sec. Business and Professions Code for this reason Main Service TO tOooA 46.00 NEW CONST. DWEWNG OCCUP. DWE200ALLING OR ADDNS. a A.C. sLOS. SO 3.SQR; NEW CONST. MULTI -OUTLET NON-RESID. CU @7.50 POWER APPARATUS d SINGLE OUTLET CIR. Ex. Occup. OUTLET OR FIXTURES zo p 1.00 SAL @ .50 flXED APPLNS. OR Ex. Occup. ounFTs .=. EA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ WORKERS' COMPENSATION DECLARATION I 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' co nsation, as provided for by section 3700 of the Labor Code, for the Aadrformance 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' comp nsgon insu� c carr ,r and policy number are: Carrier � 7G 1/.� Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith co ly with those provisions. X Date Signature of Applicant - ❑ Owner ❑ Contractor gent An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE $ Mobile Home Installation Fee $ Energy Inspection Fee $ occ CONST. TYPE TOTAL FEE $ 48.00 HAZ. p. FEES IMP I FLOOD I CDF PARCEL I PO HD ISSUE This permit is hereby issued under of the Butte County Code and/or indicated above for*ON7a, PERMIT EXPIRES0 I the applicable provisions Resolutions to do work been paid. / 03 D to V I De ReceiptNo. 00 WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT (Rev. 12/96) COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive - Oroville, California 95965 - Telephone (530) 538-7541 APPLICATION AND PERMIT PERMIT NO. ASSESSOR PARCELNUMBE'R 9 zlo BUILDINGPERMIT OWNER ^ TE HONE SO. FT. OCC. BUILDING VALUATION Q OWNERS LIAILING A0D g45L NAME TELEP O^NE 67�S [WRAS MAILING AD1200-- CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation $ ARCHITECT OR ENGINEER LICENSE N0. Fee $ 20.00 —Filing Permit Fee ' $' , 0 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee ' $ 3. BUILDINGADDRESS Faw�1_4� C4, Lama&_ Energy Plan Checking Fee $ $ PERMIT FEE $ , LAT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 Each Trap 7.00 USEOFSTRUCTUR SF ❑ 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 Ne Addition J�Q Re ❑ LPI 'es ❑ Installation ❑ er ❑ Desai a Work: Gas piping stem 1 - 5 outlets 15.00 Buildingsewer 15.00 Mobile Home S G W @20.00 PERMIT FEE $ ELECTRICAL PERMIT Filing Fee 20.00 600VMain Service A OR LESS 23.00 �\ m STS IA, Ortu;, weed,,�:11110^„ l (� be, �� ��Energy � � ��� Main Service 200A TO 1000A 46.00 NEW CONST. OW EWNG OCCUP. SO OR ADONS. ( a ACC. BLDS. NEW CONS MULTI.OUTLET NON-RESIp. CU 7.50 POWER APPARATUS 8 SWGLE OUTLET CIR. 20 @ 1.00 Ex. OCCU 011TLE7 OR FIXTURES BA' @ .so FDD APP. LNSOR Ex. Occup. OUTLETS REBID. E. 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEI: $ Mobile Home Installation Fee $ Inspection Fee $ OCC CONST. TYPEN�am TOTAL FEE $ HAZ p. FEES IMP 1. FLOOD I CDF PARCEL PD HD ISSUE Date Signature of Applicant - ❑ Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 5'0° deep and demolition or construction of structures over 3 stories in height. ReceiptNo. WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT This permit is hereby issued under the applicable. provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. By Date PERMIT EXPIRES ON 0 NOTES ` 64 r IV, o RESIDENTIAL VX. PERMIT NO. 069-530-043 02-2855 FIRPO, RAY B FOWLER CT., OROVILLE CONT: BETTER BUILDERS RETAINING WALL 1�e f�, 1 0Z �2 • �- I f 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 J=OK 0 = Not OK - = Not Applicable . = Not Ready RESIDENTIAL (Single & Duplex) Date UNDERFLOOR (Plans) OK except #'s Hangers -Post Caps -Anchors -Connectors 1. Zoning -Setbacks -Easements -Flood -Slope Cling. Joist-Rftr. Ties-Purlin-Roll Brac.-Truss-Shting.-Rtng. 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 -RC Channel 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 56. 8. Piers -Fireplace Ftg.-Steel 57. 9. D.W.V.; Fall -Fitting -Test -2 Way C/0 -Sewer Test 58. 10. UF, Gas Pipe; Size Anchors -Yard Gas Piping; Size Test 11. Water Pipe; Test -Anchors -Regulator -Service Test 12. Electric Underground 13. Plenums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts-Joists-Vents-Crippies 15. Access & Ventilation 16. Insulation 77. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except #'s 17. Water Htr.; Vent -Access -Combustion Air Baffle 18. Water Pipe; Test & Anchor -Nail Protection 19. D.W.V.; Test Fittings & Anchor -Nail Protection _ 20. Shower Pan; Test, First Floor -Tub Access 21. Test Tub & Shower, Second Floor -Tub Access 22. Gas Pipe; Sixe & Anchors 23. Fire Sprinkler; Test 87. Water Well, Disconnect, Electrical, Plumbing Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s 24. Fixture & Transformer Clearance -Ins. Protection 25. Elec. Receptacles Spacing -Lights & Switches at Doors 26. Size Boxes & No. of Conductors Stapled 27. Romex Installed Close to Edge of Studs & C.J. 28. Equip. Ground made up w/Mech Fasteners -Bond Gas & Water 29. 2 Appliance Circuits in Kitchen & Conductor Size GFI Date 30. Subfeed Wire Size/ /ga. Cu or AI-A.C. Wire Size/ /ga Cu or Al Date 31. Range Circle/ /ga Cu or AI -Oven Circ. / /ga Cu or Al Insulated Neutral O Yes ❑ No Date 32. Service -Riser Conductors & Ground Main Disconnect Comments at Final: 33. Equip. Clearances Panels-Motors-Mech. Equip. 34. Clothes Closet Light -Shower Light -Spa Light 35. Smoke Detector Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s 36. A.C. Ducts Insulation & Support 37. Vent Fan, Exhaust above insulation 38. Condensate Drain & Overflow, Size & Grade 39. Furnace -Vent Access -Comb. Ait-Return Air Vent 115 Outlet 40. Attic Access & Platform if Furnace in Attic Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FRAMING (Permit) OK except #'s 41. Sills Proper Materials & Anchors 42. Walls Studs -Nailing Spacing & Braces -Plates -Sound 43. Bearing Walls over Girders & Floor Nailing 44. Draft Stop in Walls (rat proof) 45. Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs 46. Headers & Beams -Size & Bearing Date FRAMING (Continued) 47. Hangers -Post Caps -Anchors -Connectors 48. Cling. Joist-Rftr. Ties-Purlin-Roll Brac.-Truss-Shting.-Rtng. 49. Fireplace Ties or Type A Flue -Fireplace Throat Clearance 50. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 51. Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 52. Garage Fire Protection Framing -RC Channel 53. Property Line Firewall & Openings 54. Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 55. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 56. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 57. Siding -Nailing Veneer 58. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 59. Glazing Area -Glass Protection -Skylights -Plastic 60. Shear Walls; Nailing -Bolts 61. Brace Interior/Exterior Wall Panels 62. Insulation -Walls -Ceilings 63. Infiltration -Walls -Windows Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 64. Ext. Steps -Door & Sidelight Protection -Landings 65. Smoke Detector 66. Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 67. Bedroom Exiting 68. G.F.I. & Bath Fixtures & Tub Access -Spa 69. Elec. Trim & Subpanel, Breaker Sizes & Labels 70. Stairs & Rails 71. Fireplace or Stove, Clearance -Hearth 72. Elec. Outlets at Wood Panel, Int. & Ext. 73. Kit. Fixt. & Appliance; Ground -Air -Gap -Cooking Clearance 74. Elec. Outlets & Receptacles at Kit. Counter 75. Garage Fire Door; Swing -Landing -Closure 76. A.C. Duct in Garage -Damper 77. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 78. Plb.; Elec. & Mech. Equip. Listed for Location 79. Elec. Receptacles in Garage (F.F.I.)-Romex Protection 80. Insulation -Foam -Looked in Attic . 81. Guard Rails & Deck Construction -Post Caps 82. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor ❑ Yes _ 83. Following Instld./Drive ❑ Yes 0 No/Walks 0 Yes 0 No/Planters 0 Yes 0 No 84. Stucco Brown -Finish 85. A.C. Unit Disconnect, Electrical -Plumbing 86. Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 87. Water Well, Disconnect, Electrical, Plumbing 88. Exterior Elec. Trim, G.F.I. Receptacle -Underground 89. Ventilation Throughout House 90. Glass Protection 91. Corrections from Previous Inspections 92. Gas Test -Meters Tagged, Gas -Electric 93. Water & Sewer Connected -C/O to Grade -HD Approval 94. Energy Compliance Certificate -Other Certificates 95. Address Posted 96. Fire Sprinkler Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: J=OK D = Not OK . = NotReadyabte Card B-1 Date Card B-1 MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 1. 1. Zoning Requirements -Setbacks -Easements Soils; Compaction -Structure Stability 2. Soils; Special MH Support Sketch 4. 3. Sewer; Location -Test -Fall -C/O -Concrete 6. 4. Water; Location -Test -Easement Needed (Sketch) 7. 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosures- Panelboards-Ins. to Main Conduit 6. Gas; Location -Test-Wrap; -/ /" L'ft. / P Nat. or/ /" L "ft./ P LPG 7. Well Clearance & Disconnect 8. Utility Clearance Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch 11. Cert. of Occupancy Date Card -B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PERMANENT END SYSTEM (ONLY) . 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Blocking 4. Gas; MH Test -Demand -Valve 5. Electricity; MH Test 6. Water; MH Test 7. Water and Sewer Connected 8. Gas and Electricity Tagged 9. Exits 10. License Decals 11. Verify #.'s with Office Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks, Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts-Beams-Rftrs-Connectors Shthg-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date POOLS (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosures- Panelboards-Ins. to Main Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche 12. Enclosure; Fencing -Alarms Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 0. (Rev.12/96) APPLICATION AND PERMIT ' ASSESSOR PARCEL NUMBER 069-530-043 ZONING BUILDING PERMIT OWNER FIRPO RAY TELEPHONE SO. FT, OCC. BUILDING VALUATION 100 101 1000.00 .OWNERS MAILING ADDRESS 4040 CAROL AVE. FRENOM, CONTRACTORS NAME BETTER BUILDERS TELEPHONE CONTRACTORS MAILING ADDRESS 5263 ROYAL CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation $1000.0 ARCHITECT OR ENGINEER LICENSE NO. Filen Fee $ 20.00 Permit Fee s25,00 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $23.00 BUILDINGADDRESS FOWLER CT. OROVILLE Energy Plan Checking Fee $ $ PERMIT FEE $ 68.00 LAT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 Trap 7.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY —Each Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: RETAINING WALL Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home S G W @20.00 PERMIT FEE $ ELECTRICAL PERMIT Filing Fee 20.00 Main Service gORLESs 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 ig4ull force and effect. �� 2� License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service 200A TO lOooA 46.00 NEW CONST. DW %NG OCCUP. OR ADONS. ( a AAC. S. s0 3.50FT. NEW CONST. MULTI -OUTLET NON -REBID. c @ 7.50 POWER APPARATUs a SINGLE PPA S Ex. Occup. OUTLET OR FIXTURES 200 1.1 SAL O .SO FLIED APP,LNS. OR Ex. Occup. ounErs RESID. EA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE S WORKERS' COMPENSATION DECLARATION I 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 n, performance of the work for which this permit is issued. J� 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' compens on (insurance carrier and policy number are: Carrier_ lii,C �4A Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of COO= ai. and agree that if I should become subject to the workers' co ensatio provisions of section 3700 of the Labor Code, I shall forthwith ply w' those provisions. X Date Sig Applicant - ❑ Owner ❑ ContractorAgent An OSHA permit is required for excavations over 60"deep- and demolition or construction of structures over 3 stories in height. MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEIE $ Mobile Home Installation Fee $ Energy Inspection Fee $ Occ CONST. TYPE TOTAL FEE $ AR no HAZ. D. FEES IMP FLOOD CDF PARC PD _ ISSUE This permit is hereby issued under of the Butte County Code and/or indicOed a ove for which fees have ey PERMIT EXPIRES ON b the applicable provisions Resolutions to do work been paid. Date foba/ 62 Det Receipt No. 363965 $68.00 WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT -A BBA ENGINEERING � Alan G. Brown,-P.E. � 0// .A California Corporation ` 2� October 23, 2002 Mike Vierra BUTTE COUNTY BUILDING DEPARTMENT 7 County Center Drive Oroville, CA 95965 RE: Better Builders Construction — Contractor. APN 069-530-043 Butte County, California Dear Mr. Vierra: Enclosed are Relative. Density tests taken on engineered fill placed 8 Fowler Court. The engineered fill was placed prior to construction a CMU masonry retaining wall. . When the wall is constructed, the engineered fill will be approximately 4' h9igh on the outside of the wall. Vegetation and organic materials were removed from the fill area. Native ground was then scarified; moisture conditioned and compacted with a vibratory case 602B sheepfoot compactor. The fill operation was periodically observed and representative test results indicate the fill has been compacted in excess of 90% Relative Density per ASTM 2922 nuclear gauge method and was observed to be structurally stable and suitable for a residential driveway, and retaining wall horizontal support. If you have any questions please call our office Very truly yours, B$A ENGINME P** />M1 �Ilan . Brown, P.E. Principal Engineer • . Enclosure IR fESSIO t4 George,& CZ No.24578 n W �. Exp. 12-31-05 F pF CA Cc: Better Builders Construction Job # 02-054 2060 Park Avenue P.O. Box 1576 Oroville, CA 95965 (530)534-1911 (530)533-6457 FAX (530) 534-0908 • B 1 ENGINEERING o MW fl , Alan G. Brown, P.E. MOE= A California Corporation" RELATIVE DENSITY TESTS AP N 069 Butte County, California 2060 Park Avenue P.O. Box 1576 Oroville, CA 95965 Fill Relative Test Date Depth Density % Moisture 1 10-18-02 1211' 98 13.4 2 10-18-02 19" 99 11.2 . 3 10-21-02 48" 97 11.6 4 10-21-02 48" 96 11.4 5 10-21-02 48" 98 11.3 ASTM -1557 Maximum Dry Density 129.0 PCF @ 10.2% moisture 2060 Park Avenue P.O. Box 1576 Oroville, CA 95965 AND WHEN RECORDED MAIL TO: HT,TTTk COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95%5 Recorded Official Records CoBBUUTT Of CANDACE J. GRUBBS Recorder ROSEMARY DICKSON Assistant 10:56AM 28 -May -2002 AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT REC FEE 7.00 CONFORM .00 Kathy Page 1 of i Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this' property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultizal operations including, but not limited to cuitivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: Z,0-7- 43 1 9-5� S iDw of i 7--)44- I c 9ELL-q 2i D6 E55- �777ZEFS vN17— tQO, -7 M4*p PVA-T;—f4E-;i TTc; 57)q--71EF c CJS rnl+,1!5 / /moi /PA5 L:5�-5 �` g'1 �► J �Z . Date 6- 2ZI-0 2 . —PROPERTY OWNERS: RAYMOND A. F•IRPO ODEDELIA M. ABEYTA State of California ) County of Butte ) On MAY 24, 2002 before me, ANGELA D. MASTELOTTO-NOTARY PUBLIC personally appeared RAYMOND A. FIRPO AND ODEDELIA M. ABEYTA personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that helshe/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and officikl seal INN ANGELA D. MA$TELOTTOO Corrmmioalw4i 193M n _ v Notary co C81"', #47069-530-043-00 My Comm. Exp. SEPT. 16, 20012 � 1 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 3 DD 7 ASSESSOR PARCEL NUMBER ZONING BUILDING PERMIT OWNER FIRED. RAY TELEPHONE SO. FT. OCC. BUILDING VALUATION 1 . OWNER'S MAILING AD6RESS 2359 R3 129 006.00 CONTRACTOR'S NAME 3= BUILDERS TELEPHONE n_9574, U '� 677 7 U 493,186.00 CONTRACTOR'S MAILING ADDRESS ,< T mullilij: cA 95966 CONSTRUCTION LENDER ' Fireplace I A 1.500.00 LENDER'S MAILING ADDRESS Total Valuation $ 192 147.00 ARCHITECT OR ENGINEER LICENSE NO. -Filing Fee $ 20.00 Permit Fee $ 965.00 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 6 BUILDING ADDRESS G ETA n Energy Plan Checking Fee $ 23.00 PERMIT FEE $ 1 635.25 LOT NO. SUBDIVISIONS NAME PARCEL MAP n PLUMBING PERMIT Filing Feel 20.00 Each Trap 16 7.00 12.0 USEOFSTRUCTURE SF 53 Duplex ❑ Mobilehome ❑ Other SPECIFY Solar or heat pump water heater 23.00 Water piping 15.00 , 5.00 Each gas water heater or vent 15.001 9.00 TYPE OF WORK New Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: -,T11; ` SINGLE F,1V4ILY Gas piping stem 1 - 5 outlets 15.00 5 . 00 Building sewer 15.00 . 5 Mobile Home I S I G W @20.00 PERMIT FEE $ 192.00 ELECTRICAL PERMIT Fling Fee 20.00 Main Service 200A OR LESS 23.00 - 3 . 0 0 LICENSED CONTRACTOR'S DECLARATION 1 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.32 �� ,.. License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service zooA To I000A 46.00 NEW CONST. DW EWNG OCCUP. SO OR ADDNS. ( a ACC. S.3.50FT.177. 3 P10"gO�,pT' MSI.OUTLET @7,50 8 PSINGLE OUTLEr CIR.OWER APPARATUS OUTLET OR Ex, Occup. BAS I:w Ex. Occup. ouriErsAEa.CE. 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ 220.31 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. �i I have and will maintain workers' compensation insurance, as required by Section • ` 3700 of the Labor Code, for the performance of work for which this permit is issued. -My workers' compensation insurance carrier and policy number are: Carrier U Policy Number / /., S '7 (The above sections need no a 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 H I should become subject to the workers' compens provisions of section 3700 of the Labor Code, I shall forthwith mpiy those provisions. D to 1i 2I_4 n o pylic nt [IOwner Contractor Agent An HA permit is required for excaveftions over 60" deep and molition or constr ction of structures over 3 stories in heig t. MECHANICAL PERMIT Filing Fee 20.00 Heating 1 115.00 15. 0 Cooling 1 15.00 15.0( Hood 6.50 6.5( Ventilation 3 4.50 13.5 PERMIT FEE $ 70.00 Mobile Home Installation Fee $ Energy Inspection Fee $ 46 . 00 occ CONST. TYPE - TOTAL FEE $ Hn�. / o. FSEs Ir�P FL cD� PARc� Po/ HD S SUE` This permit is hereby issued under the applicable provisions of t4pButte County Code and/or Resolutions to do work Icat for hich fees have been paid. 3 '1 n at l V MIT EXPIRES ON % Date Receipt No. WHITE-D.D.S.-B. CANARY -ASSESSOR PINK -INSPECT GOLDENROD- ICANT COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUIL INC DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530 538-1541 -- PERMIT NO. APPLICATIONANDPERMIT p1'^ - Do LI, ASSESSORPARCEINUMSei ZONING BUILDIN P l� r n 19 _ r OWM � /� TELEMON9 . awNERs s CO9RS � ~ CONTRACTORS Mq�IOa AD CONSTRUCTIONLENOSR uNDOM MA 24 ADORMS ARCHITECT OR EN6INEEA ARCMrECT OR SMEE R'S MAEUM ADDRESS SUBDIVISIONS NAME USEOFSTRUCTURE SF CJ Duplex ❑ Mbbilehome ❑ Other BMW TYPE OF WORK . / Addition ❑ Remodel ❑ unities ❑ installation ❑ Other ❑ Describe Work: "PERMIT FEE PASb $ �(3 9• Stu_ $- r SHERIFF # OTHER # AMOUNT RECMWb .fes. WAkm C7 * TO se wr two comm —Fireplace Total Valuation $_ Erin Fee Permit Fee Plan Checking Fee Energy Plan Checking Fee PERMIT PLUMBING 'PERMIT Each Trap Solar or heat pump water he Water pipinq -5 guiming sewer Mobile Home .FEE 1 $ ELECTRICAL PERMIT wov oR ups Main Service aaoAORLESs Main .Service � 200A TO IOWA FjL Ott . OUTW OR FDnURES Ex. Occup. ounEis Esro. EA Temporary Service Mobile Home Facilities Misc. Wiring PERMIT FEE S .0 ig Fee 20.0 7.00 23.00 15.00 /S- — 15.00 /j 15.00 I g- 15.00, 15.00 i R- iMg Fee 20.00 23.00 48.00 9 5—o" @7.50SAL ' 09 .50 5.00 23.00 20.00 23.00 J ling Fee 20.00 6.50 rp. %-6 /z Sn PERMIT FEt S 70,00 Mobile Home Installation Fee. 3 Energy Inspection Fee $ r� 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 ReceiptNo. PERMIT EXPIRES ON WHITE-O.D.S.-B.D. CANARY -ASSESSOR PINK.INSPECTOR GOLDENROD -APPLICANT I roam COUNTY OF BUTTE -DEPARTMENT -OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET OWNER: �/ /L.[� �. ASSESSOR PARCEL NUMBER Proposed Building Use: IIJ...Q�_/ Counter Technician: Date: (J 3 Items required in order to apply for a permit. All boxes MUST be checked OR marked NA in order to app y. 1.. Plot plans, 3 or 4 sets, signed ty the preparer of the plans. 1 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. 1 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. { 4. Engineered truss details and layouts in duplicate. No faxes! 9�1 5. Energy compliance design and supporting documentation in duplicate. /❑ 6. Manufactured homes: (A) Data sheets and installation instructions, (B) Marriage line information, (C) Floor Plan, (D) Tie down or foundation plans, all in duplicate. ❑ T. Metal buildings: (A) Metal Building Plans, (B) Foundation plans and calculations in triplicate, (C) Elevation views in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. Items required for initial plan review. If checked items have not been received, plan review cannot proceed. The permit will be indexed and returned to the plan review line-up when required items are received. Date Received By ❑ 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate ................................ ❑ 9. Plot plan and business license approval from the City of Biggs .................................... ❑ 10. Letter of intent for non-residential buildings......................................................:.. ❑ 11. Detached Accessory Building Foran filled out by the owner ..................................... ❑ 12. Hazardous Material Form............................................................................... _ ❑ 13. Other Remaining items needed to issue the permit. (May require additional plan review upon receipt of the f (lowing items.) 14. Fees as .shown on the attached Schedule of Fees Due Sheet... "' ................................. gl 15. Statement of Intent for Non -heated and A/C Buildings ................................. P16. Sanitation and plot plan approval from the Environmental Health Department in ❑ 17. City of Chico Plumbing permit ............................................ WPael ............... California Department of Forestry plan approval�in paid. Sent_ by:................... � 19. Planning approval for (A) Use: S/��' (B)Parg:(Check: ay,i+,., 03 ❑ 20. Contact Land Development about ❑ Improvements, ❑ Drainage ............CI&................... 21. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). ❑ 22. Pre -Inspection for required ................ ❑ 23. Contractor's license information. (Number, Name Style, Classification) ...................... ❑ 24. Worker's Compensation Carrier and Policy Number ..............:.............................. ❑ 25. Owner -Builder Verification (❑ Given to owner, ❑ Mailed to owner) ..................... Ej 26. Letter of Signature authorization.................................................... ,................. 27. Recorded copy of Agricultural Acknowledgment Statement.. S.r�,. q.-��A4! ............ ❑ 28. Manufactured home utility clearance............................................................... d 29. Existing violations and/or expired permits......................................................... ❑ Grant eed, ❑ M.H. Title/Statement of Facts, ❑ Letter'from Le al?roy�k-b wner ❑ Check to H.C.D. $ I Other: o ' ' r)rpiCL O)l on I'sloc4-t- pGr4 — A, r �, 4 � � When issued Telephone '1 - and hold for pickup. V 4OU in rI % I have been informed of thembove items and requirements for obtaining a building permit. n �Ap scant: Da WUA 1. Index pe A application for the above items numbered: Plan Check Letter /10 2. Additional items required Contractor, designer, owner, was advised cfthe above data by phone, ❑ mail, ❑ counter, by Date: Contractor, designer, ow was advised of the above data by ❑ phone, ❑ mail, ❑ counter Date: Plans reviewed by: � Date: �. . (� Plans approved by: 4b Date: Structural reviewed b Date: Structural approved by: Date: Note transfer by: Date: - 17 Yellow.Ruildine nivisinn o3-ao78 COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 SCHEDULE OF FEES DUE OWNER u PROPOSED BUILDING USE 1. DING PERMIT FEES Balance Due ....................... $ a Additional Fees Due .......... ..... $ Additional Fees Due .................. $ Revised Plan Checking Fee .............$ PP 2. SCHOOL DISTRICT FEES ©x-0 (paid at District Office) (Available after Plan Check) #3. HERIFF FEES (paid at Building Division) Residential ...................... x $360.00 = $ 30' 00 Units Commercial (sq. ft'.) ............... x $0.03 = $ Sq. ft. 4. URBAN AREA FEES (paid at Building Division) Residential ................... -x.=$ # Units Amt. Commercial (sq. ft.) ............ -x-=$ Sq. ft. Amt. 5. RECREATIONAL DISTRICT FEES (paid at District Office) (Available after Plan Check) 6. THERMALITO DRAINAGE DISTRICT FEES 4jSRA* $51000(paid at Building Division) FIRE INSPECTION AND PLAN CHECK $89.00 (paid at Building Division) 8. WATER TENDER FEES (Battalion # ) $200.00 (paid at Building Division) 9. CSA 87 TRAFFIC FEE $2500.00 (paid at Building Division) 10. OTHER A.P.# tot--53^� DATE ' 1 U RECEIPT # DATEC. 37oal� 67 362h 11to-3 At time of permit application, I was advised the abov fees are required to be paid prior to issuance of the building permit. These fees may be changed during the plan checking proceS7 DAPLICANT Pursuant to Government Code Section 66020, you are hereby notified that items 2, 3, 4, 5, 6, 7, 8, 9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original - Buiding Div. 2nd Copy - Applicant 3rd Copy - Owner ' (Rev. 6100) PERMIT NO.: 98-02 Lake Oroville Area Public Utility District 1960 Elgin Street OROVILLE, CALIFORNIA 95966 533-2000 DISTRICT APPROVAL AND VERIFICATION OF INSPECTION BUILDING SEWERS This verification form must be submitted to the Butte County Department of Public Works Building Department prior to issuance of a building or occupancy permit, whichever- is applicable. Prior to final approval by Butte County of a Building or an Occupancy Permit, a copy of this verification form, signed off by Lake Oroville Area Public Utility District, must be submitted to Butte County. Date: October 17, 2002 Applicant: Raymond A. Firpo .(Better Builders) xoyal uaes r.) Applicant Address: (Oroville CA 95966) Applicant Phone NO.: (510) 657-8228 ((530)589-2547) Property Locations(s): 8 Fowler Ct. , Oroville CA 95966 KRE Unit 7.Lot 43 A. P. No. (s): 069-530-043. Fees due: All fees paid New single family dwelling. Application for service approved: L,A�,KE ftOVILLE AREA PUBLIC UTILITY DISTRICT Inspection(s) made and successful test(s) observed: Location: -21 Lake Oroville Area Public Utility District release to close permit: Date: _ By: Date: PROJECT PROCESSING RECORD s4cApplicant: M,,�. Owner: A.P. #: Permit #: O a - 007? Work Description: Date Description of Step or Status 2- ZS ern . � Z, 4 .o 3 _Ick ✓_►�' d— f �? rS � cc��GS . P PLO,.N REVISIkON Please complete the following information in order to process your submittal. If this form is not complete, correct and legible. it may cause a delay in processing. - Owner's Name:(,r-(� Received By: -Date: 13 A.P. Permit #: Time: ContactPhoneNumber: Purpose of submittal: O Permit Application Data Item O Engineering O Plan Revision O Requested by Building Inspector or Correction Notice -Inspector's Name: 0 Requested By Plan's Examiner - Examiner's Name: (° O Other: v If you are revising a plan which has already been issued, submit two(2) drawings reflecting the revisions for plan review. If engineering is involved in this revision, the engineer must put his requirements on these drawings and stamp and sign the drawings. Include two (2) sets of wet signed engineering. Revised drawings must clearly sho When Approved, Process as Follows: O Mail to Owner at this address: O Mail to Contractor at this address: O Call O Deliver with next inspection. and hold for pickup at the O Chico Office O Oroville Office Revised Plan Check Fee: O 546.00 Receipt #: O Additional Fees Not Required Additional fees may be due based upon complexity and time involved to process this submittal. Additional Fees: Receipt f: Verticaffechnology er., Engineering 383 Rio Lindo Ave Suite 200, Chico, CA 95926 4 "AA jech Ph. (530) 899-8716 Fax (530) 899-1102 Email MDHPE@cs.com Structural Calculations Client: Better Builders Construction — John Starr Project: Firpo Residence Location: Lot #43 Fowler Court, Kelly Ridge, Butte County, CA Attention: This engineer is not responsible for on site inspectiork tSYassure compliance with the standards, sizes, materials, or workmanship specified herein. This engineer is not responsible for any structural element or system not specifically noted in this set of specifications unless authorized in writing by this engineer. Workmanship is to be of the highest quality and in all cases follow accepted construction practice, the latest edition of the Unform Building Code, and local building department standards. -F, IC, '�,T VERTECH ENGINEERING PROJECT: 8/13/02 STRUCTURAL NOTES 1. GENERAL A) ALL WORK SHALL CONFORM TO THE 1997 UBC AND ALL APPLICABLE LOCAL CODES. B) THE ENGINEER (VERTECH ENGINEERING) IS RESPONSIBLE FOR THE STRUCTURAL ITEMS IN THE PLANS ONLY. SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE CALCULATIONS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGINEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE. C) THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING, BRACING, SCAFFOLDING, ETC. D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS. E) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER. F) ALL WATER PROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER. 2. SITE WORK I FOUNDATIONS A) ASSUMED MAXIMUM SOIL BEARING = 1000 PSF PER UBC TABLE 18-1-A. B) BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER. C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO THE CONSTRUCTION OF THE FOUNDATIONS. D) ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW FROSTLINE. (12" TO 24" AS PER LOCAL REQUIREMENTS) E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL. F) ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 2% AWAY FROM ALL FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL. G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. H) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES. 1) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN TO DAYLIGHT. 4. CONCRETE I REINFORCING A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2,500 PSI U.N.O. C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR TYPE III LOW ALKALI. D) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS WHICH ARE ALKALI REACTIVE AS DETERMINED BY ASTM C-227,289, AND 295. IF TEST DATA IS UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF THE ACI CODE AND UBC APPENDIX, CHAPTER 19. F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. VERTECH RECOMMENDS THE FOLLOWING AS A SUITABLE SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G. WITH #3 BARS AT 15" O.C. EACH WAY ABOVE MID -DEPTH OF SLAB OVER 2" SAND, OVER MOISTURE BARTER, OVER 4" AGGREGATE BASE. USE 3-1/2" SLAB WITH #3 AT 15" E.W. ABOVE MID -DEPTH OF SLAB, OR 6X6 WWF ABOVE MID -DEPTH OF SLAB WITH SAME SUB -SLAB BUILDUP AT ALL OTHER AREAS. G) SAW -CUT TOP %" OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 20'-0" WHERE SLAB IS REINFORCED, SAW CUT AT INTERVALS NOT TO EXCEED 7'-0" WHERE SLAB IS UN -REINFORCED. 1) REINFORCEMENT COVER SHALL BE AS FOLLOWS: CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3" CONCRETE WITH SOIL OR WEATHER EXPOSURE: #5 BARS AND SMALLER 1 %" #6 BARS AND LARGER 2" CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: %" J) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP REINFORCING 40 BAR DIAMETERS U.N.O. K) #5 AND LARGER REBAR SHALL NOT BE RE-BENT. L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT. 2 VERTECH ENGINEERING PROJECT: 8/13/02 5. MASONRY A) CEMENT MASONRY UNITS SHALL CONFORM TO UBC STANDARD 21-4, GRADE N, TYPE I, AND SHALL BE SINGLE OR DOUBLE OPEN END BOND BEAM UNITS. B) F'm MIN SHALL BE 1,500 PSI WITH COMPLIANCE VERIFIED AS REQUIRED PER UBC SECTION 2105.3. C) EACH CELL SHALL BE COMPLETELY FILLED WITH GROUT CONFORMING TO ASTM C279 TYPE S WITH A MINIMUM STRENGTH OF 2,000 PSI. D) LAP REINFORCING THE GREATER OF 60 BAR DIAMETERS OR 2'-0". E) LOCATE ANCHOR BOLTS WITHIN 2" OF THE CENTER OF A CELL. 6. FRAMING/LUMBER 6-1 MATERIALS: A.) SHEATHING: 1. ROOF SHEATHING: SEE PLANS 2. FLOOR SHEATHING: SEE PLANS 3. WALL SHEATHING: SEE PLANS B.) GLUE -LAMS: GLUE -LAMS SHALL BE 24F -V4 U.N.O. WITH A CAMBER OF R=1600' U.N.O. GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER. GLUED LAMINATED FABRICATON SHALL BE PERFORMED IN AN APPROVED FABRICATORS SHOP IN ACCORDANCE WITH UBC 1701.7 AND UBC 2304.4.3. BEAM INSPECTION CERTIFICATES SHALL BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME INSPECTION IN ACCORDANCE WITH UBC 1704.6.2. C.) MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 2800 PSI & FV = 285 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 D.) SILL PLATES: SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR WITH 1/2" DIAMETER ANCHOR BOLTS AND 2" X 2"X 3/16" PLATE WASHERS LOCATED AT 4'-0" O.C. MAX. WITH ONE BOLT LOCATED V-0" MAXIMUM FROM EACH END OF EACH PIECE. E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE W.W.P.A. OR W.C.L.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O. 1. STUDS SHALL BE STUD GRADE OR BETTER. 2. ALL POSTS SHALL BE DF -L #1 U.N.O. 3. 2X AND 3X RAFTERS SHALL BE DF -L #2 U.N.O. 4. 2X JOISTS SHALL BE DF -L #2 U.N.O. 5. CONCEALED BEAMS SHALL BE DF -L #2 6. EXPOSED BEAMS SHALL BE DF -L #1 APPEARANCE GRADE FOHC (06 AND LARGER) F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" OF FOUNDATION, NAILS SHALL BE GALVANIZED. . G.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND WITHOUT EXCESSIVE RUST. H.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG TIE CO., OR ENGINEER APPROVED EQUIVELANT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED WITH RECOMMENDED FASTENERS I.) MANUFACTURED "I" JOISTS: MANUFACTURED I JOISTS (SUCH AS TRUSS JOISTS) SHALL BE INSTALLED PER THE MANUFACTURES RECOMMENDATIONS USING A DEFLECTION LIMIT OF U480 U.N.O. USE A MANUFACTURED 1-1/4" RIM BOARD (SUCH AS TIMBER STRAND) WITH ALL "I" JOISTS. USE A DOUBLE RIM OR 1 % LVL RIM AT ALL LOCATIONS WHERE LEDGERS ARE USED (SUCH AS DECK LEDGERS). 6-2 GENERAL FRAMING A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 1997 UBC TABLE 23 -II -B-1. B.) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE MINIMUMS, LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTORS OPTION. C.) SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE WHICH COULD CAUSE SETTLEMENT OF ROOF AND OR FLOORS AND COULD LEAD TO FAILURE OF ASSOCIATED FRAMING MEMBERS. THE CONTRACTOR SHALL TAKE ALL MEASURES NECESSARY TO PROTECT FRAMING FROM THE EFFECTS OF SHRINKAGE. 6-3 BEAM FRAMING A.) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS SHALL BE NAILED TOGETHER WITH 16d NAILS AT 6" O.C., T&B U.N.O. B.) DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL TO JOIST SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING STOVE, ETC... C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS AND MIDSPAN OF JOISTS SPANNING GREATER THAN 10'-0" 3 VERTECH ENGINEERING PROJECT: 8/13/02 6-4 POSTS/TRIMMERS A.) SUPPORT: SUPPORT ALL UPPER LEVEL POSTS AND TRIMMERS IN LOWER LEVELS WITH EQUIVELANT FRAMING AND BLOCK OR OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS. B.) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE TRANSFERRED TO THE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O. 6-5 WALL FRAMING A.) DOUBLE TOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD BEARING WALL SHALL OCCUR AT THE CENTER LINE OF SUPPORTING STUD TOP PLATE SPLICES OF STUD WALLS SHALL BE 48" LONG WITH (12) 16d SINKERS EACH SIDE OF EACH SPLICE U.N.O. WHERE SPLICE IS INTERUPTED, USE ST6224 STRAP U.N.O. B.) FIRE BLOCKS: FIRE BLOCK STUD WALLS AT MID -HEIGHT WHERE STUD LENGTH EXCEEDS 8'-0" C.) MIS -PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, USE HILTI QWIK- BOLT II OF SAME DIAMETER WITH EMBEDMENT IN CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS AND CURRENT ICBO REPORT. D.) CRIPPLE WALLS: CRIPPLE WALLS SHALL BE A MINIMUM OF 14" IN HEIGHT. FOR LESSER HEIGHTS, STACK 2X PLATES (AND SHIM AS REQUIRED). E.) NOTCHED OR CUT STUDS: NOTCHED AND/OR CUT STUDS TO CLEAR ANCHOR BOLTS ARE NOT ALLOWED. STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE. F.) LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY WALL FRAME. STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN ACCEPTABLE ALTERNATIVE. 6-6 CONNECTIONS A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE. B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE WASHERS WHERE BEARING AGAINST WOOD. C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED BEFORE CLOSING IN OR AT COMPLETION OF JOB: D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE. 7. DESIGN LOADS A) ALL DESIGN LOADS ARE PER UBC CHAPTER 16, DIVISIONS I, II, III, AND IV U.N.O. B) ROOF LIVE LOAD/SNOW LOAD: 20 PSF C) SEISMIC ZONE: 3 D) WIND SPEED: 75 NIPH EXP B PROJECT %,c I O VERT�ECH ENGINEERING PAGE 4 ENGINEER AT 1 DATE O DESIGN OFye rocs-�, DL rdo _ LL 20Fs p P I�r)r.: _ . Ol� 10Ps ;c P 40 � roo-1= i Ing 2. s el 2,5 �n S"I aolrl I ce;11,n9 2,S orI's C, ICoPs P �4-S9 L WOL)A i(p.20016 C�59 ib --� I---_ -" :C 2 05 ?) ( O Ps P') -r-7- 2b 06016 , � 1 s O —+7 _ 22. 14-0 6 PROJECT F ('- ENGINEER _ AT DESIGN OF Lo4ex 160 VERTECH ENGINEERING Li vn PAGE 5 DATE 2 FM J W 1997 UBC Wind Loads VerTech Engineering (UBC CH16 DIV III) Project: Firpo Residence Date: 8/13/2002 Comments: Wind Speed: 75 mph Importance: 1 Exposure: B ❑ One Story or Partially Enclosed Multi-StoryStructure Primary Frame Elevation Elevation Elevation Method A 15 20 25 Windward Wall _ 7.2 7.8 8.3 Leeward Wall 4.5 4.8 -5.2 Roof Leeward or Flat Roof -6.3 -6.8 -7.3 Windward Roof Slope <2:12 -6.3 -6.8 -7.3 2:12 to <9:12 -8.1 2.7 -8.7 2.9 -9.4 3.1 9:12 to 12:12 3.6 3.9 4.2 >12:12� 6.3 6.8 7.3 Wind Parallel to Ridge -6.3 -6.8 -7.3 Method B On Vertical Projected Area Structure <= 40' High 11.7 12.6 13.5 Structure >40' High 12.6 13.6 14.6 On Horizontal Projected Area -6.3 -6.8 -7.3 Elements and Components not in areas of discontinuity Wall Elements All structures 10.8 11.6 12.5 Enclosed and Unenclosed Structures -10.8 -11.6 -12.5 Partially Enclosed - -14.3 -15.5 -16.7 Parapet Walls -11.7 11.7 -12.6 12.6 -13.5 13.5 Roof Elements Enclosed and Unenclosed Structures Slope <7:12 -11.7 -12.6 -13.5 7:12 to 12:12 -11.7 11.7 -12.6 12.6 -13.5 13.5 Partially Enclosed Slope <2:12 -15.2 -16.5 -17.7 2:12 to 7:12 -14.3 7.2 -15.5 7.8 -16.7 8.3 >7:12 to 12:12 -15.2 15.2 -16.5 16.5 -17.7 17.7 Elements and Components in areas of discontinuity Wall Corners -13.5 10.8 -14.5 11.6 -15.6 12.5 Roof Eaves, rakes or ridges without overhangs Slope <2:12 -20.6 -22.3 -24.0 2:12 to 7:12 -23.3 -25.2 -27.1 >7:12 to 12:12 -14.3 -15.5 -16.7 Slope <2112 at overhangs, canopies -25.1 -27.1 -29.2 1997 UBC Static Seismic Forces VerTech Engineering Project: Firpo Residence Comments: Diaphragm 16 Date: 16 16 Ft = 0.07*T*V Units: Zone = 3 192 Soil type = 0.5009 Soil Profile Types I = 1 Importance Factor Table 16-K R = 5.5 Overstrength and Ductility Factor Table 16-N or 16-P Ca = 0.36 Seismic Coefficient Table 16-Q Cv = 0.54 Seismic Coefficient Table 16-R hn = 21 (HEIGHT TO ROOF) Ct ==.020 FOR ALL OTHERS —rv� TA = Ct(hn)'" z vtQMOT 16 Max TB = 1.4*TA Diaphragm 16 VEQ = (Cv*I*M/(R-Q 16 16 Ft = 0.07*T*V (If T<.7, Ft=O) 0.0 T0.196 192 Cvl/RT M 0.5009 VEQ 63 Ft = 0.00 0.0 EQ: .11 *Ca* 2.5*Ca* /R VMI: 0.0396 0.1636 V: 5.0 20.6 20.6 8/13/2002 Kips & Feet (UNO) vtc.t 16.0 z vtQMOT 16 192 Diaphragm 16 0.0 0.0 16 16 192 192 0 0 0.0 16 192 0 0.0 16 192 ®�vv� 0.0 16 192 0 0.0 16 192 0 0.0 16 192 0 0.0 16 E21 192 0 4.6 21 378 9 0.0 378 0 Mir! 8/13/2002 Kips & Feet (UNO) vtc.t 16.0 z vtQMOT 16 192 Diaphragm 16 0.0 0.0 16 16 192 192 0 0 0.0 16 192 0 0.0 16 192 0 0.0 16 192 0 0.0 16 192 0 0.0 16 192 0 0.0 16 E21 192 0 4.6 21 378 9 0.0 378 0 PROJECT Fir DO �/ERTECH ENGINEERING PAGE ENGINEER A DATE DESIGN OF L a4cc a I Log 8 Dene 15216 1 `i�) 14 1 b 2-7 T72 ►b 12(0016 121516 1021 i6 2'7 Co b 16 4131 16 3(054 16 PROJECT Rw-no 9 VPAGE ENGINEER AERTECHENGINEERING DATE -b/02, DESIGN OF L a -k -x- o � I nn � Dave A Is A , �Z = t 440 -��- 2 C -or -4v T-0 W's O � Z 4 Co001 b) --�' 14Co 4- I b 2 e(Doo I 6 .1 -J'+2 ( A 000 16) 16 (o 00016, 22542 S2 4 o 0 1 90 -C 4- 2 1 (o, 00071 1.4 5 a22 + (00c) b) --� --ol b 9 CD 00 2 C0 1 2Cb.i_e 2 tb PROJECT R r C)O VERTECH ENGINEERING PAGE 1 O ENGINEER AJ DATE NO DESIGN OF L a -%.-c, Lo G, cl Demo CAo D vy� J� 033 + Z 1 s,4 -� 229 1-- 16 - �- 104-2 . +2 06 T+—Z 4 GoOO 16) PROJECT VERTECH ENGINEERING PAGE ENGINEER 0- —DATE V DESIGN OF La-I-e,Nc, I 5 u V-nrn CA r t'ma I °1.3� 1 �' . 62 i ( X00 16s --� AB.. 13315 f+2 = 2 20 I Loc cl Tal-� l c� ► ori wal n Clb) Seip Smi _ 016) A) 12 401(00 S A, 1 1 b I+ (?Wp) 14C,4 ( (o -+2 S 2-7-72 500 S G.. 12 (o0 sG5 W R .. 1, 1.. 121 S QO21 (223) aPc) (1I(03) w v\/ 2) R 2-7(ob 21842 S 211 s-qs w 2. 3 .._ ...:... _ 3 co S�- S 3� -1 I�j 5(434 i:22 1 03512) V\1 VJ t'ma I °1.3� 1 �' . 62 i ( X00 16s --� AB.. 13315 f+2 = 2 20 Shear Wall Design Program VerTech Engineering Project: Firpo Residence Location: Date: 8/13/02 Units (UNO): lbs, in Panel Thickness 3/8 3X Sill 3.17 3.73 Panel Orientation Short Dimension Across Studs • 1.98 NG 1.52 Nail Type 8d NG 0.99 NG 0.76 Anchor Bold Diam. 1/2 Stud Spacing 16 in o.c. Spec Grav Of Framing 0.5 Panel Grade C -D, C -C, UBC 21-2, UBC 23-3 Fnd Sill Plate Grade DF -L AB in 2X Sill 620 AB in 3X Sill 730 Split Anchorage Reduced Index # Nail Nail Length Diam Embed Cd NDSValue Value 1 10d 3 0.148 1.50 0.84 118 100 2 12d 3.25 0.148 1.75 0.99 118 116 3 16d 3.5 0.162 2.00 1.00 141 141 4 20d 4 0.192 2.50 1.00 170 170 5 30d 4.5 0.207 3.00 1.00 186 186 6 1/4" Screw 0.25 2.00 1.00 220 220 7 3/8" Screw 0.375 3.00 1.00 400 400 8 A35 450 9 A34 365 Shear Wall Design Edge Nail Alowable SW Joint Fastening SW Joint Fastening Load Fastener Cond A Cond B Fastener Cond A Cond B 6 260 2 7.1 0 8 20.8 0 4, Note 1 380 2 4.9 0 8 14.2 0 3, Note 1 490 2 3.8 0 8 11.0 0 2, Note 1 640 2 2.9 0 8 8.4 0 44, Note 1 760 4 3.6 Note 2 8 7.1 Note 2 33, Note 1 980 4 2.8 Note 2 9 4.5 Note 2 22, Note 1 1280 4 2.1 Note 2 9 3.4 Note 2 1. Use 3X framing at adjacent panel edges and stagger nailing 2. Condition B fastening is the same as for single sided shear wall with same edge nailing i2 AB Spacing (ft) 2X Sill 3X Sill 3.17 3.73 1.09 2.56 0.84 1.98 NG 1.52 NG 1.28 NG 0.99 NG 0.76 e6 VerTech Engineering Project: Engineer: Design of: Shear Walls Framina Page: Date: Panel Shear Walls Resistive A35 Sill Lateral Wall Attachment Attachment Load Length Length Length Load/ft Edge Nail WallObs) LI ift1 Otm (in) A, R 4960 20 20 20 248 6" A,1 6424 22 22 22 292 4" B 5600 38 38 38 147 6" C 1260 8 8 8 158 6" 1,R 1823 7 7 7 260 4" 2,R 4263 5 5 5 853 3/3 2,1 5081 13 13 13 391 3" 2.5,1 3654 10.5 10.5 10.5 348 4" 3 8096 5.75 5.75 5.75 1408 ERROR 4,R 3545 17 17 17 209 6" u SC, 3/b 0 SO e. -J - -6v C I Stec,4"Vw b,,r\ c3 OA-W?If _ tv\ax @� '2" e dcBev nn -1 b ,A -1r, si & -s 14 VerTech Engineering Project: Engineer: Design of: Shear Walls Stability Page: Date: Overturning Overall Resistive Gravity OT OT Righting Net Length Length Load Height Moment Moment M/D Wall (ft) (ft) (Ib/ft) (ft) (ft -1h) fft-IM 11M m375 9 24552 1 22687.5 376 tEb Design of : Shear Walls Stability Segment Se ment OT Righting Net Length Height MMT MMT M/D Wall (ft) (ft) (ft -Ib) (ft-Ihl (Ih) A, R 9 9 20088 15188 713 A,1 9 13 34164 26325 1164 B 8 9 10611 12000 -24 C 0 0 0 0 1,R 0 0 0 0 2,R 0 0 o 0 2,1 5 9 17588 1875 3180 2.5,1 0 0 0 0 3 0 0 0 0 4,R 0 0 0 0 PROJECT F' to VERTECH ENGINEERING ENGINEER At DESIGN OF Latex -o I C 8,(o s) PAGE i cf-� DATE V 2 lion An. A -o bu 6y-oz)c�e 15 + .P vVa 1 1 21 508016 -� Ic�Q� _ �.� 5 �}-- 16 oo"a / I en 9 +V-) = —4 O. � f P .Ien9 -o be d (-A C3 e.cl f 195+16 PROJECT /� U VERTECH ENGINEERING PAGE I "t" ENGINEAERJ DATE DESIGN OF Lo-4cc o I (8rcto 5 I►r Iood I oc�cJ/leen +In = 122 l; P bei drQ j 2 ?D -7-c) 16 .I►�n-� �oad_ ��2Co`b I-enq-i-� ler }h +D tz-fi araq 1--�- P bc) 0) 16 PROJECT 1 - / VERTECH ENGINEERING PAGE p /, ENGINEER DATE V / 2 DESIGN OF GrrL1v d L'a v ou+ R� BI i C -0—c- 13 613 C, 10 13 g�sEr'1E�T LF- PROJECT _RrDo ENGINEER At - DESIGN OF Grcavi Bi 60ra VERTECH ENGINEERING PAGE 20 DATE %o 2- Heo(Af-C L _ 9` i v ­,16 ,v 14--1MS M= 53_71 4 -Ib v = 23b-- 16 T = 1-74>(106 lb -(n2 {. M= a9 9 °) JR -1 b V = 35 9 16 ES = 324x1010 I6- y-,2. 121/2 -Tr-�'6 20 V-0CI 14;-� -16 413 (ol b 5'/e) .x 1c�'iZ 24F \/4 Gl:'g Bay Vel ►' v-) clow �- IeaC� er L 13 /2 TY i b 7 I r oo I 16 l=Z = -713 xIO(° 1b—in2 Psi PROJECT VERTECH ENGINEERING ENGINEER AP DESIGN OF 61-011 � i y ( he c� m 234 -I~'4 -16 1169 16 C 9- x 10' Ib -+n2 4x4DF*2 PAGE 2 I DATE V O 2 1 roo -F r�A-r .anc. C 6cx L = 2'/,z T b = + r oo = ilbc)i6 2 � x4 DFtt2 �1 = 3-79 1► Ib -;r Z T 4 x 4 D'F 2 1. Gay qe� 000f. 1-ko8cr- L =12 `/2 ' ... O)l° a 1 -F+ - Ib 2'rob V = 412 I� �Q p L (.0 " V2 psL PROJECT(- VERTECH ENGINEERING PAGE Z ENGINEER AJ DATE 2 DESIGN OF 3�(0# �E Q P L) 8alcon Io , lops� q 4D 24F v4- GL -a L 16 2'/2'. 10 P s C 2'/2 ' (� Ops -f- PROJECT F1'r 0 VERTECH ENGINEERING PAGE 3 ENGINEER AT DATE DESIGN OF -� a I (- So I con G 1 r &C 20,/2 M = 2!,-44-0 -Fl - 16 5Va x V5 24F-�/4, C--)L�8 E30 cola Is s 29 • �ops 2' • Coops -F Ib �i(D5►b M = 0)0 I -C4 -Ib o) G15 2x% O 2 Ca ALO 01 2 x 8 DFS 2 @� ;BGk� c air,y a ,�bG1�� (SQMS as Bill __.. 5'/a .x I.5 2 �4 F �4-Ca 1._ PROJECT C"i rU0 VERTECH ENGINEERING PAGE ENGINEER V DATE ! OZ DESIGN OF L= 1O ir-;b-2mo 16 EZ = 34x 101-o 16-ina- V OF#2. i a/4 1 Q 1C, Re.ar POrLlrl �i rn%--4 Yua� M _ I O 2Co� r.T = Co(oFir x 10 b Por Gln Su r+ L = lO PP°. ►. � V eIt '2 O Ps 7- , Ib. DF2 i�� 2(o Bears sizer Design Program VerTech Engineering Project: Firpo Residence Location: B1 Date: 8/14/2002 ❑ Valley Beam Slope of roof 6 :12 Select Beam Width 3.5 in Dead Load 16 psf- ❑ Round Member Live Load 20 psf PSL Q Horiz. Member TULL Defl. Criteria (I) 240 360 Fb' 2886 psi Length of Beam 9 ft Fv' 290 psi Width tributary to beam: 14 ft Unbraced Length 2 ft Height Required 6.7 in CID 1.00 CF 1.00 A Req'd 12 in^2 CM 1.00 Cv 1.00 S Req'd 22 in^3 Ct 1.00 Cfu 1.00 1 Req'd 87 in^4 Cf 1.00 Cr 1.00 Controlling Design Deflection CH 1.00 Cc 1.00 CL 1.00 Fbe= 32484 le= 4.1 RB= 5.2 Fb*= 2900 Total Uniform Load 530 plf Mmax 5371 ft -Ib Vmax 2387 Ib ❑ Shear at d from face? EI Req'd 174 *10^6 #-in^2 21 Beam Sizer Design Program VerTech Engineering Project: Firpo Residence Date: 8/14/2002 Location: B2 ❑ Valley Beam Slope of roof 6 :12 Select Beam Width 3.5 in Dead Dead Load 16 psf Member Live Load 20 psf PSL I FZI Horiz. Member TULL Defl. Criteria (L) 240 360 Fb' 2882 psi Length of Beam 10 ft Fv' 290 psi Width tributary to beam: 19 ft Unbraced Length 2 ft Height Required 8.2 in CD 1.00 CF 1.00 A Req'd 19 in^2 CM 1.00 Cv 1.00 S Req'd 37 in^3 Ct 1.00 Cfu 1.00 1 Req'd 162 in^4 Cf 1.00 Cr 1.00 Controlling Design Deflection CH 1.00 Cc 1.00 CL 0.99 Fbe= 26406 le= 4.1 RB= 5.8 Fb*= 2900 Total Uniform Load 720 plf Mmax 8999 ft -Ib Vmax 3599 Ib ❑ Shear at d from face? El Req'd 324 *10^6 #-in^2 - Beam Sizer Design Program VerTech Engineering Project: Firpo Residence Date: 8/22/2002 Location: B3 Slope of roof Dead Load 6 :12 Live Load 5.125 in TULL Defl. Criteria (U) Length of Beam Width tributary to beam: Unbraced Length CD 1.00 CF CM 1.00 CV Ct 1.00 Cfu Cf 1.00 Cr CH 1.00 Cc CL 1.00 Fbe= 43936 le= RB= 4.2 Fb'= Total Uniform Load 37 in^2 Mmax S Req'd Vmax 1.00 EI Req'd 370 in^4 2'b [:]Valley Beam 6 :12 Select Beam Width 5.125 in 16 psf ❑ Round Member 20 sf p 24F -V4 Glu Lam F Horiz. Member 240 360 Fb' 2393 psi 12.5 ft Fv' 190 psi 20 ft 2 ft Height Required 9.5 in 1.00 A Req'd 37 in^2 1.00 S Req'd 74 in^3 1.00 1 Req'd 370 in^4 1.00 Controlling Design Deflection 1.00 4.1 2400 758 plf 14800 ft -Ib 4736 Ib ❑ Shear at d from face? 666 '10^6 #-In^2 2'b Beam sizer Design Program VerTech Engineering Project: Firpo Residence Location: B4 Slope of roof Dead Load Live Load TULL Defl. Criteria (U) Length of Beam Width tributary to beam: Unbraced Length CID 1.00 CF CM 1.00 CV Ct 1.00 Cfu Cf 1.00 Cr CH 1.00 Cc CL 1.00 Fbe= 52283 RB= 4.1 Total Uniform Load Mmax Vmax EI Req'd 6 :12 16 psf 20 psf 240 360 13.5 ft 17 ft 2 f 1.00 1.00 1.00 1.00 1.00 Date: 8/14/2002 ❑ Valley Beam Select Beam Width 5.25 in PSL s El Round Member Q Horiz. Member Fb' 2892 psi Fv' 290 psi Height Required A Req'd S Req'd I Req'd Controlling Design le= 4.1 Fb*= 2900 644 plf 14674 ft -Ib 4348 Ib ❑ Shear at d from face? 713 *10^6 #-in^2 9.3 in 22 in^2 61 in^3 357 in^4 Deflection /�O) Beam sizer Design Program VerTech Engineering Project: Firpo Residence Location: B5 Date: 8/14/2002 ,�,O b ❑ Valley Beam Slope of roof 6 :12 Select Beam Width 3.5 in Dead Load 16 psf ❑ Round Member Live Load 20 p sf DF -L #2 Dimensional ❑ Horiz. Member TULL Defl. Criteria (U) 240 360 Fb' 1347 psi Length of Beam 5 ft Fv' 95 psi Width tributary to beam: 2 ft Unbraced Length 5 ft Height Required 2.1 in CD 1.00 CF 1.50 A Req'd 3 in^2 CM 1.00 Cv 1.00 S Req'd 2 in^3 Ct 1.00 Cfu 1.00 1 Req'd 3 in^4 Cf 1.00 Cr 1.00 Controlling Design Deflection CH 1.00 Cc 1.00 CL 1.00 Fbe= 37200 le= 9.2 RB= 4.3 Fb'= 1350 Total Uniform Load 76 plf Mmax 237 ft -Ib Vmax 189 Ib ❑ Shear at d from face? EI Req'd 4 '10^6 #-in^2 ,�,O b Beam Sizer Design Program VerTech Engineering Project: Firpo Residence Location: B6 Slope of roof Dead Load 6 :12 Live Load 3.5 in TULL Defl. Criteria (U) Length of Beam 20 psf Width tributary to beam: Unbraced Length 240 360 CD 1.00 CF CM 1.00 CV Ct 1.00 Cfu Cf 1.00 Cr CH 1.00 Cc CL 1.00 Fbe= 144695 RB= 2.2 Total Uniform Load 1.00 Mmax 1 in^4 Vmax Controlling Design EI Req'd 1.00 Date: 8/14/2002 ❑ Valley Beam 6 :12 Select Beam Width 3.5 in 16 psf ❑Round Member 20 psf DF -L #2 Dimensional s Q Horiz. Member 240 360 Fb' 1349 psi 2.5 ft Fv' 95 psi 4 f 2 ft Height Required 1.3 in 1.50 A Req'd 3 in^2 1.00 S Req'd 1 in^3 1.00 1 Req'd 1 in^4 1.00 Controlling Design Bending 1.00 le= 3.7 Fb'= 1350 152 plf 118 ft -Ib 189 Ib ❑ Shear at d from face? 1 '10^6 #-in^2 Beam Sizer Design Program VerTech Engineering Project: Firpo Residence Date: 8/14/2002 Location: B7 Slope of roof Dead Load 6 :12 Live Load 3.5 in TULL Defl. Criteria (U) Length of Beam Width tributary to beam: Unbraced Length 20 psf CO 1.00 CF CM 1.00 CV Ct 1:00 Cfu Cf 1.00 Cr CH 1.00 Cc CL 1.00 Fbe= 67693 le= R8= 3.2 Fb*= Total Uniform Load A Req'd Mmax 1.00 Vmax 4 in^3 EI Req'd 1 Req'd '6- 2 ❑ Valley Beam 6 :12 Select Beam Width 3.5 in 16 psf ❑ Round,Member 20 psf DF -L #2 Dimensional ❑� Horiz. Member 240 360 Fb' 1349 psi 5 ft Fv' 95 psi 4 f 2 ft Height Required 2.7 in 1.50 A Req'd 6 in^2 1.00 S Req'd 4 in^3 1.00 1 Req'd 5 in^4 1.00 Controlling Design Bending 1.00 3.9 1350 152 plf 474 ft -Ib 379 Ib ❑ Shear at d from face? 9 *10^6 #-in^2 '6- 2 Beam Design Program VerTech Engineering Project: Firpo Residence Location: B8 XP 5 ft Min Beam E P -7692 Beam I 375 in^4 W[ Date: 8/14/02 �—� W u Lmaln Lc ant R1 R2 LMAIN 10 ft 21 Apply Special Seismic Load Cases? _DL RLL Wu (psf) 180 0 Wt (psf) 0 0 P (lb) 0 0 at Xp= 3.5 ft LCANTILEVER ❑ Graph Values? FLL SL 93 0 .0 0 0 0 Section Loc 5 ft Min Beam E 2000000 psi -7692 Beam I 375 in^4 -1777 Seg Loc Stp 1 ft -0.26 Size IT Step 0.5 in -2823 Deflection Live Load Total Load -1300 Limit (U) 360 240 0.00 Unbr. Len 1 ft Beam Width 5.25 in Beam Height 9.5 in PSL CD 1.00 CM 1.00 Ct 1.00 CL 1.00 CF 1.03 Cv 1.00 Cfu 1•.00 Ci 1.00 Cr 1.00 Cc 1.00 Cf 1.00 CH 1.00 Fb 1922 psi Fv Fb' 2972 psi Fv' TL Defl 0.26 in LL Defl Allowable 0.50 in Allowable Oft ❑ Beam Shear at d from face? EAG WL Trib Width 0 0 1 ft 0 0 0 ft 3082 0 Active Section Location LL Defl (in) -0.03 Envelope Max Min M (ft-lbf) 10956 -7692 V (lbf) 1777 -1777 Defl (in) 0.19 -0.26 R1 (lbf) 4129 -2823 R2 (lbf) 2606 -1300 Cant' Defl (in) 0.00 0.00 LL Defl (in) -0.03 Envelope Notes: None 124 psi 290 psi 0.03 in 0.33 in Check Beam Size Beam Max Min M (ft-lbf) 12650 -9517 V (lbf) 4129 -3109 Defl (in) 0.19 -0.26 LL Defl (in) . 0.00 -0.03 Notes: None 124 psi 290 psi 0.03 in 0.33 in Check Beam Size Beam Beam Design Program VerTech Engineering Project: Firpo Residence Location: B9 XP 18 ft El Apply Special Seismic Load Cases? T-- P Wu (psf) 325 0 Wt (psf) ■ 1lUt V� Date: 8/22/02 WU a Lmain Lc ant �I R 1 R 2 LMAIN 18 ft El Apply Special Seismic Load Cases? Beam E DL RLL Wu (psf) 325 0 Wt (psf) 0 0 P (lb) 4736 0 91XPH 5.5 ft LCANTILEVER ❑ Graph Values? FLL SL 760 0 0 0 0 0 Section Loc 9 ft Min Beam E 1800000 psi 12160 Beam 1 3679 in^4 -1529 Seg Loc Stp 1 ft -0.51 Size IT Step 0.5 in 2860 Deflection Live Load Total Load 2125 Limit (U) 360 240 0.00 Unbr. Len 4 ft Beam Width 5.125 in Beam Height 20.5 in 24F -V4 Glu -Lam CD 1.00 CM 1.00 Ct 1.00 CL 0.99 CF 1.00 Cv 1.00 Cfu 1.00 Ci 1.00 Cr 1.00 Cc 1.00 Cf 1.00 CH 1.00 Fb 1962 psi Fv FU 2365 psi Fv' TL Defl 0.51 in LL Defl Allowable 0.90 in Allowable Oft ❑ Beam Shear at d from face? EQ WL Trib Width 0 0 1 ft 0 0 0 ft 376 0 Active Section Location LL Defl (in) -0.27 Envelope Max Min M (ft-lbf) 57705 12160 V (Ibf) -577 -1529 Defl (in) -0.11 -0.51 R1 (Ibf) 13240 2860 R2 (Ibf) 11294 2125 Cant' Defl (in) 0.00 0.00 LL Defl (in) -0.27 Envelope Notes: None 189 psi 190 psi 0.27 in 0.60 in Check Beam Size Beam 3,k Max Min M (ft-lbf) 58692 0 V (lbf) 13240 -11294 Defl (in) 0.00 -0.51 LL Defl (in) 0.00 -0.27 Notes: None 189 psi 190 psi 0.27 in 0.60 in Check Beam Size Beam 3,k Beam Design Program VerTech Engineering Project: Firpo Residence Location: B10 XP 4 ft Min Beam E P 90 Beam 1 49 in^4 Wt Date: 8/14/02 --- -.P 41 Wu Lmatn Lcant I - R1 R2 " LMAIN 8 ft ❑ Apply Special Seismic Load Cases? DL RLL Wu (psf) 0 0 Wt (psf i 10 0 P (lb) 0 0 at X 12 ft LCANTILEVER ❑ Graph Values? FLL SL 0 0 60 0 0 0 Section Loc 4 ft Min Beam E 1600000 psi 90 Beam 1 49 in^4 8 Seg Loc Stp 1 ft -0.10 Size IT Step 0.5 in 30 Deflection Live Load Total Load 60 Limit (U) 360 240 0.00 Unbr. Len 2 ft Beam Width 3.5 in Beam Height 5.5 in DF -L #2 Dimensional CD 1.00 CM 1.00 Ct 1.00 CL 1.00 CF 1.30 Cv 1.00 Cfu 1.00 Ci 1.00 Cr 1.00 Cc 1.00 Cf 1.00 CH 1.00 Fb 483 psi Fv Fb' 1168 psi Fv' TL Defl 0.10 in LL Defl Allowable 0.40 in Allowable Oft ❑ Beam Shear at d from face? EAG WL Trib Width 0 0 0 ft 0 0 2.5 ft 0 0 Active Section Location LL Defl (in) -0.09 Envelope Max Min M (ft-lbf) 700 90 V (lbf) 58 8 Defl (in) -0.01 -0.10 R1 (lbf) 233 30 R2 (lbf) 467 60 Cant' Defl (in) 0.00 0.00 LL Defl (in) -0.09 Envelope Notes: None 18 psi 95 psi 0.09 in 0.27 in Check Beam Size Beam 35 Max Min M (ft-lbf) 711 0 V (lbf) 233 -467 Defl (in) 0.00 -0.10 LL Defl (in) 0.00 -0.09 Notes: None 18 psi 95 psi 0.09 in 0.27 in Check Beam Size Beam 35 Beam Sizer Design Program VerTech Engineering Project: Firpo Residence Location: 1311 Bate: 12/9/2002 3 C0 ❑ Valley Beam Slope of roof 0 :12 Select Beam Width 5.125 in Dead Load 10 psf❑Round Member Live Load 60 p sf 24F -V4 Glu -Lam ❑ Horiz. Member TULL Defl. Criteria (U) 240 360 Fb' 2263 psi Length of Beam 20.5 ft Fv' 190 psi Width tributary to beam: 7 ft Unbraced Length 2 ft Height Required 14.7 in CD 1.00 CF 0.98 A Req'd 40 in12 CM 1.00 CV -0.94 S Req'd 136 in^3 Ct 1.00 Cfu 1.00 1 Req'd 1055 in^4 Cf 1.00 Cr 1.00 Controlling Design LL Deflection CH 1.00 Cc 1.00 CL 1.00 Fbe= 28491 le= 4.1 RB= 5.3 Fb'= 2346 Total Uniform Load 490 plf Mmax 25740 ft -lb Vmax 5023 Ib ❑ Shear at d from face? EI Req'd 2442 '10^6 #-in^2 Beam Design Program VerTech Engineering Project: Firpo Residence Location: B12 XP 4 ft Beam E 1600000 psi P 34 in^4 Seg Loc Stp 1 ft Wt Date: 8/14/02 IV-� W u - Lmaln T Lcant 11 R1 R2 LMAIN 8 ft ❑ Apply Special Seismic Load Cases? DL RLL Wu (psi) 10 0 Wt (psf) 0 0 P (lb) 0 0 at XD= 12 ft Section Loc 4 ft Beam E 1600000 psi Beam I 34 in^4 Seg Loc Stp 1 ft Size IT Step 0.5 in Deflection Live Load Total Load Limit (U) 360 240 Unbr. Len 1 ft Beam Width 1.5 in Beam Height 6.5 in DF -L #2 Dimensional CD 1.00 CM 1.00 Ct 1.00 CL 0.99 CF 1.20 CV 1.00 Cfu 1.00 Ci 1.00 Cr 1.00 Cc 1.00 Cf 1.00 CH 1.00 Fb 1024 psi Fb' 1073 psi TL Defl 0.18 in Allowable 0.40 in LCANTILEVER ❑ Graph Values? FLL SL 60 0 0 0 0 0 Fv Fv' LL Defl Allowable 2.5 ft ❑ Beam Shear at d from face? EQ WL Trib Width 0 0 2 ft 0 0 0 ft 0 0 Active Section Location LL Defl (in) -0.15 Envelope Max Min M (ft-lbf) 901 116 V (Ibf) -7 -55 Defl (in) -0.02 -0.18 R1 (lbf) 505 65 R2 (lbf) 965 124 Cant' Defl (in) 0.12 0.02 LL Defl (in) -0.15 Envelope Notes: None 78 psi 95 psi 0.15 in 0.27 in Check Beam Size Beam 3I - Max Min M (ft-lbf) 901 -438 V (lbf) 505 -615 Defl (in) 0.00 -0.18 LL Defl (in) 0.00 -0.15 Notes: None 78 psi 95 psi 0.15 in 0.27 in Check Beam Size Beam 3I - M Beam sizer Design Program VerTech Engineering Project:o Residence Location: %81 Slope of roof Dead Load 0 :12 Live Load Width 5.5 in TULL Defl. Criteria (\CF Length of Beam Width tributary to be Unbraced Length ❑ Round Member CD CM Ct . u Cf 1.00 Cr CH 1.00 Cc CL 1.00 Fbe= 47432 le= RB= 3.8 Fb*= Total Uniform Load 9.0 in Mmax A Req'd Vmax 1.00 EI Req'd 72 in"3 Date: 8/14/2002 1.00 'X4.1 13 49 If 8100 b 2818 Ib ❑ Shear at d from face? 431 *10 _in ^2 O,i I (J t -1/9/ v -z [—]Valley Beam 0 :12 Select Beam Width 5.5 in 10 psf ❑ Round Member 60 psf DF -L #1 I Horiz. Member 240 360 Fb' 1348 psi 11.5 ft Fv' 85 psi 7 f 2 ft Height Required 9.0 in 1.00 A Req'd 50 in^2 1.00 S Req'd 72 in"3 1.00 1 Req'd 210 in^4 1.00 Controlling Design Shear 1.00 'X4.1 13 49 If 8100 b 2818 Ib ❑ Shear at d from face? 431 *10 _in ^2 O,i I (J t -1/9/ v -z Beam sizer Design Program . VerTech Engineering Project: Firpo Residence Location: B14 Slope of roof Dead Load Live Load TULL Defl. Criteria (U) Length of Beam Width tributary to beam: Unbraced Length Co 1.00 CF CM 1.00 CV Ct 1.00 Cfu Cf 1.00 Cr CH 1.00 Cc CL 0.97 Fbe= 7025 RB= 10.9 Total Uniform Load Mmax Vmax EI Req'd 0 :12 10 psf 40 psf 240 360 29 ft 1.33 ft 1ft 0.98 1.00 1.00 1.15 1.00 Date: 8/14/2002 ❑ Valley Beam Select Beam Width 1.75 in MicrolamI I ❑ Round Member _ I ❑✓ Horiz. Member Fb' 2893 psi Fv' 285 psi Height Required A Req'd S Req'd I Req'd Controlling Design le= 2.1 Fb*= 2924 67 plf 6991 ft -Ib 964 Ib ❑ Shear at d from face? 876 *10^6 #-in^2 14.7 in 5 in^2 29 in^3 384 in^4 LL Deflection Beam sizer Design Program VerTech Engineering Project: Firpo Residence Location: B15 Slope of roof Dead Load Live Load TULL Defl. Criteria (U) Length of Beam Width tributary to beam: Unbraced Length CD 1.00 CF CM 1.00 Cv Ct 1.00 Cfu Cf 1.00 Cr CH 1.00 Cc CL 1.00 Fbe= 59668 RB= 3.8 Total Uniform Load Mmax Vmax EI Req'd 0 :12 295 psf 640 psf 240 360 6 f 1 f 1.33 ft 1.00 1.00 1.00 1.00 1.00 Date: 8/14/2002 ❑ Valley Beam Select Beam Width 3.5 in PSL - ❑ Round Member ❑✓ Horiz. Member Fb' 2893 psi Fv' 290 psi Height Required A Req'd S Req'd I Req'd Controlling Design le= 2.7 Fb•= 2900 935 plf 4208 ft -Ib 2805 Ib ❑ Shear at d from face? 93 '10^6 #-in^2 5.5. in 15 in^2 17 in^3 45 in^4 Bending Beam Sizer Design Program VerTech Engineering , Project: Firpo Residence Date: 8/14/2002 Location: B16 Slope of roof Dead Load 0 :12 Live Load 3.5 in TULL Defl. Criteria (U) Length of Beam ❑ Round Member Width tributary to beam: Unbraced Length Horiz. Member CD 1.00 CF CM 1.00 Cv Ct 1.00 Cfu Cf 1.00 Cr CH 1.00 Cc CL 1.00 Fbe= 33651 RB= 4.6 Total Uniform Load 19 in^3 Mmax 1 Req'd Vmax 1.00 EI Req'd Shear ❑ Valley Beam 0 :12 Select Beam Width 3.5 in 280 psf ❑ Round Member 580 psf DF -L #2 Dimensional I Horiz. Member 240 360 Fb' 1078 psi 4 ft Fv' 95 psi 1 f 1.33 ft Height Required 7.8 in 1.20 A Req'd 27 in^2 1.00 S Req'd 19 in^3 1.00 1 Req'd 15 in^4 1.00 Controlling Design Shear 1.00 le= 2.7 Fb*= 1080 860 plf 1720 ft -Ib 1720 Ib ❑ Shear at d from face? 25 *10^6 #-in^2 Beam Sizer Design Program VerTech Engineering Project: Firpo Residence Location: B17 Slope of roof Dead Load 2 :12 Live Load 1.5 in TULL Defl. Criteria (L) Length of Beam ❑ Round Member Width tributary to beam: Unbraced Length � ❑ Horiz. Member CD 1.25 CF CM 1.00 Cv Ct 1.00 Cfu Cf 1.00 Cr CH 1.00 Cc CL 0.99 Fbe= 11571 RB= 7.8 Total Uniform Load 7 in^3 Mmax 1 Req'd Vmax 1.15 EI Req'd Deflection Date: 8/22/2002 A,2 ❑ Valley Beam 2 :12 Select Beam Width 1.5 in 16 psf ❑ Round Member 20 sf p DF -L #2 Dimensional � ❑ Horiz. Member 240 360 Fb' 1541 psi 10 ft Fv' 119 psi 2 f 1 ft Height Required 5.5 in 1.20 A Req'd 5 in^2 1.00 S Req'd 7 in^3 1.00 1 Req'd 21 in^4 1.15 Controlling Design Deflection 1.00 le= 2.1 Fb'= 1553 72 plf 906 ft -Ib 362 Ib ❑ Shear at d from face? 34 '10^6 #-in^2 A,2 Beam Sizer Design Program . VerTech Engineering Project: Firpo Residence Location: B18 Slope of roof Dead Load Live Load TULL Defl. Criteria (U) Length of Beam Width tributary to beam: Unbraced Length CD 1.25 CF CM 1.00 CV Ct 1.00 Cfu Cf 1.00 Cr CH 1.00 Cc CL 1.00 Fbe= 44291 le= RB= 4.0 Fb*= Total Uniform Load Mmax Vmax EI Req'd Date: 8/22/2002 �j ❑ Valley Beam 2 :12 Select Beam Width 5.5 in 16 psf ❑ Round Member 20 psf DF -L #1 I - Horiz. Member 240 360 Fb' 1684 psi 18 ft Fv' 106 psi 7 f 2 ft Height Required 9.7 in 1.00 A Req'd 32 in^2 0.99 S Req'd 73 in^3 1.00 1 Req'd 416 in^4 1.00 Controlling Design Deflection 1.00 4.1 1688 254 plf 10269 ft -Ib 2282 Ib ❑ Shear at d from face? 665 *10^6 #-in^2 �j Beam Design Program VerTech Engineering Project: Firpo Residence Date: 8/22/02 Location: B19 XP 4 ft Min Beam E P -1928 Beam 1 49 in^4 W[ V� WU Lmain Lcant V R1 R2 �- LMAIN 8 ft ❑ Apply Special Seismic Load Cases? DL RLL WU (psf) 10 0 Wt (psf) 0 0 P (lb) 2282 0 P!AE 10 ft LCANTILEVER ❑ Graph Values? FLL SL 60 0 0 0 0 0 Section Loc 4 ft Min Beam E 1600000 psi -1928 Beam 1 49 in^4 509 Seg Loc Stp 1 ft 0.27 Size IT Step 0.5 in 581 Deflection Live Load Total Load 2680 Limit (U) 360 240 -0.60 Unbr. Len 4 ft Beam Width 3.5 in Beam Height 5.5 in DF -L #2 Dimensional CD 1.00 CM 1.00 Ct 1.00 CL 1.00 CF 1.30 Cv 1.00 CfU 1.00 Ci 1.00 Cr 1.00 Cc 1.00 Cf 1.00 CH 1.00 Fb 0 psi Fv Fb' 1166 psi Fv' TL Defl 0.35 in LL Defl Allowable 0.40 in Allowable 2 f ❑ Beam Shear at d from face? QQ WL Trib Width 0 0 2 ft 0 0 0 ft 0 0 Active Section Location Enveloae Max Min M (ft-lbf) -1302 -1928 V (Ibf) 536 509 Defl (in) 0.35 0.27 R1 (Ibf) 1096 581 R2 (Ibf) 3728 2680 Cant' Defl (in) -0.58 -0.60 LL Defl (in) -0.12 Enveloae Notes: None 85 psi 95 psi 0.12 in 0.27 in Check Beam Size Beam Max Min M (ft-lbf) 0 -4844 V (lbf) 1096 -25 Defl (in) 0.35 0.00 LL Defl (in) 0.00 -0.12 Notes: None 85 psi 95 psi 0.12 in 0.27 in Check Beam Size Beam 4-5 PROJECT i 4 -5o o VERTECH ENGINEERING PAGE ENGINEER A�" DATE V DESIGN OF. C1rGvi -� c.o\ 4x4 �F2 �-2 - \42 359C) 16 �u ,= °1' 4x4 F2. 1912 16 434b 16 Lu=q' 4xCo b9 16 - 2 x �- ; �r,-I - mel r 0! ve+ 2x4 o� C8. LLk- =}`�. 4 x (oF S/ 4GO �6 -Y. Cox (� �- PROJECT f I rpm4(0 I VERTECH ENGINEERING PAGE ENGINEER AT DATE Lc) DESIGN OF CIO Vel I. 8►3 = 502 )I b + W-2,;) 1►� -� 3�251� x use C►o desiG,n Cons C,��` ve•� + ���� Ib G�, z �-_ ! (2) V � ► 3 � � -o- x.8.32 � � b Co x Co F 3 L u F Z J�—+ Timber Column Design Values Per NDS 3.7 VerTech Engineering 4X DF-L(N) #1 Fc E d KCE c 1000 1600000 3.5 0.3 0.8 Stability Reduction Column Capacity (lbs_ ) le (ft) Cp Fc' (psi) 4X4 4X6 4X8 4X10 4X12 5 0.83 .829 10156 15960 21763 27567 33370 6 0.73 733 8975 14104 19232 24361 29490 7 0.63 625 7656 12031 16406 20781 25156 8 0.52 523 6409 10072 13734 17396 21059 9 0.44 436 5347 8402 11458 14513 17569 10 0.37 366 4484 7047 9609 12171 14734 11 0.31 310 3794 5961 8129 10297 12465 12 0.26 265 3241 5092 6944 8796 10648 13 0.23 228 2795 4392 5988 7585 9182 14 0.20 199 2432 3821 5211 6600 7990 15 0.17 174 2133 3352 4571 5790 7009 16 0.15 154 1885 2963 4040 5117 6195 17 0.14 137 1678 2636 '3595 4553 5512 18 0.12 123 1502 2360 3218 4077 4935 19 0.11 110 1352 2125 2897 3670 4443 20 0.10 100 1223 1922 2622 3321 4020 21 0.09 91 1112 1748 2383 3018 3654 22 0.08 83 1015 1595 2175 2755 3335 23 0.08 76 930 1462 1993 2525 3057 24 0.07 70 856 1344 1833• 2322 2811 25 0.06 64 789 1241 1692 2143 2594 26 0.06 60 731 1148 1566 1983 2401 27 0.06 55 678 1066 1453 -1841 2228 28 0.05 . 52 631 992 1352 1713 2074 29 0.05 48 589 925 1262 1598 1935 30 0.04 45 551 865 1180 1494 1809 1 Timber Column Design Values Per NDS 3.7 VerTech Engineering 6X6 DF-L(N) #1 Fc E d KCE c 1000 1600000 5.5 0.3 0.8 Stability Reduction Column Capacity (lbs) le (ft) Cp Fc' (psi) 6X6 6X8 6X10 5 0.94 943 28511 38879 49247 6 0.91 912 27586 37618 47649 7 0.87 872 26373 35963 45553 8 0.82 821 24841 33874 42908 9 0.76 761 23015 31384 39753 10 0.69 694 20989 28621 36253 11 0.63 625 18906 25781 32656 12 0.56 559 16902 23048 29194 13 0.50 498 15061 20538 26015 14 0.44 444 13421 18302 23183 15 0.40 396 11984 16342 20700 16 0.35 355 10734 14637 18541 17 0.32 319 9650 13159 16669 18 0.29 288 8710 11877 15044 19 0.26 261 7892 10762 13632 20 0.24 237 7179 9789 12400 21 0.22 217 6554 8937 11321 22 0.20 199 6005 8188 10372 23 0.18 182 5520 7527 9534 24 0.17 168 5090 6940 8791 25 0.16 156 4707 6418 8130 26 0.14 144 4365 5952 7539 27 0.13 134 4058 5534 7010 28 0.13 125 3782 5158 6533 29 0.12 117 3533 4818 6103 30 0.11 109 3308 4511 5714 6X12 59614 57681 55143 51941 48122 43886 39531 35340 31492 28063 25057 22444 . 20178 18212 16502 15010 13704 12555 11541 10642 9842 9127 8486 7909 7388 6917 Timber Column Design VerTech Engineering Per NDS 3.9.2 Project: Firpo Residence Date: 08/14/02 Location: Ground Floor Typical Stud Lumber: Material Properties —Modification Factors Fb 1000 psi CD 1.33 Fc 1500 psi CM 1 E 1.7 E6 psi Ct 1 Config/Loading CL 0.99 1.00 P 2257 lbs CF 1 1 D1 3.5 in C 0.25 D2 2.5 in Cfu 1 e1 0 in Cr 1 e2 0 in Cf 1 Lul 9 ft Combined Flexure/Axial Lu2 0.25 ft fc 257.9 Addl M1 209 ft -Ib Fc' 501.9 Addl M2 0 ft -Ib fbl 491.4 Fb1' 1314.0 Section Properties FcE1 535.6 A 8.8 in^2 fb2 0.0 S1 5.1 in^3 Fb2' 1329.9 S2 3.6 in^3 FcE2 354166.7 11 8.9 in^4 FbE 6706.3 12 4.6 in^4 Interaction: 1.0 OK if<1. V WA VerTech Engineering Project: _�_�Q Page: Engineer: —21 Date: n of: Floor Frami Floor Loads DL= 10 psf LL= 40 psf Floor plywood: 3/4" T&G APA rated plywood or OSB equivalent. Apply face grain perpendicular to framing, stagger panels and nail with 8d @ 6" O.C. edge and 10" O.C. field. Edge nail at boundaries, drag members and at blocking over and under interior shear walls. Floor Joists: I Joists: Use manufactured "I" joists (such as Truss Joists), and install per manufacturers recommendations using U480 deflection criteria. Use manufactured rim board such as TimberStand with all "I" joists. Use a double rim board at all locations where ledgers are installed at the rim (such as deck ledgers). Sawn Joists: Sawn lumber joists shall be sized per UBC Table 23 -IV -J-1 using E < 1.6 UNO. 5O Project: Fj_ Engineer: _P_ n of: Roof Fra Roof Loads DL= 16 psf LL= 20 psf Veriech Engineering Page: Date: _225-5 Roof plywood: 1/2" CDX APA rated (32/16) plywood or OSB equivalent. Apply face grain perpendicular to framing, stagger panels and nail with 8d @ 6" O.C. edge and 12" O.C. field. Edge nail at gable end trusses, drag trusses, frieze blocking and all supported edges. Trusses: Rafters: Spacing = 24" o.c. Loads: T.C. Live Load = 20 psf T.C. Dead Load = 8 psf B.C. Dead Load = 8 psf Total Load = 36 psf Live Load = 20 psf Dead Load = 16 psf Total Load = 36 psf 51 Project: r1 rp O Engineer: 6,11 Design of: Foundations VerTech Engineering Soil Bearing: 1000 psf Concrete stem wall (Non -retaining): (fc'=2500 psi) 8" wide with (2) #4 continuous at top of wall and #4 at 18" O.C. full height. Provide #4 at 18" O.C. vertical developed by hook into footing, U.N.O. Masonry stern wall (Non -retaining): Page: Date: d �z 8" solid grouted (Pm = 1500 psi) with #4 at 24" O.C. each way. Continuous footings: (fc' = 2500 psi) Width Thickness Ca I Reinforcing 12 12 1000 (2) #4 cont. 15 12 1250 (2) #4 cont. 18 12 1500 (3) #4 cont. 24 12 2000 (3) #4 cont. 30 12 2500 (4) #4 cont. Spread Footings:(fc:'=2500 psi) Reinforcing Car). Connnector Label Size Thickness Ea Way Kis Simpson F1 1'-0" Sq. 12 (1) #4 1 PB F1.5 1'-6" Sq. 12 (2) #4 2.25 PB F2 2'-0" Sq. 12 (2) #4 4 PB F2.5 2'-6" Sq. 12 (3) #4 6.25 PB F3 3'-0" Sq. 12 (4) #4 9 CB F3.5 3'-6" Sq. 12 (5) #4 12.25 CB F4 4'-0" Sq. 12 (5) #4 16 CB F4.5 4'-6" Sq. 12 (6) #4 20.25 CB F5 5'-0" Sq. 12 (7) #4 25 CB F5.5 5'-6" Sq. 12 (5) #5 30.25 CB F6 6-0" Sq. 18 (8) #5 36 CB F6.5 6-6" Sq. 18 (9) #5 42.25 CB Note: Bottom of each footing shall be at least 12" below finished grade or as per local requirements. �z Cantilever Retaining Wall Design VerTech Engineering Project: 6' Unrestrained Wall Comments: Date: 10/22/2002 Input Width Wall 8.0 in Weight Footing 3.0 ft ybar Key 0.0 in ft ft Load Vertical Load at top of wall (k) 0.0 Moment at top of wall (k -ft) 0.0 Add'I Hor. Load 1 (k) 0.0 Add'l Hor. Load 2 (k) 0.0 Add'I Hor. Load 3 (k) 0.0 Add'I Hor. Load 4 (k) 0.0 Add'I Hor. Load 5 (k) 0.0 Uniform Surcharge (psf) 0.0 Active Soil -Eq. Fluid Wt. (pcf) 40 Passive Soil - Eq. Fluid (pcf) 350 Passive Soil - Uniform (psf) 0.0 Sliding Friction Coeff. 0.40 Output Overturning Safety Factor Sliding Safety Factor Toe Soil Bearing Heel Soil Bearing Soil Pressure Length Moments : Wall Mom. @ Base of Wall Toe Moment Heel Moment (Positive = Right hand Rule) Helaht/Death 6.0 ft 12.0 in 0.0 in Height 1.78 1.55 1.55 ksf 0.00 ksf 2.62 ft 0.0 • ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 6.0 ft 1.0 ft 0.0 ft 1.38 kip - ft 0.52 kip - ft 0.91 kip - ft Date: 10/22/2002 Unit Weight xbar ybar (Def) ft ft 150 1.83 3.00 150 1.50 -0.50 0 0.00 -1.00 xbar Yar 1.83 6.00 1.83 6.00 - 0.00 - 0.00 - 0.00 - 0.00 - 0.00 - 0.00 Wt: 110 pcf LSur -� H abv ---� TO F TO F xy=0 �a 111r 111 r 53 Cantilever Retaining Wall Design VerTech Engineering Project: 8' Unrestrained Wall Date: 10/22/2002 Comments: Date: 10/22/2002 Output Overturning Safety Factor 2.71 Sliding Safety Factor 1.54 Unit 1.59 ksf Heel Soil Bearing 0.20 ksf Soil Pressure Length 5.00 ft Moments : Weight xbar ybar Input Width 0.85 kip - ft Height/Death Jacft ft ft Wall 8.0 in 8.0 ft 150 3.67 4.00 Footing 5.0 ft 12.0 in 150 2.50 -0.50 Key 0.0 in 0.0 in 0 0.00 -1.00 Load Height xbarbear Vertical Load at top of wall (k) 0.0 3.67 8.00 Moment at top of wall (k -ft) 0.0 3.67 8.00 Add'I Hor. Load 1 (k) 0.0 0.0 ft -- 0.00 Add'I Hor. Load 2 (k) 0.0 0.0 ft -- 0.00 Add'l Hor. Load 3 (k) 0.0 0.0 ft -- 0.00 Add'I Hor. Load 4 (k) 0.0 0.0 ft -- 0.00 Add'I Hor. Load 5 (k) 0.0 0.0 ft - 0.00 Uniform Surcharge (psf) 0.0 0.0 ft - 0.00 Active Soil -Eq. Fluid Wt. (pcf) 40 8.0 ft Wt: 110 pcf Passive Soil - Eq. Fluid (pcf) 350 1.0 ft Passive Soil - Uniform (psf) 0.0 0.0 ft Sliding Friction Coeff. 0.40 Output Overturning Safety Factor 2.71 Sliding Safety Factor 1.54 Toe Soil Bearing 1.59 ksf Heel Soil Bearing 0.20 ksf Soil Pressure Length 5.00 ft Moments : Wall Mom. @ Base of Wall 3.36 kip - ft Toe Moment 0.85 kip - ft Heel Moment 5.73 kip - ft (Positive = Right hand Rule) ---10 _0 I- I LSur H abv -� TOF TOF xy=0 mar iTiz 111 r E) 4 - Cantilever Retaining Wall Design VerTech Engineering Project: 11' Unrestrained Wall Comments: Date: 10/22/2002 Input Width Wall 8.0 in Footing 8.3 ft Key 0.0 in Weight xbar Load Vertical Load at top of wall (k) 0.0 Moment at top of wall (k -ft) 0.0 Add'I Hor. Load 1 (k) 0.0 Add'I Hor. Load 2 (k) 0.0 Add'1 Hor. Load 3 (k) 0.0 Add'I Hor. Load 4 (k) 0.0 Add'I Hor. Load 5 (k) 0.0 Uniform Surcharge (psf) 0.0 Active Soil -Eq. Fluid Wt. (pcf) 40 Passive Soil - Eq. Fluid (pcf) 350 Passive Soil - Uniform (psf) 0.0 Sliding Friction Coeff. 0.40 Output Overturning Safety Factor Sliding Safety Factor Toe Soil Bearing Heel Soil Bearing Soil Pressure Length Moments : Wall Mom. @ Base of Wall Toe Moment Heel Moment (Positive = Right hand Rule) Date: 10/22/2002 3.92 1.52 1.49 ksf 0.74 ksf 8.25 ft 8.82 kip - ft 3.41 kip - ft 21.84 kip - ft � � I LSur -� H abv -� TOF TOF xy=0 �lla A1r 111 a E)5 Unit Weight xbar ybar Height/Depth Jpcfl ft ft 11.0 ft 150 6.00 5.50 12.0 in 150 4.13 -0.50 0.0 in 0 0.00 -1.00 Heiaht xbar Ybar 6.00 11.00 6.00 11.00 0.0 ft - 0.00 0.0 ft - 0.00 0.0 ft - 0.00 0.0 ft -- 0.00 0.0 ft -- 0.00 0.0 ft -- 0.00 11.0 ft Wt: 110 pcf 1.0 ft 0.0 ft 3.92 1.52 1.49 ksf 0.74 ksf 8.25 ft 8.82 kip - ft 3.41 kip - ft 21.84 kip - ft � � I LSur -� H abv -� TOF TOF xy=0 �lla A1r 111 a E)5 Cantilever Retaining Wall Design VerTech Engineering Project: 6' Restrained Wall Date: 8/19/2002 Comments: Date: 8/19/2002 Output Overturning Safety Factor 2.16 Sliding Safety Factor 1.47 Unit 0.87 ksf Heel Soil Bearing 0.90 ksf Soil Pressure Length 3.00 ft Moments : Weight xbar ybar Input Width 0.29 kip - ft Height/Death JRcfl ft ft Wall 8.0 in 6.0 ft 150 2.00 3.00 Footing 3.0 ft 12.0 in 1.50 1.50 -0.50 Key 0.0 in 0.0 in 0 0.00 -1.00 Load Height xbar Mbar Vertical Load at top of wall (k) 0.5 2.00 6.00 Moment at top of wall (k -ft) 0.0 2.00 6.00 Add'l Hor. Load 1 (k) -0.4 6.0 ft - 6.00 Add'I Hor. Load 2 (k) 'Hor. 0.0 0.0 ft - 0.00 Add'I Load 3 (k) 0.0 0.0 ft. - 0.00 Add'I Hor. Load 4 (k) 0.0 0.0 ft - 0.00 Add'I Hor. Load 5 (k) 0.0 0.0 ft - 0.00 Uniform Surcharge (psf) 0.0 0.0 ft - 0.00 Active Soil -Eq. Fluid Wt. (pcf) 60 6.0 ft Wt: 110 pcf Passive Soil - Eq. Fluid (pcf) 350 1.0 ft Passive Soil - Uniform (psf) 0.0 0.0 ft Sliding Friction Coeff. 0.40 Output Overturning Safety Factor 2.16 Sliding Safety Factor 1.47 Toe Soil Bearing 0.87 ksf Heel Soil Bearing 0.90 ksf Soil Pressure Length 3.00 ft Moments : Wall Mom. C Base of Wall -0.30 kip - ft Toe Moment 0.29 kip - ft Heel Moment 1.13 kip - ft (Positive = Right hand Rule) LSur - H abv TOF TOF x.y=0 �i�r IJIr 111 z MIJ Cantilever Retaining Wall Design VerTech Engineering Project: 8' Restrained Wall Date Comments: Date: 8/19/2002 Input Width Unit Wall 8.0 in Footing 4.0 ft Key 12.0 in 12.0 in Load Vertical Load at top of wall (k) 0.5 Moment at top of wall (k -ft) 0.0 Add'I Hor. Load 1 (k) -0.8 Add'I Hor. Load 2 (k) -0.4 Add'I Hor. Load 3 (k) 0.0 Add'I Hor. Load 4 (k) 0.0 Add'I Hor. Load 5 (k) 0.0 Uniform Surcharge (psf) 0.0 Active Soil -Eq. Fluid Wt. (pcf) 60 Passive Soil - Eq. Fluid (pcf) 350 Passive Soil - Uniform (psf) 0.0 Sliding Friction Coeff. 0.40 Output Overturning Safety Factor Sliding Safety Factor Toe Soil Bearing Heel Soil Bearing Soil Pressure Length Moments : Wall Mom. @ Base of Wall Toe Moment Heel Moment (Positive = Right hand Rule) 2.30 1.51 0.98 ksf 1.22 ksf 4.00 ft 8.0 ft -1.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 8.0 ft 1.0 ft 0.0 ft -0.94 kip - ft 0.37 kip - ft 3.66 kip - ft xbar ft 3.00 2.00 3.00 xbar R 11 K 11 Wt: 110 ybar ft 4.00 -0.50 -1.50 ybar 8.00 8.00 8.00 -1.00 0.00 0.00 0.00 0.00 pcf 8/19/2002 LSur H abv -� TOF TOF x,y=0 �ll r 77 111 a Sq Unit Weight Height/Depthcf 8.0 ft 150 12.0 in 150 12.0 in 150 Heiaht 2.30 1.51 0.98 ksf 1.22 ksf 4.00 ft 8.0 ft -1.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 8.0 ft 1.0 ft 0.0 ft -0.94 kip - ft 0.37 kip - ft 3.66 kip - ft xbar ft 3.00 2.00 3.00 xbar R 11 K 11 Wt: 110 ybar ft 4.00 -0.50 -1.50 ybar 8.00 8.00 8.00 -1.00 0.00 0.00 0.00 0.00 pcf 8/19/2002 LSur H abv -� TOF TOF x,y=0 �ll r 77 111 a Sq Cantilever Retaining Wall Design VerTech Engineering Project: 11' Restrained Wall Date: 8/19/2002 Comments: Date: 8/19/2002 Output Overturning Safety Factor 1.87 Sliding Safety Factor 1.46 Unit 1.37 ksf Heel Soil Bearing 0.47 ksf Soil Pressure Length 6.25 ft Moments : Weight xbar ybar Input Width 6.03 kip - ft Height/Death Jcf ft ft Wall 8.0 in 11.0 ft 150 3.00 5.50 Footing 6.3 ft 12.0 in 150 3.13 -0.50 Key 0.0 in 0.0 in 0 0.00 -1.00 Load Height xbar Ybar Vertical Load at top of wall (k) 0.5 3.00 11.00 Moment at top of wall (k -ft) 0.0 3.00 11.00 Add'I Hor. Load 1 (k) -0.7 11.0 ft - 11.00 Add'I Hor. Load 2 (k) -2.6 -1.0 ft -- -1.00 Add'I Hor. Load 3 (k) 0.0 0.0 ft - 0.00 Add'I Hor. Load 4 (k) 0.0 0.0 ft - 0.00 Add'I Hor. Load 5 (k) 0.0 0.0 ft - 0.00 Uniform Surcharge (psf) 0.0 0.0 ft - 0.00 Active Soil -Eq. Fluid Wt (pcf) 60 11.0 ft Wt: 110 pcf Passive Soil - Eq. Fluid (pcf) 350 1.0 ft Passive Soil - Uniform (psf) 0.0 0.0 ft Sliding Friction Coeff. 0.40 Output Overturning Safety Factor 1.87 Sliding Safety Factor 1.46 Toe Soil Bearing 1.37 ksf Heel Soil Bearing 0.47 ksf Soil Pressure Length 6.25 ft Moments : Wall Mom. @ Base of Wall 8.63 kip - ft Toe Moment 6.03 kip - ft Heel Moment 4.84 kip - ft (Positive = Right hand Rule) 11 Ill Sur H abv TOF TOF xy=0 �a m� 111 r 6- �gj LAND' OF NATURAL WEALTH AND BEAUTY PLANNING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE • OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: (530) 538-7601 FAX: (530)538-7785 May 29, 2003 John Starr Better Builders Construction, Inc. 5263 Royal Oaks Drive Oroville, CA 95966 CERTIFIED MAIL Re: Minor Variance, AP#.069=530 043 Mr. Starr: Enclosed is your validated Minor Variance No. MVAR 03-03 to allow a Minor Variance for a 3 -foot encroachment into a required 15 -foot rear setback for a single family residence. Should you have any questions regarding this matter, please contact this office between 8:00 a.m. and 4:00 p.m., Monday through Thursday. Sincerely, Rom Thornton Office Assistant 11 Enc. cc: Raymond Firpo Land Development Division Building Division Environmental Health Department of Forestry Larry Painter MINOR VARIANCE BUTTE COUNTY PLANNING COMMISSION DATE MAY 2 9 2003 MVAR 03-03 MINOR VARIANCE NO. 069-530-043 ASSESSOR'S PARCEL NO. Pursuant to the provisions of the Zoning Ordinance of the County of Butte and the special conditions set forth below: John Starr of Better Builders Construction, Inc., is hereby granted a Minor Variance in accordance with application filed April 4, 2003 to allow Minor Variance to place a structure, as a primary residence in the rear setback —12 feet from the rear property line, an encroachment of 3 feet into the 15 -foot setback. 1. Failure to comply with the conditions specified herein as the basis, for approval of application and issuance of the Permit, constitutes cause for the revocation of said permit in accordance with the procedures set forth in the Butte County Zoning Ordinance, including Butte County Code Sec. 24-52. 2. Minor changes may be approved administratively by the Directors of Development Services, Environmental Health, or Public Works upon receipt of a substantiated written request by the applicant, or their respective designee, prior to such approval, verification shall be made by each Department or Division that the modification is consistent with the application, fees paid and environmental determination as conditionally approved. Changes deemed to be major or significant in nature shall require a formal application for amendment. 3. A Minor Variance shall lapse and shall become void one year following the date on which the Minor Variance became effective, unless prior to the expiration of one year, a building permit is issued and construction is commenced and diligently pursued toward completion on the site which was the subject of the Minor Variance application. 4. The terms and conditions of this Minor Variance shall run with the land and shall be binding upon and be to the benefit of the heirs, legal representatives, successors, and assigns of the Permittee. Conditions of Approval: Applicant must comply with all applicable State and local statutes, ordinances, and regulations. 2. Prior to issuance of the Minor Variance, the applicant shall pay to the Department of Development Services any outstanding project -related processing fees. County Counsel 3. If this entire matter or any finding, action or condition of this matter is appealed to the Board of Supervisors, the applicant, or any other subdivider other than the applicant, agrees to indemnify the County of Butte from liability or loss related to the approval of this project and agrees to sign an indemnification agreement in a form approved by County Counsel before the Board's appeal hearing. If the application is not appealed, this condition is deemed satisfied. NOTE: Issuance of this Minor Variance does not waive requirement of obtaining Building and Health Department permits before starting construction, nor does it waive any other requirements. cc: Land Development Division Building Division Health Department Department of Forestry Ch ' an Butte County Planning Commission 2 A)Pd9Z1e► .v T! JoH:v S�W/Ijt 15e,77 it' t a;444rs G�d'�SrYtd.a�e:� ,5' 63 /ZuJ.ft a -VAT 191e, Otto"die; 4!J Ss-vlG6 OGJ/vG'�E /�//IioG Sa oo aoy,Oe 0,4,--s pwt APN: 06? -5-30-0Y3 gde(2e55.' Cr FdALc-z e -r`• a,,40 0 Ce, 40- A P P R 0 V E D 0. APPROVED Development Plan DATE MMW 2 ;nn� USE PERMIT V IRA ANCE � U.P. ADM.PERMIT _--.. PLANNING COMMISS. DIRECTOR OF ►d' DEVELOPMENT SERVICE 7 �V ;DApre BUTTE COUNTY APR - 7 2003 DEVELOPMENT S SERVICES i ' / I j" M gtex Gff-. f aw ZWA1iT 7 O. Z 77�9c January 23, 2003 Better Builders 5263 Royal Oaks Drive Oroville, CA 95966 0 • Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Assessor Parcel Number: 069-530-043 Building Permit Number: 03-0078 Thank you for submitting the plans for your building project. The plans have been reviewed, and the plan examiner's comments are listed below. Please respond in writing to each item by completing and returning the enclosed PLAN REVIEW RESPONSE FORM. Your complete and clear response will expedite the re -check and approval of this project. NON-STRUCTURAL COMMENTS: 1. Show compliance with SRA requirements on the sides and rear of the property. 2. Place the HERS rating requirements clearly on the prints. 3. Owner shall sign the CF -1R on p. 4. 4. Please specify balloon framing to the sloping truss bottom chords. 5. Detail 8/2: provide rebar ties, or extend the a.b. 7" into the first pour. 6. Clarify the block walls along the driveways; if retaining, please detail, and include in the permit or provide a separate permit. 7. Graphically, show the inside face of the type 3 upper garage shear walls. See also structural note 3 below. STRUCTURAL COMMENTS: 1. Please strike out the 3/8" sheathing reference at the 2/2 SS shear wall schedule. 2. The engineer shall certify review of the Longfellow truss calculations for this residence, and that all loading and span criteria have been met. 3. At the 2'-6" upper garage 3/3 shear walls, how will 2.5' of diaphragm be provided on the inside face? Similarly, at the 5.67' type 2/2 SS shear wall, how will it be provided on the inside face with 5.33' available? If you wish to discuss any of these requirements, please call (530) 872-2646 between the hours of 1:00 p.m. and 4:00 p.m., Tuesday through Thursday. 1 of 2 February 21, 2003, 2003 Better Builders 5263 Royal Oaks Drive Oroville, CA 95966 Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Assessor Parcel Number: 069-530-043 Building Permit Number: 03-0078 Resubmittal Approved. /''t ' —r f k -- Keith Long, Architect Plans Examiner Consultant 1 of 1 Please refer to your Data Sheet for remaining non -plan check items. (You received this form when you applied for your permit.) The counter staff will answer any questions concerning the Data Sheet. Keith Long, Architect Plans Examiner Consultant 2 of 2 PLAS REVIEW RESPONSE F(OM In order to expedite the review of your plans, please complete the following information and return this form with your re -submittal. If this form is not complete, as to all correction items, we will not be able to accept your re -submittal for review. There must be a valid response to every item requested in our plan correction letter. `By others" is not considered a valid response. Please indicate your response to each item and the location where the information can be found on the plans/calcs. ATTACH THIS FORM TO A COPY OF Ye110 of AN QFVTFW i FTTFo ANn oeriou t"v m, mm.......- --•----__-• -- -- _ _-- - OWNERS NAME PA L 7F1 � no wws I" Rc V ww AnY %RU01NAL VLAr45. DATE: j� j� FzF'� a- 63 ASSESSORS PARCEL NUMBER PERMIT NUMBER D(�p `7 - 5 SO -- °- 00-7 e RESPONSE FOR PLAN CHECK LETTER DATED: -�� r�c U �i (� ✓ 'e----71 o2-:' PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: 19rb PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: ,--_ COMMENTS: L� NJ ZFQ PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: S ^j * C� COMMENTS: ��� 0 PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: PLAN CHECK REM # RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: • Plan Review Response Form • In order to expedite the review of your plans. Please complete the following information and return this form with your re -submittal. If this form is not complete, as to all correction items, we will not be able to accept your re -submittal for review. There must be a valid response to every item requested in our plan correction letter. "By others" is not considered a.valid response. Please•andicate your response to each item and the location where the information can be found on the plan/calcs. ATTACH THIS FORM TO A COPY OF YOUR PLAN REVEEW LETTER WITH REVISED AND ORIGINAL PLANS OWNERS NAME DATE: ASSESSORS PARCEL NUMBER PERMIT NUMBER tESPONSE FOR PLAN CHECK LETTER DATED: PLAN � CHECK ITEM # RESPONSE BY: LOCATION ON PLANKS'/CALCS: COMMENTS: PLAN CHECK ITEM # RESPONSE BY: LOCATION -(ON�PLIANS/CALCS: COMMENTS: PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: S�t-7 *Plan Review Response Form In order to expedite the review of your plans: Please complete the following information and return this form with your re -submittal. ff v this form is not complete, as to all correction items, we will not be able to accept your re -submittal for review. There must be a valid response to every item requested in our plan correction letter. "By others" is not considered°a valid response. Please -indicate your response to each item and the location where the information can be found on the plan/calcs. . ATTACH THIS FORM TO A COPY OF YOUR PLAN REVIEW LEITER WITH REVISED AND ORIGINAL PLANS OWNERS NAME DATE: LOCATION ON PLANS/CALCS: i I I K�2• COMMENTS: ASSESSORS PARCEL NUMBER PERMIT NUMBER 3/o-, RESPONSE FOR PLAN CHECK LETTER DATED: PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: i I I K�2• COMMENTS: PLAN CHECK ITEM # RESPONSE BY: LOCATION I ON PLANS/CALCS: I �V 15r� , COMMENTS: --P 142—. January 27, 2003 Ray Firpo 4040 Carol Ct. Fremont, CA 94538 Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Assessor Parcel Number: 069-530-043 Building Permit Number: 03-0078 Thank you for submitting the plans for your building project. The plans have been reviewed, and the plan examiner's comments are listed below. Please respond in writing to each item by completing and returning the enclosed PLAN REVIEW RESPONSE FORM. Your complete and clear response will expedite the re -check and approval of this project. NON-STRUCTURAL COMMENTS: 1. Plans are to be signed by the party responsible for the plans. 2. Show compliance with SRA requirements on the sides and rear of the property. 3. Place the HERS rating requirements clearly on the prints. 4. Owner shall sign the CF -1R on page 4 of the Energy calculations. 5. Please specify balloon framing to the sloping truss bottom chords. 6. Detail 8/2: provide rebar ties, or extend the a.b. 7 inches into the first pour. 7. Graphically, show the inside face of the type 3 shear walls. Also see structural note 3 below. 8. The room which is labeled an office must have an interior minimum dimension of 7 feet - with 70 square feet minimum total for the room. 9. Provide size and series number for the manufactured truss floor joists. STRUCTURAL COMMENTS: 1. Please strike out the 3/8" sheathing reference at the 2/2 shear wall schedule. 2. The engineer shall certify review of the Longfellow truss calculations for this residence, and that all loading and span criteria have been met. 3. At the 2'-6" upper garage 3/3 shear walls, how will the 2.5 ` of diaphragm be provided on the inside face? Similarly, at the 5.67' type 2/2 SS shear wall, how will it be provided on the inside face of 5.33' available? If you wish to discuss any of these requirements, please call (530) 872-2646 between the hours of 1:00 p.m. and 4:00 p.m., Tuesday through Thursday. 1 of 2 Please refer to your Data Sheet for remaining non -plan check items. (You received this form when you applied for your permit.) The counter staff will answer any questions concerning the Data Sheet. Keith Long, Architect. Plan Review Consultant 2 of 2 January 23, 2003 Better Builders 5263 Royal Oaks Drive Oroville, CA 95966 Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Assessor Parcel Number: 069-530-043 Building Permit Number: 03-0078 Thank you for submitting the plans for your building project. The plans have been reviewed, and the plan examiner's comments are listed below. Please respond in writing to each item by completing and returning the enclosed PLAN REVIEW RESPONSE FORM. Your complete and clear response will expedite the re -check and approval of this project. NON-STRUCTURAL COMMENTS: -�0 a 1. Show compliance wit SRA quiremend on t e sides and rear of the property. 2. Place the HERS rating requirements clearly on the prints. 3. Owner shall sign the CF -1R on p. 4. 4. Please specify balloon framing to the sloping truss bottom chords. 5. Detail 8/2: provide rebar ties, or extend the a.b. 7" into the first pour. 6. Clarify the block walls along the driveways; if retaining, please detail, and include in the permit or provide a separate permit. 7. Graphically, show the inside face of the type 3 upper garage shear walls. See also structural note 3 below. o. OFFICG Mk37" E5r-1+A� 1A11Mttt-n d� �'�ide --I,?kr;o� dl'mer�sia��s 0 S 17' t" STRUCTURAL COMMENTS: 1. Please strike out the 3/8" sheathing reference at the 2/2 SS shear wall schedule. 2. The engineer shall certify review of the Longfellow truss calculations for this residence, and that all loading and span criteria have been met. 3. At the 2'-6" upper garage 3/3 shear walls, how will 2.5' of diaphragm be provided on the inside face? Similarly, at the 5.67' type 2/2 SS shear wall, how will it be provided on the inside face with 5.33' available? 4• �I' U ! � e �l z e. o7c ryu4''LttF POO /- ✓ o i s2G — /17 If you wish to discuss any of these requirements, please call (530) 872-2646 between the hours of 1:00 p.m. and 4:00 p.m., Tuesday through Thursday. 1 of 2 Please refer to your Data Sheet for remaining non -plan check items. (You received this form when you applied for your permit.) The counter staff will answer any questions concerning the Data Sheet. Keith Long, Architect Plans Examiner Consultant 2 of 2 .r VerticalTechnology er., Engineering 383 Rio Undo Ave Suite 200, Chico, CA 95926 AAAe� Ph. (530) 899-8716 Fax (530) 899-1102 Email MDHPE@cs.com Structural Calculations Client: Better Builders Construction — John Starr Project: Firpo Residence Location: Lot #43 Fowler Court, Kelly Ridge, Butte County, CA Attention: This engineer is not responsible for on site inspection to assure compliance with the standards, sizes, materials, or workmanship specified herein. This engineer is not responsible for any structural element or system not specifically noted in this set of specifications unless authorized in writing by this engineer. Workmanship is to be of the highest quality and in all cases follow accepted construction practice, the latest edition of the Unform Building Code, and local building department standards. VERTECH ENGINEERING PROJECT: 8/13/02 STRUCTURAL NOTES 1. GENERAL A) ALL WORK SHALL CONFORM TO THE 1997 UBC AND ALL APPLICABLE LOCAL CODES. B) THE ENGINEER (VERTECH ENGINEERING) IS RESPONSIBLE FOR THE STRUCTURAL ITEMS IN THE PLANS ONLY. SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE CALCULATIONS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGINEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE. C) THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING, BRACING, SCAFFOLDING, ETC. D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS. E) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER. F) ALL WATER PROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER. 2. SITE WORK I FOUNDATIONS A) ASSUMED MAXIMUM SOIL BEARING =1000 PSF PER UBC TABLE 18-1-A. B) BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER. C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO THE CONSTRUCTION OF THE FOUNDATIONS. D) ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW FROSTLINE. (12" TO 24" AS PER LOCAL REQUIREMENTS) E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL. F) ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 2% AWAY FROM ALL FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL. G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. H) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES. 1) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN TO DAYLIGHT. 4. CONCRETE I REINFORCING A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2,500 PSI U.N.O. C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR TYPE III LOW ALKALI. D) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS WHICH ARE ALKALI REACTIVE AS DETERMINED BY ASTM C-227,289, AND 295. IF TEST DATA IS UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF THE ACI CODE AND UBC APPENDIX, CHAPTER 19. F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. VERTECH RECOMMENDS THE FOLLOWING AS A SUITABLE SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G. WITH #3 BARS AT 15" O.C. EACH WAY ABOVE MID -DEPTH OF SLAB OVER 2" SAND, OVER MOISTURE BARIER, OVER 4" AGGREGATE BASE. USE 3 -1/2 - SLAB WITH #3 AT 15" E.W. ABOVE MID -DEPTH OF SLAB, OR 6X6 WWF ABOVE MID -DEPTH OF SLAB WITH SAME SUB -SLAB BUILDUP AT ALL OTHER AREAS. G) SAW -CUT TOP %" OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 20'-0" WHERE SLAB IS REINFORCED, SAW CUT AT INTERVALS NOT TO EXCEED 7'-0" WHERE SLAB IS UN -REINFORCED. 1) REINFORCEMENT COVER SHALL BE AS FOLLOWS: CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3" CONCRETE WITH SOIL OR WEATHER EXPOSURE: #5 BARS AND SMALLER 1 'W #6 BARS AND LARGER 2" CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: %" J) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP REINFORCING 40 BAR DIAMETERS U.N.O. K) #5 AND LARGER REBAR SHALL NOT BE RE-BENT. L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT. L VERTECH ENGINEERING PROJECT: 8/13/02 5. MASONRY A) CEMENT MASONRY UNITS SHALL CONFORM TO UBC STANDARD 21-4, GRADE N, TYPE I, AND SHALL BE SINGLE OR DOUBLE OPEN END BOND BEAM UNITS. B) F'm MIN SHALL BE 1,500 PSI WITH COMPLIANCE VERIFIED AS REQUIRED PER UBC SECTION 2105.3. C) EACH CELL SHALL BE COMPLETELY FILLED WITH GROUT CONFORMING TO ASTM C279 TYPE S WITH A MINIMUM STRENGTH OF 2,000 PSI. D) LAP REINFORCING THE GREATER OF 60 BAR DIAMETERS OR 2'-0". E) LOCATE ANCHOR BOLTS WITHIN 2" OF THE CENTER OF A CELL. 6. FRAMING/LUMBER 6-1 MATERIALS: A.) SHEATHING: 1. ROOF SHEATHING: SEE PLANS 2. FLOOR SHEATHING: SEE PLANS 3. WALL SHEATHING: SEE PLANS B.) GLUE -LAMS: GLUE -LAMS SHALL BE 24F -V4 U.N.O. WITH A CAMBER OF R=1600' U.N.O. GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER. GLUED LAMINATED FABRICATON SHALL BE PERFORMED IN AN APPROVED FABRICATORS SHOP IN ACCORDANCE WITH UBC 1701.7 AND UBC 2304.4.3. BEAM INSPECTION CERTIFICATES SHALL BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME INSPECTION IN ACCORDANCE WITH UBC 1704.6.2. C.) MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 2800 PSI & FV = 285 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 D.) SILL PLATES: SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR WITH 1/2" DIAMETER ANCHOR BOLTS AND 2" X 2" X 3/16" PLATE WASHERS LOCATED AT 4'-0" O.C. MAX. WITH ONE BOLT LOCATED 1'-0" MAXIMUM FROM EACH END OF EACH PIECE. E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE W.W.P.A. OR W.C.L.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O. 1. STUDS SHALL BE STUD GRADE OR BETTER. 2. ALL POSTS SHALL BE DF -L #1 U.N.O. 3. 2X AND 3X RAFTERS SHALL BE DF -L #2 U.N.O. 4. 2X JOISTS SHALL BE DF -L #2 U.N.O. 5. CONCEALED BEAMS SHALL BE DF -L #2 6. EXPOSED BEAMS SHALL BE DF -L #1 APPEARANCE GRADE FOHC (06 AND LARGER) F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" OF FOUNDATION, NAILS SHALL BE GALVANIZED. G.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND WITHOUT EXCESSIVE RUST. H.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG TIE CO., OR ENGINEER APPROVED EQUIVELANT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED WITH RECOMMENDED FASTENERS I.) MANUFACTURED "I" JOISTS: MANUFACTURED I JOISTS (SUCH AS TRUSS JOISTS) SHALL BE INSTALLED PER THE MANUFACTURES RECOMMENDATIONS USING A DEFLECTION LIMIT OF U480 U.N.O. USE A MANUFACTURED 1-1/4" RIM BOARD (SUCH AS TIMBER STRAND) WITH ALL "I" JOISTS. USE A DOUBLE RIM OR 1 3/4 LVL RIM AT ALL LOCATIONS WHERE LEDGERS ARE USED (SUCH AS DECK LEDGERS). 6-2 GENERAL FRAMING A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 1997 UBC TABLE 23 -II -B-1. B.) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE MINIMUMS, LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTORS OPTION. C.) SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE WHICH COULD CAUSE SETTLEMENT OF ROOF AND OR FLOORS AND COULD LEAD TO FAILURE OF ASSOCIATED FRAMING MEMBERS. THE CONTRACTOR SHALL TAKE ALL MEASURES NECESSARY TO PROTECT FRAMING FROM THE EFFECTS OF SHRINKAGE. 6-3 BEAM FRAMING A.) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS SHALL BE NAILED TOGETHER WITH 16d NAILS AT 6" O.C., T&B U.N.O. B.) DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL TO JOIST SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING STOVE, ETC... C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS AND MIDSPAN OF JOISTS SPANNING GREATER THAN 10'-0" VERTECH ENGINEERING PROJECT: 8/13/02 6-4 POSTS/TRIMMERS A.) SUPPORT: SUPPORT ALL UPPER LEVEL POSTS AND TRIMMERS IN LOWER LEVELS WITH EQUIVELANT FRAMING AND BLOCK OR OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS. B.) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE TRANSFERRED TO THE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O. 6-5 WALL FRAMING A.) DOUBLE TOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD BEARING WALL SHALL OCCUR AT THE CENTER LINE OF SUPPORTING STUD TOP PLATE SPLICES OF STUD WALLS SHALL BE 48" LONG WITH (12) 16d SINKERS EACH SIDE OF EACH SPLICE U.N.O. WHERE SPLICE IS INTERUPTED, USE ST6224 STRAP U.N.O. B.) FIRE BLOCKS: FIRE BLOCK STUD WALLS AT MID -HEIGHT WHERE STUD LENGTH EXCEEDS 8'-0" C.) MIS -PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, USE HILTI QWIK- BOLT II OF SAME DIAMETER WITH EMBEDMENT IN CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS AND CURRENT ICBO REPORT. D.) CRIPPLE WALLS: CRIPPLE WALLS SHALL BE A MINIMUM OF 14" IN HEIGHT. FOR LESSER HEIGHTS, STACK 2X PLATES (AND SHIM AS REQUIRED). E.) NOTCHED OR CUT STUDS: NOTCHED AND/OR CUT STUDS TO CLEAR ANCHOR BOLTS ARE NOT ALLOWED. STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE. F.) LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY WALL FRAME. STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN ACCEPTABLE ALTERNATIVE. 6-6 CONNECTIONS A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE. B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE WASHERS WHERE BEARING AGAINST WOOD. C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED BEFORE CLOSING IN OR AT COMPLETION OF JOB. D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE. 7. DESIGN LOADS A) ALL DESIGN LOADS ARE PER UBC CHAPTER 16, DIVISIONS I, II, III, AND IV U.N.O. B) ROOF LIVE LOAD/SNOW LOAD: 20 PSF C) SEISMIC ZONE: 3 D) WIND SPEED: 75 MPH EXP B PROJECT P% IC C)Q ENGINEER A ,J -- DESIGN OF VERTECH ENGINEERING 1/M PAGE I DATE O rocs' D roo-�� ng 2 , S 2.5 �h sLAI aeon I. ce►'lir,c� 2 �� C, I(oP's f rock 20s .P P wa.l 1 _.D'L . 15 s -I^ P Floor ,i)L 10 s' ' P -Ploy 40ps� I . P � 451 I!`� wa �.I __;..: C 240 4 Y2') (I5 ' f --� =� 2-0016 J 22 P I�iO: 16 SO) PROJECT F I r' C:KD ENGINEER AT - DESIGN OF La-ierc� NO VERTECH ENGINEERING Li Jnr, L PAGE 5 DATE Z b me N 1997 UBC Wind Loads VerTech Engineering (UBC CH16 DIV III) Project: Firpo Residence Date: 8/13/2002 Comments: Wind Speed: 75 mph Importance: 1 -7.3 Exposure: B -6.3 -6.8 -7.3 ❑ One Story or Partially Enclosed Mulb-StoryStructure -8.1 2.7 -8.7 2.9 -9.4 3.1 Primary Frame Elevation Elevation Elevation Method A 15 20 25 Windward Wall 7.2 7.8 8.3 Leeward Wall 4.5 4.8 -5.2 Roof Leeward or Flat Roof -6.3 -6.8 -7.3 Windward Roof Slope <2:12 -6.3 -6.8 -7.3 2:12 to <9:12 -8.1 2.7 -8.7 2.9 -9.4 3.1 9:12 to 12:123.6 3.9 4.2 >12:12 6.3 6.8 7.3 Wind Parallel to Ridge -6.3 -6.8 -7.3 Method B On Vertical Projected Area Structure <= 40' High 11.7 12.6 13.5 Structure?40' High 12.6 13.6 14.6 On Horizontal Projected Area -6.3 -6.8 -7.3 Elements and Components not in areas of discontinuity Wall Elements All structures 10.8 11.6 12.5 Enclosed and Unenclosed Structures -10.8 -11.6 -12.5 Partially Enclosed -14.3 -15.5 -16.7 Parapet Walls -11.7 11.7 -12.6 12.6 -13.5 13.5 Roof Elements Enclosed and Unenclosed Structures Slope <7:12 -11.7 -12.6 -13.5 7:12 to 12:12 -11.7 11.7 -12.6 12.6 -13.5 13.5 Partially Enclosed Slope <2:12 _ -15.2 -16.5 -17.7 2:12 to 7:12 -14.3 7.2 -15.5 7.8 -16.7 8.3 >7:12 to 12:12 -15.2 15.2 -16.5 16.5 -17.7 17.7 Elements and Components in areas of discontinuity Wall Corners -13.5 10.8 -14.5 11.6 -15.6 12.5 Roof Eaves, rakes or ridges without overhangs Slope <2:12 -20.6 -22.3 -24.0 2:12 to 7:12 -23.3 -25.2 -27.1 >7:12 to 12:12 -14.3 -15.5 -16.7 Slope <2:12 at overhangs, canopies -25.1 -27.1 -29.2 1997 UBC Static Seismic Forces VerTech Engineering Project: Firpo Residence Comments: � 16 16 Date: OWN= Ft = 0.07'T*V Units: Zone = 3 0.196 Soil type = 0.5009 Soil Profile Types I = 1 Importance Factor Table 16-K R = 5.5 Overstrength and Ductility Factor Table 16-N or 16-P Ca = 0.36 Seismic Coefficient Table 16-Q Cv = 0.5,4 Seismic Coefficient Table 16-R hn = 21 (HEIGHT TO ROOF) Ct = =.020 FOR ALL OTHERS v TA = Ct(hn)" MOT 192 Max TB = 1.4*TA � 16 16 VEQ = (Cv*I*M/(R*T) OWN= Ft = 0.07'T*V (If T<.7, Ft=O) - A -r T = 0.196 0.196 CvURT = 0.5004 0.5009 VEQ = 63.0 63 Ft = 0.00 192 EQ: .11 * a*I 2.5* a R V/W: 0.0396 0.1636 V: 5.0 20.6 20.6 er®� MOT 192 Diaphragm 16 � 16 16 192 192 OWN= 16 . 0 1 16 192 0 I 16 192 0 Em 192 vv� 16 192 ® M vv= 0 21 378 9 21 378 0 �vvvoo� la Kim Im 9 a a OKI 8/13/2002 Kips & Feet (UNO) I VLQ 0 16 MOT 192 Diaphragm 16 � 16 16 192 192 0 0 16 192 0 1 16 192 0 I 16 192 0 16 192 0 16 192 0 16 192 0 21 378 9 21 378 0 PROJECT fir DO VERTECH ENGINEERING PAGE ENGINEER AT DATE DESIGN OF L a4cc a Loo c1 Oeve l V\/ �n G' , -4 �) (13,5 Psf A) - (IG'co psi')--� I`�14Ib B - C 22 ', 2-1-72 ►b p C►o' to' c0 PS -P ' o � p t (12, c� S �) I o2 I ►b P . 2 , R (20'/2' - 10 1-3. 5 S �') --d 2� Co alb P P P P 41 R. 17 (I �-' �2' • C� ') :� 3 , 5 S ) -� 23C� 3 t b P PROJECTI Y' I VERTECH ENGINEERING PAGE ENGINEER AT DATE O DESIGN OF L a4e- G Load De -VCA A., 1440 CON \/ T-0. w s�}- A_: - 12.Do 4-2- ? ?50,5 � Imo' j�+ 2 000 4c) (O I �-: 9-x (0001 b ) --r-- 1 co , 000 b) —►�- C . 0001 h) n 00016 1-4-Co+Ib `u(olb lb ---Ol b9C� Ib 1 I 2 2 2 ,12 _ .- 2) 2c, 330� �4- 2 1 � 0001 —v 2`b�2 �h 1.4 CO 205 PROJECT VERTECH ENGINEERING ENGINEER DESIGN OF L ck4c cct Low 10g3 -C� 2 . / e A" PAGE 10 DATE v Q -v", 12 S -� I � Oo 2 2 9 I b �- , ► - 10+2 �+2 O s -�+ Z ( 4 (00 016 2 21 1 b PROJECT i VERTECH ENGINEERING ENGINEER DESIGN OF Lck I- a I J u+-Y,rnCa r (c);3c) A f- ( l co, cxXD l b s A 331 --+2 PAG E c�, DATE V w w S w VIQ v'Si Wind Clb� S�iSmi� L1i�� A,I?... A , I 1512 ►�b I+ (3320 4c)(o0 14Coq- (Cn42.�} .. _. 2-7-72. 5(000 G 12(00 �, ►02� (2230) Z�9. � 11c�3i .L 2) R _ 2-�(b 2842 2, .1 . ► b�4K%2) 54s (33b-4) 2,S,I, ; 3(o5--- 1257- 3 3(o5 -el - coSg-`F Ar R � � _. 23Co3 22� 1 ►��s�43�) i 22 103512 ,.'1 (c);3c) A f- ( l co, cxXD l b s A 331 --+2 PAG E c�, DATE V w w S w VIQ v'Si Shear Wall Design Program VerTech Engineering Project: Firpo Residence Location: Panel Thickness 3/8 Panel Orientation Short Dimension Across Studs v Nail Type 8d v 3 Anchor Bold Diam. 1/2 • 5 Stud Spacing 16 in o.c. Spec Grav Of Framing 0.5 Panel GradeC-D, C -C, UBC 21-2, UBC 23-3 My Fnd Sill Plate Grade DF -L AB in 2X Sill 620. AB in 3X Sill 730 Split Anchorage Index # Nail 1 10d 2 12d 3 16d 4 20d 5 30d 6 1/4" Screw 7 3/8" Screw 8 A35 9 A34 Shear Wall Design Edge Nail Allowable 4.5 Load 6 260 4, Note 1 380 3, Note 1 490 2, Note 1 640 44, Note 1 760 33, Note 1 980 22, Note 1 1280 Date: Units (UNO): Nail Length Diam Embed Cd NDSValue 3 0.148 1.50 0.84 118 3.25 0.148 1.75 0.99 118 3.5 0.162 2.00 1.00 141 4 0.192 2.50 1.00 170 4.5 0.207 3.00 1.00 186 4 0.25 2.00 1.00 220 Note 2 0.375 3.00 1.00 400 8/13/02 lbs, in Reduced Value 100 116 141 170 186 220 400 450 365 SW Joint Fastening SW Joint Fastening Fastener Cond A Cond B Fastener Cond A Cond B 2 7.1 0 8 20.8 0 2 4.9 0 8 14.2 0 2 3.8 0 8 11.0 0 2 2.9 0 8 8.4 0 4 3.6 Note 2 8 7.1 Note 2 4 2.8 Note 2 9 4.5 Note 2 4 2.1 Note 2 9 3.4 Note 2 1. Use 3X framing at adjacent panel edges and stagger nailing 2. Condition B fastening is the same as for single sided shear wall with same edge nailing i% AB Spacing (ft) 2X Sill 3X Sill 3.17 3.73 1.09 2.56 0.84 1.98 NG 1.52 NG 1.28 NG 0.99 NG 0.76 ti 16 VerTech Engineering Project: Page: Engineer: Date: Design of: Shear Walls Framina Panel Shear Walls Resistive A35 Sill Lateral Wall Attachment Attachment Load Lenath Length Length Load/ft Edge Nail Wall(lbs) M M Ll Ib/ft in A,R 4960 20 20 20 248 6" A,1 6424 22 22 22 292 4" B 5600 38 38 38 147 6" C 1260 8 8 8 158 6" 1,R 1823 7 7 7 260 4" 2,R 4263 5 5 5 853 3/3 2,1 5081 13 13 13 391 3" 2.5,1 3654 10.5 10.5 10.5 348 4" 3 8096 5.75 5.75 5.75 1408 ERROR 4,R 3545 17 17 17 209 6" 4 q- (d0 ? l -f' - ���, s; 8C 14 VerTech Engineering Project: Engineer: Design of: Shear Walls Stability Page: Date: Overturning Overall Resistive Gravi OT OT Righting Net Length Length Load Height Moment Moment M/D Wall (ft) (ft) (Ib/ftl (ft) (ft -1h) (ft-Ihl (Ihl A,R 11 11 375 9 24552 22687.5 376 A,1 23 23 650 13 85410 164531.3 -2785 B 18 18 375 9 23873.7 60750 -1711 C 8 8 150 9 11340 4800 878 1,R 7 7 150 9 16407 3675 1871 2,R 3 3 150 9 119183.5 468.75 7505 2,1 8 8 150 9 28140.9 4800 2978 2.5,1 11 11 150 9 32886 8268.75 2423 3 6 6 150 9 72864 2479.688 12284 4,R 17 17 150 9 31905 21675 729 ... ...... .. tE) Design of Shear Walls Stability Se ment Segment OT Righting Net Length Height MMT MMT M/D Wall fm (ft) fft4bj MAN (Ib) A, R 9 9 20088 15188 713 A,1 9 13 34164 26325 1164 B 8_ 9 10611 12000 -24 C 0 0 o 0 1,R 0 0 0 0 29R 0 0 0 0 2,1 5 9 17588 1875 3180 2.5,1 0 0 0 0 3 0 0 0 0 4,R 0 0 o 0 ;PROJECT Fir nco VERTECH ENGINEERING PAGE �_ ENGINEER�J: DATE b/0-2 DESIGN OF Loi-- eco l Wt aqs) Wad I L►'►�P, 2_ load en 9 _ Ie;nq4� +0 6e, 8f-UcRe d 30 -IFA- . 1Z) -4 11 - r, 29.0 16 a V\J(a Li n e 3 b09- (a* 16 loci d4/ Ing+ln O cxn 4 n 4-O ' bu- cA1, - 9 Yj ICJS+6 I inti load I oaa / I en +I�, _ O I -F P 9 1--�47+ • 7-0-0-r1C)o 16 PROJECT ENGINEER AT VERTECH ENGINEERING ,�- DESIGN OF Gr-o,,,j d,,/ La \, o ,+ PAGE G) DATE BII CIO 12, &\scr-iF-t-j:T L E,,j E L- PROJECT r 1rpo VERTECH ENGINEERING PAGE 2,0 ENGINEER / \ DATE O DESIGN OF Gro,vi cbe-a V -r M= 53-71 4 -Ib 238 - 16 .I = 1 -�4 x 101c Ib- i n2 L E r� �" CGr�C c'1 -'1eCtc L = ) Q 3689 ►b 3244xi01-0 I6 L= 12.'/2 1 n'6 2 0 r1zxJ /�1 = 14;bW; -�'A .716 .... ... ..... . \ - 4.-13(o+b L= co�o�o x 10, O Bay vel ; V-) clow e(- L -R- -16 LZ `713 xiO(° 16-1,n2 f PROJECT Ft VERTECH ENGINEERING PAGE 121 ENGINEERDATE '2)/o DESIGN OF Grow i 4 C Ise G .- :...5 (D L S M = 231 -P -16 ?JC) 16 C �r _ - I- I6 -+n2 4 x 4 OF # 2 goo E n+fanc t Gi f cler L = 2,/2 x4 DF T 1 r r-, 6= 2 roo t En-%( Gnc e) G i rcle c L = 5 ' Tr.._� V-) M = 4-7-,1- -P4 -16 3-79 Ib °1x10U tb :.. 4x4- DF 412 6.5 Govagc.� D(30 r �- �eac�e�' L =12 `�z ► nb = Co �'i� 0) W a 11 M = 12; GS G -F+ 412 I� �Q p L 5'/4 -c (31) 1/2. P\ t, PROJECT R r p ENGINEER AJ DESIGN OF (-im.i I VERTECH ENGINEERING PAGE DATE (E Q P L) ......... . C)�'�15PS_ wUl�OL I(1 , �c7ps F lw� oL Iq fps ... � 325 P1 � �(�C�I 2 24F- V* ��Q .> 2'/2 �O�s QOps X233 Ib 9-��- N1 = �I l: ��-►e "I- G 'DF PROJECT F1'Y VERTECH ENGINEERING PAGE 3 ENGINEER AT DATE DESIGN OF 1 r-1'6 = 7 'lcoCG M '2!, -44-0 F4 -16 5 V?> x V5 24-F - V-A-- c-, L g Boa ccsy joy 54 s tops- . 2' • (DO P s -F I� I, a9 2 y21 to s�b�. _ r��5►b M = °)0 I -C4 -Ib = �iCOStii�# / 2% (o Dr 112 (?jlto 01c. %I 2 x 2 Ev 2 4 O, c, 8 - &A O On Lj 1 v �eC� L 201/z �Y...1 _ WGor\ y (SQYYI-O. a S sl 2 A -F- q4 -G u3 PROJECT �i r00 VERTECH ENGINEERING PAGE ENGINEER F -i V DATE v O2 - DESIGN OF ►3 A 7- - QcG%c Po (- c,l-) R c,44� L = 1 O'1 ri b = 2 mo 16 EZ = 34x 10 ID 16�- 2 x � 'OF#2 (21,24-" o 1c , 61 ` Rea(- POrCl� G rder- N► _ 10 11(00) -4-16 22�21� 2 I+ OF L 1 n6 '-41 1 10 \ PP° -2'- ►O Ps -P 372b �6 �- ID '4- 2 2(o Beam sizer Design Program VerTech Engineering Project: Firpo Residence Date: 8/14/2002 Location: B1 ❑ Valley Beam Slope of roof 6 :12 Select Beam Width 3.5 in Dead Load 16 psf ❑ Round Member Live Load 20 psf PSL I - Horiz. Member TULL Defl. Criteria (U) 240 360 Fb' 2886 psi Length of Beam 9 ft Fv' 290 psi Width tributary to beam: 14 ft Unbraced Length 2 ft Height Required 6.7 in CD 1.00 CF 1.00 A Req'd 12 in^2 CM 1.00 CV 1.00 S Req'd 22 in^3 Ct 1.00 Cfu 1.00 1 Req'd 87 in^4 Cf 1.00 Cr 1.00 Controlling Design Deflection CH 1.00 Cc 1.00 CL 1.00 Fbe= 32484 le= 4.1 RB= 5.2 Fb'= 2900 Total Uniform Load 530 pif Mmax 5371 ft -Ib Vmax 2387 Ib ❑ Shear at d from face? EI Req'd 174 '10^6 #-in^2 2q Beam sizer Design Program VerTech Engineering Project: Firpo Residence Location: B2 Date: 8/14/2002 ❑ Valley Beam Slope of roof 6 :12 Select Beam Width 3.5 in Dead Load 16 psfPSL- ❑ Round Member Live Load 20 psf Horiz. Member TULL Defl. Criteria (U) 240 360 Fb' 2882 psi Length of Beam 10 ft Fv' 290 psi Width tributary to beam: 19 ft Unbraced Length 2 ft Height Required 8.2 in CD 1.00 CF 1.00 A Req'd 19 in^2 CM 1.00 Cv 1.00 S Req'd 37 in^3 Ct 1.00 Cfu 1.00 1 Req'd 162 in^4 Cf 1.00 Cr 1.00 Controlling Design Deflection CH' 1.00 Cc 1.00 CL 0.99 Fbe= 26406 le= 4.1 RB= 5.8 Fb*= 2900 Total Uniform Load 720 plf. Mmax 8999 ft -Ib Vmax 3599 Ib ❑ Shear at d from face? EI Req'd 324 *10^6 #-in"2 Beam Sizer Design Program VerTech Engineering Project: Firpo Residence Date: 8/22/2002 Location: B3 ❑ Valley Beam Slope of roof 6 :12 Select Beam Width 5.125 in Dead Load 16 psf ❑ Round Member Live Load 20 psf 24F V4 Glu -Lam :IV] ❑ Horiz. Member TULL Defl. Criteria (U) 240 360 Fb' 2393 psi Length of Beam 12.5 ft Fv' 190 psi Width tributary to beam: 20 ft Unbraced Length 2 ft Height Required 9.5 in CD 1.00 CF 1.00 A Req'd 37 in^2 CM ' 1.00 Cv 1.00 S Req'd 74 in^3 Ct 1.00 Cfu 1.00 1 Req'd 370 in^4 Cf 1.00 Cr 1.00 Controlling Design Deflection CH 1.00 Cc 1.00 CL 1.00 Fbe= 43936 le= 4.1 RB= 4.2 Fb'= 2400 Total Uniform Load 758 pif Mmax 14800 ft -Ib Vmax 4736 lb ❑ Shear at d from face? El Req'd 666 '10^6 #-in^2 Beam sizer Design Program VerTech Engineering Project: Firpo Residence Date: 8/14/2002 Location: B4 0 ❑ Valley Beam Slope of roof 6 :12 Select Beam Width 5.25 in Dead Load 16 psf ❑Round Member Live Load 20 psf PSL Horiz. Member TULL Defl. Criteria (U) 240 360 Fb' 2892 psi Length of Beam 13.5 ft Fv' 290 psi Width tributary to beam: 17 ft Unbraced Length 2 ft Height Required 9.3 in CD 1.00 CF 1.00 A Req'd 22 in^2 CM 1.00 'Cv 1.00 S Req'd 61 in^3 Ct 1.00 Cfu 1.00 1 Req'd 357 in^4 Cf 1.00 Cr 1.00 Controlling Design Deflection CH 1.00 Cc 1.00 CL 1.00 Fbe= 52283 le= 4.1 RB= 4.1 Fb*= 2900 Total Uniform Load 644 plf Mmax 14674 ft -Ib Vmax 4348 lb ❑ Shear at d from face? EI Req'd 713 *10"6 #-in^2 0 '�'O Beam Sizer Design Program VerTech Engineering Project: Firpo Residence Location: B5 Date: 8/14/2002 ❑ Valley Beam, Slope of roof 6 :12 Select Beam Width 3.5 in Dead Load 16 psf El Round Member Live Load 20 p sf DF -L #2 Dimensional Q Horiz. Member TULL Defl. Criteria (I) 240 360 Fb' 1347 psi Length of Beam 5 ft Fv' 95 psi Width tributary to beam: 2 ft Unbraced Length 5 ft Height Required 2.1 in CD 1.00 CF 1.50 A Req'd 3 in^2 CM 1.00 Cv 1.00 S Req'd 2 in^3 Ct 1.00 Cfu 1.00 1 Req'd 3 in^4 Cf 1.00 Cr 1.00 Controlling Design Deflection CH 1.00 Cc 1.00 CL 1.00 Fbe= 37200 le= 9.2 RB= 4.3 Fb*= 1350 Total Uniform Load 76 plf Mmax 237 ft -Ib Vmax 189 Ib ❑ Shear at d from face? EI Req'd 4 *10^6 #-in^2 Beam Sizer Design Program VerTech Engineering Project: Firpo Residence Date: 8/14/2002 Location: B6 Slope of roof Dead Load 6 :12 Live Load 3.5 in TULL Defl. Criteria (I) Length of Beam 20 psf Width tributary to beam: Unbraced Length 240 360 CD 1.00 CF CM 1.00 CV Ct 1.00 Cfu Cf 1.00 Cr CH 1.00 Cc CL 1.00 Fbe= 144695 RB= 2.2 Total Uniform Load 1.00 Mmax 1 in^4 Vmax Controlling Design EI Req'd 1.00 ❑ Valley Beam 6 :12 Select Beam Width 3.5 in 16 psfDF-L ❑ Round Member 20 psf #2 Dimensional � 0 Horiz. Member 240 360 Fb' 1349 psi 2.5 ft Fv' 95 psi 4 f 2 ft Height Required 1.3 in 1.50 A Req'd 3 in^2 1.00 S Req'd 1 in^3 1.00 1 Req'd 1 in^4 1.00 Controlling Design Bending 1.00 le= 3.7 Fb*= 1350 152 plf 118 ft -lb 189 lb ❑ Shear at d from face? 1 *10^6 #-in^2 --62 Beam Sizer Design Program VerTech Engineering Project: Firpo Residence Location: B7 Date: 8/14/2002 ❑ Valley Beam Slope of roof 6 :12 Select Beam Width 3.5 in Dead Load 16 psf ❑ Round Member Live Load 20 P sf DF -L #2 Dimensional ❑ Horiz. Member TULL Defl. Criteria (t) 240 360 Fb' 1349 psi Length of Beam 5 ft Fv' 95 psi Width tributary to beam: 4 ft Unbraced Length 2 ft Height Required 2.7 in CD 1.00 CF 1.50 A Req'd 6 in^2 CM 1.00 Cv 1.00 S Req'd 4 in^3 Ct 1.00 Cfu 1.00 1 Req'd 5 in^4 Cf 1.00 Cr 1.00 Controlling Design Bending CH 1.00 Cc 1.00 CI- 1.00 Fbe= 67693 le= 3.9 RB= 3.2 Fb'= 1350 Total Uniform Load 152 plf Mmax 474 ft -Ib Vmax 379 Ib ❑ Shear at d from face? EI Req'd 9 '10^6 #-in^2 Beare Design Program VerTech Engineering Project: Firpo Residence Location: B8 XP 5 ft Min Beam E P -7692 Beam 1 375 in^4 W[ Date: 8/14/02 -4;7j - Wu �_,F Lmain Lcant R1 R2 LMAIN 10 ft Apply Special Seismic Load Cases? DL RLL Wu (psf) 180 0 Wt (psf) 0 0 P (lb) 0 0 at Xp= 3.5 ft LCANTILEVER ❑ Graph Values? FLL SL 93 0 0 0 0 0 Section Loc 5 ft Min Beam E 2000000 psi -7692 Beam 1 375 in^4 -1777 Seg Loc Stp 1 ft -0.26 Size IT Step 0.5 in -2823 Deflection Live Load Total Load -1300 Limit (U ) 360 240 0.00 Unbr. Len 1 ft Beam Width 5.25 in Beam Height 9.5 in PSL CD 1.00 CM 1.00 Ct 1.00 CL 1.00 CF 1.03 Cv 1.00 Cfu 1.00 Ci 1.00 Cr 1.00 Cc 1.00 Cf 1.00 CH 1.00 Fb 1922 psi Fv Fb' 2972 psi Fv' TL Defl 0.26 in LL Defl Allowable 0.50 in Allowable Oft ❑ Beam Shear at d from face? WL Trib Width 0 0 1 ft 0 0 0 ft 3082 0 Active Section Location LL Defl (in) -0.03 Envelope Max Min M (ft-lbf) 10956 -7692 V (Ibf) 1777 -1777 Defl (in) 0.19 -0.26 R1 (Ibf) 4129 -2823 R2 (lbf) 2606 -1300 Cant' Defl (in) 0.00 0.00 LL Defl (in) -0.03 Envelope Notes: None 124 psi 290 psi 0.03 in 0.33 in Check Beam Size Beam Max Min M (ft-lbf) 12650 -9517 V (Ibf l 4129 -3109 Defl (in) 0.19 -0.26 LL Defl (in) 0.00 -0.03 Notes: None 124 psi 290 psi 0.03 in 0.33 in Check Beam Size Beam Beam Design Program VerTech Engineering Project: Firpo Residence Date: 8/22/02 Location: B9 XP 18 ft 0 Apply Special Seismic Load Cases? T-- �v P Wu (psfl 325 0 Wt (psf) Wt Wu Lmaln Lcant 1, R1 R2 .- LMAIN 18 ft 0 Apply Special Seismic Load Cases? 1800000 psi DL RLL Wu (psfl 325 0 Wt (psf) 0 0 P (lb) 4736 0 at Xp= 5.5 ft Section Loc 9 ft Beam E 1800000 psi Beam 1 3679 in^4 Seg Loc Stp 1 ft Size IT Step 0.5 in Deflection Live Load Total Load Limit (U) 360 . 240 Unbr. Len 4 ft Beam Width 5.125 in Beam Height 20.5 in 24F -V4 Glu -Lam CD 1.00 CM 1.00 Ct 1.00 CL 0.99 CF 1.00 CV 1.00 Cfu 1.00 Ci 1.00 Cr 1.00 Cc 1.00 Cf 1.00 CH 1.00 LCANTILEVER ❑ Graph Values? FLL SL 760 0 0 0 0 0 Oft ❑ Beam Shear at d from face? EQ WL Trib Width 0 0 1 ft 0 0 0 ft 376 0 Active Section Location LL Defl (in) -0.27 Envelope Max M (ft-lbf) 58692 V (lbf) 13240 Defl (in) 0.00 LL Defl (in) 0.00 Notes: None Fb Fv 189 psi Fv' 190 psi LL Defl 0.27 in Allowable 0.60 in Max Min M (ft-lbf) 57705 12160 V (lbf) -577 -1529 Defl (in) -0.11 -0.51 R1 (lbf) 13240 2860 R2 (lbf) 11294 2125 Cant' Defl (in) 0.00 0.00 LL Defl (in) -0.27 Envelope Max M (ft-lbf) 58692 V (lbf) 13240 Defl (in) 0.00 LL Defl (in) 0.00 Notes: None Fb Fv 189 psi Fv' 190 psi LL Defl 0.27 in Allowable 0.60 in 1962 psi Fb' 2365 psi TL Defl 0.51 in Allowable 0.90 in Min 0. -11294 -0.51 -0.27 Check Beam Size Beam Beam Design Program VerTech Engineering Project: Firpo Residence Location: B10 Date: 8/14/02 T- Xp P lllft -- VVu Lmaln Lcant� R'1 R2 LMAIN 8 ft ❑ Apply Special Seismic Load Cases? DL RLL Wu (psf) 0 0 Wt (psf) 10 0 P (lb) 0 0 at Xp= 12 ft LCANTILEVER ❑ Graph Values? FLL SL 0 0 60 0 0 0 Section Loc 4 ft Min Beam E 1600000 psi 90 Beam 1 49 in^4 8 Seg Loc Stp 1 ft -0.10 Size IT Step 0.5 in 30 Deflection Live Load Total Load 60 Limit (U) 360 240 0.00 Unbr. Len 2 ft Beam Width 3.5 in Beam Height 5.5 in DF -L #2 Dimensional CD 1.00 CM 1.00 Ct 1.00 CL 1.00 CF 1.30 CV 1.00 Cfu 1.00 Ci 1.00 Cr 1.00 Cc 1.00 Cf 1.00 CH 1.00 Fb 483 psi Fv Fb' 1168 psi Fv' TL Defl 0.10 in LL Defl Allowable 0.40 in Allowable Oft ❑ Beam Shear at d from face? M WL Trib Width 0 0 0 ft 0 0 2.5 ft 0 0 Active Section Location LL Defl (in) -0.09 Envelope Max Min M (ft-lbf) 700 90 V (Ibf) 58 8 Defl (in) -0.01 -0.10 R1 (lbf) 233 30 R2 (lbf) 467 60 Cant Defl (in) 0.00 0.00 LL Defl (in) -0.09 Envelope Notes: None 18 psi 95 psi 0.09 in 0.27 in Check Beam Size Beam Max Min M (ft-lbf) 711 0 V (Ibq 233 467 Defl (in) 0.00 -0.10 LL Defl (in) 0.00 -0.09 Notes: None 18 psi 95 psi 0.09 in 0.27 in Check Beam Size Beam Beam Sizer Design Program g VerTech Engineering Project: Firpo Residence Location: B11 Date: 12/9/2002 ❑ Valley Beam Slope of roof 0 :12 Select Beam Width 5.125 in Dead Load 10 psf El Member Live Load 60 sf P 24F -V4 Glu Lam ❑ Horiz. Member TULL Defl. Criteria (L) 240 360 Fb' 2263 psi Length of Beam 20.5 ft Fv' 190 psi Width tributary to beam: 7 ft Unbraced Length 2 ft Height Required 14.7 in CD 1.00 CF 0.98 A Req'd 40 in^2 CM 1.00 Cv 0.94 S Req'd 136 in^3 Ct 1.00 Cfu 1.00 1 Req'd 1055 in^4 Cf 1.00 Cr 1.00 Controlling Design LL Deflection CH 1.00 Cc 1.00 CL 1.00 Fbe= 28491 le= 4.1 RB= 5.3 Fb*= 2346 Total Uniform Load 490 plf Mmax 25740 ft -Ib Vmax 5023 Ib ❑ Shear at d from face? EI Req'd 2442 *10^6 #-in^2 Beam Design Program VerTech Engineering Project: Firpo Residence Location: B12 XP 4 ft Min Beam E P 116 Beam 1 34 in^4 Wt Date: 8/14/02 —�� Wu Lmaln - Lcant L R1 R2 �1` LMAIN 8 ft ❑ Apply Special Seismic Load Cases? DL RLL Wu (psf) 10 0 Wt (psf) 0 0 P (lb) 0 0 at XD= 12 ft LCANTILEVER ❑ Graph values? FLL SL 60 0 0 0 0 0 Section Loc 4 ft Min Beam E 1600000 psi 116 Beam 1 34 in^4 -55 Seg Loc Stp 1 ft -0.18 Size IT Step 0.5 in 65 Deflection Live Load Total Load 124 Limit (U) 360 240 0.02 Unbr. Len 1 ft Beam Width 1.5 in Beam Height 6.5 in DF -L #2 Dimensional CD 1.00 CM 1.00 Ct 1.00 CL 0.99 CF 1.20 Cv 1.00 Cfu 1.00 Ci 1.00 Cr 1.00 Cc 1.00 Cf 1.00 CH 1.00 Fb 1024 psi Fv Fb' 1073 psi Fv' TL Defl 0.18 in LL Defl Allowable 0.40 in Allowable 2.5 ft ❑ Beam Shear at d from face? EAG WL Trib Width 0 0 2 ft 0 0 0 ft 0 0 Active Section Location LL Defl (in) -0.15 Envelope Max Min M (ft-lbf) 901 116 V (Ibf) -7 -55 Defl (in) -0.02 -0.18 R1 (lbf) 505 65 R2 (lbf) 965 124 Cant' Defl (in) 0.12 0.02 LL Defl (in) -0.15 Envelope Notes: None 78 psi 95 psi 0.15 in 0.27 in Check Beam Size Beam 3l Max Min M (ft-lbf) 901 -438 V (Ibf) 505 -615 Defl (in) 0.00 -0.18 LL Defl (in) 0.00 -0.15 Notes: None 78 psi 95 psi 0.15 in 0.27 in Check Beam Size Beam 3l Beam sizer Design Program VerTech Engineering Project:o Residence Location: 61 Slope of roof Dead Load 0 :12 Live Load Width 5.5 in TULL Defl. Criteria (\CF Length of Beam Width tributary to be Unbraced Length El Member CD CM Ct 1.00 Cfu Cf 1.00 Cr CH 1.00 Cc CL 1.00 Fbe= 47432 le= RB= 3.8 Fb*= Total Uniform Load 9.0 in Mmax A Req'd Vmax 1.00 EI Req'd 72 in^3 Date: 8/14/2002 1.00 X1.1 13 49 If 8100 b 2818 Ib ❑ Shear at d from face? 431 *10 #-in"2 o,„A4ecJ I2/ C3/ v2 ❑ Valley Beam 0 :12 Select Beam Width 5.5 in 10 psf El Member 60 psf DFL #1 Q Horiz. Member 240 360 Fb' 1348 psi 11.5 ft Fv' 85 psi 7 f 2 ft Height Required 9.0 in 1.00 A Req'd 50 in^2 - 1.00 S Req'd 72 in^3 1.00 1 Req'd 210 in^4 1.00 Controlling Design Shear 1.00 X1.1 13 49 If 8100 b 2818 Ib ❑ Shear at d from face? 431 *10 #-in"2 o,„A4ecJ I2/ C3/ v2 3� Beam sizer Design Program . VerTech Engineering Project: Firpo Residence Date: 8/14/2002 Location: B14 ❑ Valley Beam Slope of roof 0 :12 Select Beam Width 1.75 in Dead Load 10 psfMiaolam ❑ Round Member Live Load 40 psf Horiz. Member TULL Defl. Criteria (U) 240 360 Fb' 2893 psi Length of Beam 29 ft Fv' 285 psi Width tributary to beam: 1.33 ft Unbraced Length 1 ft Height Required 14.7 in Co 1.00 CF 0.98 A Req'd 5 in^2 CM 1.00 Cv 1.00 S Req'd 29 in^3 Ct 1.00 Cfu 1.00 1 Req'd 384 in^4 Cf 1.00 Cr 1.15 Controlling Design LL Deflection CH 1.00 Cc 1.00 CI_ 0.97 Fbe= 7025 le= 2.1 RB= 10.9 Fb'= 2924 Total Uniform Load 67 plf Mmax 6991 ft -Ib Vmax 964 Ib ❑ Shear at d from face? EI Req'd 876 '10^6 #-in^2 Beam sizer Design Program VerTech Engineering Project: Firpo Residence Location: B15 Slope of roof Dead Load 0 :12 Live Load 3.5 in TULL Defl. Criteria (U) Length of Beam Width tributary to beam: Unbraced Length 640 psf CD 1.00 CF CM 1.00 Cv Ct 1.00 Cfu Cf 1.00 Cr CH 1.00 Cc CL 1.00 Fbe= 59668 le= RB= 3.8 Fb*= Total Uniform Load A Req'd Mmax 1.00 Vmax 17 in^3 EI Req'd 1 Req'd Date: 8/14/2002 ., I.W.Y.1111....... ...............1.::...... ..... . ❑ valley Beam 0 :12 Select Beam Width 3.5 in 295 psf ❑ Round Member 640 psf PSL e L—]❑� Horiz. Member 240 360 Fb' 2893 psi 6 ft Fv' 290 psi 1 f 1.33 ft Height Required 5.5 in 1.00 A Req'd 15 in^2 1.00 S Req'd 17 in^3 1.00 1 Req'd 45 in^4 1.00 Controlling Design Bending 1.00 2.7 2900 935 pif 4208 ft -Ib 2805 Ib ❑ Shear at d from face? 93 *10^6 #-in^2 ., I.W.Y.1111....... ...............1.::...... ..... . Beam sizer Design Program VerTech Engineering Project: Firpo Residence Date: 8/14/2002 Location: B16 ❑ Valley Beam Slope of roof 0 :12 Select Beam Width 3.5 in Dead Load 280 psf ❑ Round Member Live LoadDF-L 580 sf p #2 Dimensional s ❑ Horiz. Member TULL Defl. Criteria (U) 240 360 Fb' 1078 psi Length of Beam 4 ft Fv' 95 psi Width tributary to beam: 1 ft Unbraced Length 1.33 ft Height Required 7.8 in CD 1.00 CF 1.20 A Req'd 27 in^2 CM 1.00 Cv 1.00 S Req'd 19 in^3 Ct 1.00 Cfu 1.00 1 Req'd 15 in^4 Cf 1.00 Cr 1.00 Controlling Design Shear CH 1.00 Cc 1.00 CL 1.00 Fbe= 33651 le= 2.7 RB= 4.6 Fb'= 1080 Total Uniform Load 860 plf Mmax 1720 ft -Ib Vmax 1720 Ib ❑ Shear at d from face? EI Req'd 25 '10^6 #-in^2 �2 Beam Sizer Design Program VerTech Engineering Project: Firpo Residence Date: 8/22/2002 Location: B17 ❑ Valley Beam Slope of roof 2 :12 Select Beam Width1.5 in Dead Load 16 psf ❑Round Member Live Load 20 sf P DF -L #2 Dimensional � ❑ Horiz. Member TULL Defl. Criteria (L) 240 360 Fb' 1541 psi Length of Beam loft Fv' 119 psi Width tributary to beam: 2 ft Unbraced Length 1 ft Height Required 5.5 in CD 1.25 CF 1.20 A Req'd 5 in12 CM 1.00 Cv 1.00 S Req'd 7 in^3 Ct 1.00 Cfu 1.00 1 Req'd 21 in^4 Cf 1.00 Cr 1.15 Controlling Design Deflection CH 1.00 Cc 1.00 CL 0.99 Fbe= 11571 le= 2.1 RB= 7.8 Fb*= 1553 Total Uniform Load 72 plf Mmax 906 ft -Ib Vmax 362 lb ❑ Shear at d from face? El Req'd 34 *10^6 #-in^2 A "� Beam Sizer Design Program VerTech Engineering Project: Firpo Residence Location: B18 Date: 8/22/2002 ❑ Valley Beam Slope of roof 2 :12 Select Beam Width 5.5 in Dead Load 16 psf �l ❑ Round Member Live Load 20 psf DF -L #1 I - I Q Horiz. Member TULL Defl. Criteria (L) 240 360 Fb' 1684 psi Length of Beam 18 ft Fv' 106 psi Width tributary to beam: 7 ft Unbraced Length 2 ft Height Required 9.7 in CD 1.25 CF 1.00 A Req'd 32 in^2 CM 1.00 Cv 0.99 S Req'd 73 in^3 Ct 1.00 Cfu 1.00 1 Req'd 416 in^4 Cf 1.00 Cr 1.00 Controlling Design Deflection CH 1.00 Cc 1.00 CL 1.00 Fbe= 44291 le= 4.1 RB= 4.0 Fb'= 1688 Total Uniform Load 254 plf Mmax 10269 ft -Ib Vmax 2282 Ib ❑ Shear at d from face? EI Req'd 665 '10^6 #-in^2 Beam Design Program VerTech Engineering Project: Firpo Residence Location: B19 Date: 8/22/02 XP P ■ Wt -41 Wu ._ Lmain Lcant R1 R2 LMAIN 8 ft ❑ Apply Special Seismic Load Cases? DL RLL Wu (psf) 10 0 Wt (psf) 0 0 P (lb) 2282 0 Lt Xp= 10 ft Section Loc 4 ft Beam E 1600000 psi Beam 1 49 in^4 Seg Loc Stp 1 ft Size IT Step 0.5 in Deflection Live Load Total Load Limit (L/) 360 240 Unbr. Len 4 ft Beam Width 3.5 in Beam Height 5.5 in DF -L #2 Dimensional LL Defl (in) CD 1.00 CM 1.00 Ct 1.00 CL 1.00 CF 1.30 Cv 1.00 Cfu 1.00 Ci 1.00 Cr 1.00 Cc 1.00 Cf 1.00 CH 1.00 Fb 0 psi Fb' 1166 psi TL Defl 0.35 in Allowable 0.40 in LCANTILEVER ❑ Graph Values? FLL SL 60 0 0 0 0 0 Fv Fv' LL Defl Allowable 2 f ❑ Beam Shear at d from face? EQ WL Trib Width 0 0 2 ft 0 0 0 ft 0 0 Active Section Location Envelope Max Min M (ft-lbf) -1302 -1928 V (lbf) 536 509 Defl (in) 0.35 0.27 R1 (Ibf) 1096 581 R2 (lbf) 3728 2680 Cant' Defl (in) -0.58 -0.60 LL Defl (in) -0.12 Envelope Notes: None 85 psi 95 psi 0.12 in 0.27 in 11111".1-11. Min -4844 -25 0.00 -0.12 Check Beam Size Beam Max M (ft-lbf) 0 V (lbf) 1096 Defl (in) 0.35 LL Defl (in) 0.00 Notes: None 85 psi 95 psi 0.12 in 0.27 in 11111".1-11. Min -4844 -25 0.00 -0.12 Check Beam Size Beam PROJECT F 1 e O O ENGINEER XT DESIGN OF. Grc i 4 VERTECH ENGINEERING c-o\orn PAG E 4,,�Q DATE V C, — \\/sI = 238 - 16 L , 4x4 F2 c-2 t_� - °1' 4x4 F-2 x (o Vim- = 434b 16 x Co C5 - Ves - 1 bel 16 u B� - �� b +- 3 4-9 Ib --� 5(0 16 ► 89 16 2x4 o� C a '...6t _ -4\2P)16 L :=C) 4xG� F2 I5,4(00 II (o F-4 PROJECT RC1on VERTECH ENGINEERING PAGE ENGINEER A DATE Lo 2 DESIGN OF Car Y i'L ay -nn -► V�r� C, _ Vey �" v 8l3 = 501'Z))16 .C,► - use Cto des1[gr, conscx,\"avf-, + 2 16 C 3._ v 16 Lu -C) (oxCo Fes'.. Timber Column Design Values Per NDS 3.7 VerTech Engineering 4X DF-L(N) #1 Fc E d KcE c 1000 1600000 3.5 0.3 0.8 Stability Reduction Column Capacity Obs) le (ft) Cp Fc' (psi) 4X4 4X6 4X8 4X10 4X12 5 0.83 829 10156 15960 21763 27567 33370 6 0.73 733 8975 14104 19232 24361 29490 7 0.63 625 7656 12031 16406 20781 25156 8 0.52 523 6409 .10072 13734 17396 21059 9 0.44 436 5347 8402 11458 14513 17569 10 0.37 366 4484 7047 9609 12171 14734 11 0.31 310 3794 5961 8129 10297 12465 12 0.26 265 3241 5092 6944 8796 10648 13 0.23 228 2795 4392 5988 7585 9182 14 0.20 199 2432 3821 5211 6600 7990 15 0.17 174 2133 3352 4571 5790 7009 16 0.15 154 1885 2963 4040 5117 6195 17 0.14 137 1678 2636 3595 4553 5512 18 0.12 123 1502 2360 3218 4077 4935 19 0.11 110 1352 2125 2897 3670 4443 20 0.10 100 1223 1922 2622 3321 4020 21 0.09 91 1112 1748 2383 3018 3654 22 0.08 83 1015 1595 2175 2755 3335 23 0.08 76 930 1462 1993 2525 3057 24 0.07 70 856 1344 1833 2322 2811 25 0.06 64 789 1241 1692 2143 2594 26 0.06 60 731 1148 1566 1983 2401 27 0.06 55 678 1066 1453 1841 2228 28 0.05 52 631 992 1352 1713 2074 29 0.05 48 589 925 1262 1598 1935 30 0.04 45 551 865 1180 1494 1809 Timber Column Design Values Per NDS 3.7 VerTech Engineering 6X6 DF-L(N) #1 Fc E d KCE c 1000 1600000 5.5 0.3 0.8 Stability Recluction Column Capacity Obs) le (ft) Cp Fc' (psi) 6X6 6X8 6X10 6X12 5 0.94 943 28511 38879 49247 59614 6 0.91 912 27586 37618 47649 57681 7 0.87 872 26373 35963 45553 55143 8 0.82 821 24841 33874 42908 51941 9 0.76 761 23015 31384 39753 48122 10 0.69 694 20989 28621 36253 43886 11 0.63 625 18906 25781 32656 39531 12 0.56 559 16902 23048 29194 35340 13 0.50 498 15061 20538 26015 31492 14 0.44 444 13421 18302 23183 28063 15 0.40 396 11984 16342 20700 25057 16 0.35 355 10734 14637 18541 22444 17 0.32 319 9650 13159 16669 20178 18 0.29 288 8710 11877 15044 18212 19 0.26 261 7892 10762 13632 16502 20 0.24 237 7179 9789 12400 15010 21 0.22 217 6554 8937 11321 13704 22 0.20 199 6005 8188 10372 12555 23 0.18 182 5520 7527 9534 11541 24 0.17 168 5090 6940 8791 10642 25 0.16 156 4707 6418 8130 9842 26 0.14 144 4365 5952 7539 9127 27 0.13 134 4058 5534 7010 8486 28 0.13 125 3782 5158 6533 7909 29 0.12 117 3533 4818 6103 7388 30 0.11 109 3308 4511 5714 6917 Timber Column Design VerTech Engineering Per NDS 3.9.2 Project: Firpo Residence Date: 08/14/02 Location: Ground Floor Typical Stud Lumber: DF -L #1IV] Material Properties Modification Factors Fb 1000 psi CD 1.33 Fc 1500 psi CM 1 E 1.7 E6 psi Ct 1 Config/Loading CL 0.99 1.00 P 2257 lbs CF 1 1 D1 3.5 in Cp 0.25 D2 2.5 in Cfu 1 el 0 in Cr 1 e2 0 in Cf 1 Lul 9 ft Combined Flexure/Axial Lu2 0.25 ft fc 257.9 Addl M1 209 ft -Ib Fc' 501.9 Addl M2 0 ft -Ib fb1 491.4 Fbl' 1314.0 Section Properties FcE1 535.6 A 8.8 in^2 fb2 0.0 S1 5.1 in^3 Fb2' 1329.9 S2 3.6 in^3 FcE2 354166.7 11 8.9 in^4 FbE 6706.3 12 4.6 in^4 Interaction: 1.0 OK if<1. VerTech Engineering Project: _per_ Page: Engineer: Date: Design of: Floor Framing Floor Loads DL= 10 psf LL= 40 psf Floor plywood: 3/4" T&G APA rated plywood or OSB equivalent. Apply face grain perpendicular to framing, stagger panels and nail with 8d @ 6" O.C. edge and 10" O.C. field. Edge nail at boundaries, drag members and at blocking over and under interior shear walls. Floor Joists: I Joists: Use manufactured "I" joists (such as Truss Joists), and install per manufacturers recommendations using U480 deflection criteria. Use manufactured rim board such as TimberStand with all "I" joists. Use a double rim board at all locations where ledgers are installed at the rim (such as deck ledgers). Sawn Joists: Sawn lumber joists shall be sized per UBC Table 23 -W -J-1 using E < 1.6 UNO. Project: F r— Engineer: A7 _ Design of: Roof Framin Roof Loads DL= 16 psf LL= 20 psf VerTech Engineering Page: Date: Roof plywood: 1/2" CDX APA rated (32/16) plywood or OSB equivalent. Apply face grain perpendicular to framing, stagger panels and nail with 8d @ 6" O.C. edge and 12" O.C. field. Edge nail at gable end trusses, drag trusses, frieze blocking and all supported edges. Trusses: Rafters: Spacing = 24" o.c. Loads: T.C. Live Load = 20 psf T.C. Dead Load = 8 psf B.C. Dead Load = 8 psf Total Load = 36 psf Live Load = 20 psf Dead Load = 16 psf Total Load = 36 psf 51 52 Project: 1 O Engineer: _ n of: Foundations VerTech Engineering Soil Bearing: 1000 psf Concrete stem wall (Non -retaining): (fc'=2500 psi) 8" wide with (2) #4 continuous at top of wall and #4 at 18" O.C. full height. Provide #4 at 18" O.C. vertical developed by hook into footing, U.N.O. Masonry stern wall (Nan -retaining): 8" solid grouted (fm = 1500 psi) with #4 at 24" O.C. each way. ntinuous footings: (fc' = 2500 psi) Width Thickness Ca I Reinforcing 12 12 1000 (2) #4 cont. 15 12 1250 (2) #4 cont. 18 12 1500 (3) #4 cont. 24 12 2000 (3) #4 cont. 30 12 2500 (4) #4 cont. Spread Footings:(fe..'=2500 psi) Reinforcing Cao. Connnector Label Size Thickness Ea Way Kips Simpson F1 1'-0" Sq. 12 (1) #4 1 PB F1.5 11-6" Sq. 12 (2) #4 2.25 PB F2 2'-0" Sq. 12 (2) #4 4 PB F2.5 2'-6" Sq. 12 (3) #4 6.25 PB F3 3'-0" Sq. 12 (4) #4 9 CB F3.5 3'-6" Sq. 12 (5) #4 12.25 CB F4 4'-0" Sq. 12 (5) #4 16 CB F4.5 4'-6" Sq. 12 (6) #4 20.25 CB F5 5'-0" Sq. 12 (7) #4 25 CB F5.5 5'-6" Sq. 12 (5) #5 30.25 CB F6 6-0" Sq. 18 (8) #5 36 CB F6.5 61-6" Sq. 18 (9) #5 42.25 CB Page: Date: d Note: Bottom of each footing shall be at least 12" below finished grade or as per local requirements. 53 Cantilever Retaining Wall Design VerTech Engineering Project: 6' Unrestrained Wall Date: 10/22/2002 Comments: Date: 10/22/2002 Input Width Wall 8.0 in Footing 3.0 ft Key 0.0 in Load Vertical Load at top of wall (k) 0.0 Moment at top of wall (k -ft) 0.0 Add'I Hor. Load 1 (k) 0.0 Add'I Hor. Load 2 (k) 0.0 Add'I Hor. Load 3 (k) 0.0 Add'I Hor. Load 4 (k) 0.0 Add'I Hor. Load 5 (k) 0.0 Uniform Surcharge (psf) 0.0 Active Soil -Eq. Fluid Wt. (pcf) 40 Passive Soil - Eq. Fluid (pcf) 350 Passive Soil -Uniform (psf) 0.0 Sliding Friction Coeff. 0.40 Output Overturning Safety Factor Sliding Safety Factor Toe Soil Bearing Heel Soil Bearing Soil Pressure Length Moments Wall Mom. @ Base of Wall Toe Moment Heel Moment (Positive = Right hand Rule) Unit 1.78 1.55 1.55 ksf 0.00 ksf 2.62 ft 1.38 kip - ft 0.52 kip - ft 0.91 kip - ft -1 I- LSur H abv -� TOF TOF xy=0 �ll 111 r 111 z Weight xbar ybar Height/Depth fRcA a ft 6.0 ft 150 1.83 3.00 12.0 in 150 1.50 -0.50 0.0 in 0 0.00 -1.00 Height xbar ybar 1.83 6.00 1.83 6.00 0.0 ft - 0.00 0.0 ft - 0.00 0.0 ft - 0.00 0.0 ft - 0.00 0.0 ft - 0.00. 0.0 ft - 0.00 6.0 ft Wt: 110 pcf 1.0 ft 0.0 ft 1.78 1.55 1.55 ksf 0.00 ksf 2.62 ft 1.38 kip - ft 0.52 kip - ft 0.91 kip - ft -1 I- LSur H abv -� TOF TOF xy=0 �ll 111 r 111 z Cantilever Retaining Wall Design VerTech Engineering Project: 8' Unrestrained Wall Date: 10/22/2002 Comments: Date: 10/22/2002 Output Overturning Safety Factor 2.71 Sliding Safety Factor 1.54 Unit 1.59 ksf Heel Soil Bearing 0.20 ksf Soil Pressure Length 5.00 ft Moments : Weight xbar ybar Input Width 0.85 kip - ft Heigh t/Deoth 12cf ft ft Wall 8.0 in 8.0 ft 150 3.67 4.00 Footing 5.0 ft 12.0 in 150 2.50 -0.50 Key 0.0 in 0.0 in 0 0.00 -1.00 Load Height xbar Yar Vertical Load at top of wall (k) 0.0 3.67 8.00 Moment at top of wall (k -ft) 0.0 3.67 8.00 Add'i Hor. Load 1 (k) 0.0 0.0 ft - 0.00 Add'I Hor. Load 2 (k) 0.0 0.0 ft -- 0.00 Add'I Hor. Load 3 (k) 0.0 0.0 ft -- 0.00 Add'l Hor. Load 4 (k) 0.0 0.0 ft - 0.00 Add'I Hor. Load 5 (k) 0.0 0.0 ft - 0.00 Uniform Surcharge (psf) 0.0 0.0 ft - 0.00 Active Soil -Eq. Fluid Wt. (pcf) 40 8.0 ft Wt: 110 pcf Passive Soil - Eq. Fluid (pcf) 350 1.0 ft Passive Soil - Uniform (psf) 0.0 0.0 ft Sliding Friction Coeff. 0.40 Output Overturning Safety Factor 2.71 Sliding Safety Factor 1.54 Toe Soil Bearing 1.59 ksf Heel Soil Bearing 0.20 ksf Soil Pressure Length 5.00 ft Moments : Wall Mom. @ Base of Wall 3.36 kip - ft Toe Moment 0.85 kip - ft Heel Moment 5.73 kip - ft (Positive = Right hand Rule) -� LSur -� H abv -� TOF TOF R__0 Willa 1T7z iur 54 - Cantilever Retaining Wall Design VerTech Engineering Project: 11' Unrestrained Wall Comments: Date: 10/22/2002 Input Width Wall 8.0 in Weight Footing 8.3 ft ybar Key 0.0. in ft ft Load Vertical Load at top of wall (k) 0.0 Moment at top of wall (k -ft) 0.0 Add'I Hor. Load 1 (k) 0.0 Add'I Hor. Load 2 (k) 0.0 Add'I Hor. Load 3 (k) 0.0 Add'I Hor. Load 4 (k) 0.0 Add'I Hor. Load 5 (k) 0.0 Uniform Surcharge (psf) 0.0 Active Soil -Eq. Fluid Wt. (pcf) 40 Passive Soil - Eq. Fluid (pcf) 350 Passive Soil - Uniform (psf) 0.0 Sliding Friction Coeff. 0.40 Output Overturning Safety Factor Sliding Safety Factor Toe Soil Bearing Heel Soil Bearing Soil Pressure Length Moments : Wall Mom. @ Base of Wall Toe Moment Heel Moment (Positive = Right hand Rule) Height/Death 11.0 ft 12.0 in 0.0 in Heiaht 3.92 1.52 1.49 ksf 0.74 ksf 8.25 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 11.0 ft 1.0 ft 0.0 ft 8.82 kip - ft 3.41 kip - ft 21.84 kip - ft Date: 10/22/2002 Unit Weight xbar ybar 112 -CL ft ft 150 6.00 5.50 150 4.13 -0.50 0 0.00 -1.00 xbar Ybar 6.00 11.00 6.00 11.00 -- 0.00 - 0.00 -- 0.00 -- 0.00 -- 0.00 0.00 Wt: 110 pcf rt_� ---� LSur -� H abv TOF TOF X,y=O �a mr Jaz Cantilever Retaining Wall Design VerTech Engineering Project: 6' Restrained Wall Date: 8/19/2002 Comments: Date: 8/19/2002 Output Overturning Safety Factor 2.16 Sliding Safety Factor 1.47 Unit 0.87 ksf Heel Soil Bearing 0.90 ksf Soil Pressure Length 3.00 ft Moments : Weight xbar ybar Input Width 0.29 kip - ft Height/Death fpcfl k ft Wall 8.0 in 6.0 ft 150 2.00 3.00 Footing 3.0 ft 12.0 in 1.50 1.50 -0.50 Key 0.0 in 0.0 in 0 0.00 -1.00 Load Height xbar ybar Vertical Load at top of wall (k) 0.5 2.00 6.00 Moment at top of wall (k -ft) 0.0 2.00 6.00 Add'I Hor. Load 1 (k) -0.4 6.0 ft - 6.00 Add'I Hor. Load 2 (k) 0.0 0.0 ft - 0.00 Add'I Hor. Load 3 (k) 0.0 0.0 ft - 0.00 Add'I Hor. Load 4 (k) 0.0 0.0 ft - 0.00 Add'I Hor. Load 5 (k) 0.0 0.0 ft -- 0.00 Uniform Surcharge (psf) 0.0 0.0 ft - 0.00 Active Soil -Eq. Fluid Wt. (pcf) 60 6.0 ft Wt: 110 pcf Passive Soil - Eq. Fluid (pcf) 350 1.0 ft Passive Soil - Uniform (psf) 0.0 0.0 ft Sliding Friction Coeff. 0.40 Output Overturning Safety Factor 2.16 Sliding Safety Factor 1.47 Toe Soil Bearing 0.87 ksf Heel Soil Bearing 0.90 ksf Soil Pressure Length 3.00 ft Moments : Wall Mom. @ Base of Wall -0.30 kip - ft Toe Moment 0.29 kip - ft Heel Moment 1.13 kip - ft (Positive = Right hand Rule) ---� LSur -� H abv TOF TOF 0 /'llJL [177,r Iqz S co Cantilever Retaining Wall Design VerTech Engineering Project: 8' Restrained Wall Date: Comments: Date: 8/19/2002 Output Overturning Safety Factor 2.30 Sliding Safety Factor 1.51 Unit 0.98 ksf Heel Soil Bearing Input Width Soil Pressure Length Height/Depth Weight 1110 xbar ft ybar ft Wall 8.0 in Toe Moment 8.0 ft 150 3.00 4.00 Footing 4.0 ft 12.0 in 150 2.00 -0.50 Key 12.0 in 12.0 in 150 3.00 -1.50 Load Height xbar ybar Vertical Load at top of wall (k) 0.5 3.00 8.00 Moment at top of wall (k -ft) 0.0 3.00 8.00 Add'I Hor. Load 1 (k) -0.8 8.0 ft - 8.00 Add'I Hor. Load 2 (k) -0.4 -1.0 ft - -1.00 Add'I Hor. Load 3 (k) 0.0 0.0 ft - 0.00 Add'I Hor. Load 4 (k) 0.0 0.0 ft - 0.00 Add'I Hor. Load 5 (k) 0.0 0.0 ft - 0.00 Uniform Surcharge (psf) 0.0 0.0 ft - 0.00 Active Soil -Eq. Fluid Wt. (pcf) 60 8.0 ft Wt: 110 pcf Passive Soil - Eq. Fluid (pcf) 350 1.0 ft Passive Soil - Uniform (psf) 0.0 0.0 ft Sliding Friction Coeff. 0.40 Output Overturning Safety Factor 2.30 Sliding Safety Factor 1.51 Toe Soil Bearing 0.98 ksf Heel Soil Bearing 1.22 ksf Soil Pressure Length 4.00 ft Moments : Wall Mom. @ Base of Wall -0.94 kip - ft Toe Moment 0.37 kip - ft Heel Moment 3.66 kip - ft (Positive = Right hand Rule) 8/19/2002 ). _), I (t� _1 I- LSur H abv TOF TOF xv= o TITr 111 a Sq we Cantilever Retaining Wall Design VerTech Engineering Project: 11' Restrained Wall Date: 8/19/2002 Comments: Date: 8/19/2002 Output Overturning Safety Factor 1.87 Sliding Safety Factor 1.46 Unit 1.37 ksf Heel Soil Bearing 0.47 ksf Soil Pressure Length 6.25 ft Moments : Weight xbar ybar Input Width 6.03 kip - ft Height/Depth jpcfi ft ft Wall 8.0 in 11.0 ft 150 3.00 5.50 Footing 6.3 ft 12.0 in 150 3.13 -0.50 Key 0.0 in 0.0 in 0 0.00 -1.00 Load Height xbar vbar Vertical Load at top of wall (k) 0.5 3.00 11.00 Moment at top of wall (k -ft) 0.0 3.00 11.00 Add'I Hor. Load 1 (k) -0.7 11.0 ft - 11.00 Add'I Hor. Load 2 (k) -2.6 -1.0 ft - -1.00 Add'I Hor. Load 3 (k) 0.0 0.0 ft - 0.00 Add'I Hor. Load 4 (k) 0.0 0.0 It - 0.00 Add'I Hor. Load 5 (k) 0.0 0.0 ft - 0.00 Uniform Surcharge (psf) 0.0 0.0 ft - 0.00 Active Soil -Eq. Fluid Wt. (pcf) 60 11.0 ft Wt: 110 pcf Passive Soil - Eq. Fluid (pcf) 350 1.0 ft Passive Soil - Uniform (psf) 0.0 0.0 ft Sliding Friction Coeff. 0.40 Output Overturning Safety Factor 1.87 Sliding Safety Factor 1.46 Toe Soil Bearing 1.37 ksf Heel Soil Bearing 0.47 ksf Soil Pressure Length 6.25 ft Moments : Wall Mom. @ Base of Wall 8.63 kip - ft Toe Moment 6.03 kip - ft Heel Moment 4.84 kip - ft (Positive = Right hand Rule) � � I -� LSur _ H abv TOF TOF X,y=O 111 � .;fir...: :.;�; •�G 2 .,.. '.� '.... .. .. • r ..---.... BUTTE'' ... COUNTY, BBA ENGINEERING Alan 'G. Brown, P. E. CIVIL ENGINEERS* LAND SURVEYORSFEB 2 0 2003. A California Corporation February 13, 2003 DEVELOPME ' SERVICES Mike Vierra BUTTE COUNTY BUILDING DEPARTMENT 7 County Center. Drive Oroville,'CA 95965 RE: Better Builders Construction - Contractor APN 069-530-043 Butte, County, California' Dear Mr. Vierra: In October 2002, approximately 4' of engineered fill was placed to reduce the effective height of a'proposed CMU retaining wall. See BBA, letter to Butte County Dated October 23, 2002. Following, the CMU wall was constructed tofull height and allowed to cure. The vegetation and organic materials were then removed from the fill area on the inside of the retaining wall. Native and import fill was moisture conditioned; placed,in lifts and compacted with a Vibratory Case 6028 Sheepfoot Compactor. Operations were discontinued in early January due to rains, then restarted in February following improved weather conditions. 'The fill operation was periodically observed and representative test results indicate the fill has been compacted in excess of 90% Relative Density per ASTM 2922 nuclear gauge method and was observed to be structurally stable and suitable for a residential driveway, with the exception of the upper one foot of fill, which was not observed or tested, since it is: anticipated that this will be removed for the future driveway structural section. If you have any questions please call our office. Very, truly yours, -BBA ENGINEERING Q�pFESSI George ,&, ley { ✓ / c, .� `Yj o ca No. 24578 Alan G. Brown, P u m Principal Engine UP. 12.31-05 P.O. Box 1576 Park Aver P.O. Better Builders Cons r CMIL Oroville, CA 9AQ 02-054 O r AhL � (530),534-1911 (530) 533-6457 - ---- - -- - FAX (530) 534=0908 RELATIVE DENSITY TESTS APN 069-530-043 Butte County, California Relative Test. Date Location Density % Moisture 1 1-7=03 -10 98% 12.2 2 1-7-03 -10 98% 13.3' 3 1-7-03 -10 97% 12.7 4 1-8-03 -8 98% 12.1 5 1-8-03 -8 95% 14.1 . 6 1-8-03 -8 96% 13.7 7 1-8-03 -7 91%- 16.1 8 1-8-03 -7 92% 14.7 9 1-8-03 -7 91% 17.9 10 2-5-03 -4 94% 14.5' 11 2-5-03 -4 90% 13.4 12 2-5-03 -4 91% 13.9 13 2-7-03 -2 92% 11.9 14 2-7-63 -2 90% 17.3 15 2-7-03 -2 93%' 14.4 16 2-10-03 -1 98% 11.5 17 2-10-03 -1 98% 11.3 ASTM -1557 Maximum Density 132.0 PCF Import @ 12.8% moisture Maximum Density 129.0 PCF Native @ 10.2% moisture KELLY RIDGE ESTATE OAKS ROYAL 76.85 76.85 76. 76x 85 es 69.00 69.00 _496 � 6900 69.00 4 5 6 7 O 8 9 O /0 24 o O O 0.26 AC. a 0. AC. O. o' 1 2 b3 40 O 0.25 AC. 0.26 AC. Q 26 AC. Q 26 AC. C@ 0.25AC. 0.25AC. to 0.25 AC. 0.38 AC. ,��' 68.43 11 .43 6Q 43 OMAN 141.14 6910 69.1.:. • 109.44 X08.7 •• . � 106.0 65.0 100.0 RS � 37 O 36 35 5 44 0 0 53 0 1' n 36 35 : 28 44� `� O ® 0.20AC. 0.31AC. j 8 1, 45 '� 0.35 AC. 0.19AC. I , o O0.32 AC. ' Q 2 AC. 0.3 AC. 39 ' 25 T 4 192 98.56 h 39 47 ' 46 O w 97.5/ 65.0 Qco 2/AC. V � �'�n� 29 I a� 43 y�rn eV /7s 51 0.29 AC. a C7` 29 40 178.24 O o +n O 40 0.24A, 0.27AC. ,s '. 28 AC. ' , O. 8 AC. ^ 33 s�6 / 30 42 �' 33 I 42 `N 41 td 0.37AC. N 0.23AC. ?g �' 0.44 AC. N 41 2p9 6 s� 0.56 AC. 32 O 31 O 0.73 AC. 31 /4j27 N 0.56 AC. N, /•s'2/ /34q• 6/ 9s �_ KELLY RIDGE ESTATES uNir 7 80MOR80 6-16-81 35 1 B �r e R} '7f -71' v UAO r s WM4� Wt �- Mike Vierra BUT FE COUNTY BUILDING DEPARTMENT 7 County Center Drive Orovi I le, CA 95965 RE: Better Builders Construction - Contractor APN 069-530-043 Butte County, California Dear Mr. Vierra: Alan G. Brown, P.E. In October 2002, approximately 4' of engineered fill was placed to reduce the effective height of a proposed CMU retaining wall. See RBA letter to Butte County Dated October 23, 2002. Following, the CMU wall was constructed to full height and. allowed to cure. The vegetation and organic materials were then removed from the fill area on the inside of the retaining wall. Native and import fill was moisture conditioned, placed in lifts and compacted with a Vibratory Case 602B Sheepfoot Compactor. Operations were discontinued in early January due to rains, then restarted in February following improved weather conditions. The fill operation was periodically observed and representative test results indicate the till has been compacted in excess of 90% Relative Density per ASTM 2922 nuclear gauge method and was observed to be structurally stable and suitable for a residential driveway, with the exception of the upper one foot of fill, which was not observed or tested, since it is anticipated that this will be removed for the future driveway structural section. If you have any questions please call our office. Very truly yours, BBA ENGINEEI Alan G. Brown, l Principal Engine 2060 Pork AverdO Better Builders Consti P.O. Box 1576 3�g 02-054 Orovllle, CA 9 (530)534-1911 ;530)533-6457 FAX (..si.:im, r,. d )QrtA G ��ti°` eo ge6� �� 40� O� 0 Np.2457g I'll RELATIVE DENSITY TESTS APN 069-530-043 Butte County, California Relative Test Date . Location Density % Moisture 1 1-7-03 -10 98% 12.2 2 1-7-03 -10 98% 13.3 3 1-7-03 -10 97% 12.7 4 1-8-03 -8 98% 12.1 5 1-8-03 -8 95% 14.1 6 1-8-03 -8 96% 13.7 7 1-8-03 -7 91% 16.1 8 1-8-03 -7 92% 14.7 9 1-8-03 -7 91% 17.9 10 2.-5-03 .4. 94% .14.5. 11 2-5-03 -4 90% 13.4 12 2-5-03 -4 91% 13.9 13 .2-7-03 =2 92% 11.9 14 2-7-03 -2 90°!0 17.3 15 2-7-03 -2 93% 14.4 16 2-10-03 71 98% 11.5 17 2-10-03 -1 98% 11.3 ASTM -1557 Maximum Density 132.0 PCF Import @ 12.8% moisture Maximum Density 129.0 PCF. Native @ 10.2% moisture KELLY RIDGE ESTATE m OAKS ROYAL 76,85 76.85 76.8 76 85 27685 69.00 69.00 Ya 6 69: 00 69-00 4 5 6 7 O 8 9 O 10 2 4 0 5 O oO c. °0 0. AC. o J 3 O o0.2O5AC 0.26AC. Cl26AC. C726AC. 2 N O O 0.25 AC. J 0.25 AC. O.zsAC. 0.38 AC. JM43 0.43Sa 43 6g Oa aA� 0.10' 69.1.:. 109 1v 44 /OB. 7g r 141.!4 1� 700 106.0 65 0 0 RS � 37 O 36 35 -� —4-5 4 a o o 53 0 1' 36 33 0 28 ® 8 • 44 �► o O o.2oac. o.3rac. 0.35 AC. 0.19AC. O _ O 0.32 AC. ' CL AC. 0.3 AC. ` 25 39 7 � 39 4 6I 92 98.56 47 54 Q' 4 97, SI O `D �' Cl / AC. 34 46 29 0: 43 t) N /76 S7 0.29 AC. 40 178.24 0.24A '. 28 AC. ' 0.27AC. 40 AC. 33 ti �ss�9 O. 8 h @ 30 42 Oo42 41 V 0.37AC. ^o 10 A o� 0.23AC. ?B r 0.44 AC, N a AC. 2 32 & 31 O 0.73 AC. N �J /4j2� N a56AC. �d a KELLY RIDGE ESTATES UNIT 7 80IHOR80 6-16-81 9 0%PA / / Vi AtA- O January 29, 2003 VerticalTechnology Engineering MNoLidoAP- M,ChK4CA, 99M6 Ph (530) 899,8716 P& (5M) 899 -11W - RE: Firpo Residence, Lot 43, Fowler Ct., Oroville, CA To Whom it May Concern: I have reviewed the truss calculations by Longfellow Lumber Co. dated 12-18-02 and 12-19-02 and have found that the trusses appear to be designed in accordance with the general design concept of the structural documents. The specific design shall remain the responsibility of the engineer who has sealed the calculations. ® jvpnssIp/E/��� No. C 603"87 *� Exp. 6/30/04 /' r� SITE PLAN REVIEW APPLICATION Date: aY. 0 a Permit Number (if applicable) 02-62-2? APPLICANT INFORMATION Owners Name: Owners Address: Telephone No.: Situs Address: Proposed Use: Residential 61 New Single Family Residential ❑ Single Family Addition ❑ Mobile Home ❑ Residential Accessory ❑ Permanent Second Dwelling ❑ Temporary Mobile Home (Aunt Minnie) ❑ Temporary Travel Trailer ❑ Multi -family Non-residential ❑ New Commercial ❑ Commercial Addition ❑ New Industrial ❑ Industrial Addition Other ❑ Septic ❑ Agricultural Exempt Building ❑ Other: Brief Explanation (if necessary): AP# 4&17-5-330-6�e3 Parcel Size: tP. ) � ❑ Single Family Remodel ❑ Commercial Remodel ❑ Industrial Remodel ❑ Well DO NOT WRITE BELOW THIS LINE DEVELOPMENT SERVICES INFORMATION (For Staff Use) Approved Conditionally Approved ❑ Resolve Problems.Prior to Approval a Site Plan Stamped Approved By Date Page 1 of 5 ALL ITEMS CHECKED APPLY TO THE PROPERTY Parcel Is In: ❑ Snow Load Area: ❑ Land Conservation Act Minimum Acreage: ❑ Verify residence can be built per contract ❑ Nitrate Action Plan (See Environmental Health for standards) ❑ Watershed Protection Overlay Zone (See attached standards and requirements) ❑ Expansive Soils (Test for expansive soils and if verified proper foundation design required) ❑ SRA - (CDF to determine specific requirements) ❑ 100 -Year Flood Plain: (See attached) Flood Zone: Flood Panel No.: Index Date: ❑ Sacramento River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ Feather River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ North Chico Specific Plan (See Development Fees Section and attached standards and requirements) ❑ Chapman/Mulberry (See attached standards and requirements) ❑ Cohasset Area (See attached standards and requirements) ❑ Grading Zone (See attached handout) Use Requires: ❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit ❑ Minor Variance ❑ Variance ❑ Detached Building Use Form ❑ Encroachment Permit ❑ Agricultural Worker Affidavit ❑ Agricultural Acknowledgement Statement Zoning: R —( Applicable Building Setbacks: ❑ Setbacks drawn on site Plan. I@ CDF approval needed for encroachments into SRA setbacks. Paee 2 of 5 Zoning Code Streets & Highways Fire Prevention Subdivision Map Front Side ,J Side Street Rear A— 3o Height Waterway N/A N/A N/A ❑ Setbacks drawn on site Plan. I@ CDF approval needed for encroachments into SRA setbacks. Paee 2 of 5 / Applicable Development Fees: Standard Fees Amount Formula ❑ Fire ❑ School* ❑ Parks/Recreation ❑ Roads ❑ Sheriff ❑ Drainage ❑ NCSP/CSA 87 ❑ Chico Urban Area — Road ❑ Thermalito Drainage Area ❑ Thermalito Urban Area ❑ Other Subdivision Map Special Fees ❑ Water Tender ❑ Road Improvement ❑ North Oroville Area ❑ Other (per map) * Check with school, district to verify actual fee if pre -application review. A final deternnmation will be made at the time of the building permit. Parcel Created By II Deeds: Date of Creation Legal Access Provided: ❑ No ❑ Yes Deed of Reference: Legal Access Required ❑ No ❑ Yes Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Deed Creation:[] No ❑ Yes Comments: J2 Parcel Deemed to be legal ie�41� /GJ7,e u,- 7 . - o — ?o/ 4o rAy2 ❑ Verify Legal Parcel ❑ Verify -Legal Access ❑Provide Deed of Creation ❑ Obtain a Certificate of Compliance ❑ Obtain a Merger ❑ Obtain a Lot Line Adjustment' ❑ Comply with Old Subdivision Lot Ordinance (Maps recorded prior to Book 17 of Maps Page 23). ❑ Construct road to: ❑ Meet Parcel size required by zone ❑ Meet current Environmental Health Department requirements Page 3 of 5 Subdivision Map/Parcel Map: Map Date of Recording: Lot: Book: Page: ❑ Use Permit/Minor Use Per Permit Number: Date of Approval: Parcel Map/Subdivision Map/Use Permit Conditions ❑ Comply with the following Conditions of Approval• ❑ Meet the Fire Safe Regulations of Butte County and P.R.C. 4290 ❑ Automatic fire suppression sprinkler systems shall be installed in accordance with the National Fire Protection Association Standard for 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 the Fire Department specifications, serves the parcel ❑ Wood stoves and fireplace inserts shall be EPA approved and designed to meet the emission requirements of the California Clean Air Act of 1988, as amended. ❑ Provide an erosion control plan for building and land disturbance. The Erosion Control Plan must be prepared by a registered civil engineer or other qualified professional and be submitted to and approved by the Department of Public Works. ❑ In lieu of a pressurized water system or water storage tank, payment into the appropriate Battalion Water Tender Fund may be required. ❑ Measures shall be taken to control fugitive dust emissions from all driveway and other civil construction associated with residential development. Approved dust control measures are found in the fugitive dust control plan for the site approved by the Butte County Air Quality Management District, a copy of which can be obtained from the Butte County Department of Development Services, Building Division." ❑ Engineered foundations are required. ❑ Class A roofs are required. ❑ Property owners responsible for road maintenance, and stop sign maintenance. FN F Page 4 of 5 L e C 0 Summary of Specific Requirements: This information provided in this summary is based on the application information and on the best available data at the time of review. CAMy Documents\Building Permit Site Plan Reviewl.doc Page 5 of 5 n. , � � ...- _ .. � � .'��. .. L...r r, �. .y,.. .. _ r ..I . 'www• BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) r School District V ► tl 1'� �/ C// / l Building Department No. A.P. Number �(�9" J ��Q (/3 Jurisdiction: City County Property Owner Property Location/Address Q rQ 0 I 'P:i Subdivision Lot No. Residential Development No of Living Mobile Home Units Installation Commercial/Industrial A New Addition Representative :................................................................................... 2�S Sq. Footage Addition/ *Supplemental to (Group R) Conversion Permit # '(No foundation inspection): .................................................... ......................................................... Sq. Footage (Including Exterior Roofed Areas) �a7.o3 Date (moor mans revtewea oy scnooi utstrnct rersonnei) District Identification No. tit U O jJ A n School District certifies that (Applicant) (Street (City) (State) has complied with the requirement's of Resolution representing square feet. a! i �•, r a + � '4 School Distract Reoresentative-7 77/ Paid by Check # / Remarks: O (Phone Number) Z (Zip by payment of $ AB 2926 $ FULL MITIGATION $ Date Notice: You may protest the imposition of the fees identified above by submitting a written protest to the District, in compliance with Government Code Section 66020(a), within 90 days from the date fees are paid. Failure to submit a timely written protest will prohibit + you from challenging the imposition of the fees in any court action. i If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is notified by the applicable Local Planning Agency that this project is being reviewed under the California Environmental Quality Act (CEQA), this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. _ White (applicant), Yellow (building department), Pink (school district) feeform.xts (10/99)dmm t � l s Verticaffechnology carEngineening 333 Rio Lindo Ave #200, Chico, CA 95926 Ph. (530) 399-3716 Fax (530) 399-1102 � �' ch WEmail M®HPI=@cs.com a 0 Ridge,Project: F irpo Residence Retaining Walls; 4A 1' retained height Location: Kelly BUIOUt I NG F.F.fid Er aiy. A RTMENT kn 4 y" M .i a Attention: This engineer is not responsible for on site inspection to assure compliance with the standards, sizes, materials, or workmanship specified herein. This engineer is not responsible for any structural element or system not specifically noted in this set of specifications unless authorized in writing by this engineer. Workmanship is to be of the highest quality and in all cases follow accepted construction practice, the latest edition of the Unform Building Code, and local building department standards. Cantilever Retaining f Design eg VerTech Engineering Project: 4' Unrestrained Wall Comments: Date: 10/22/2002 Input Width Wall 8.0 in Footing 2.0 ft Key 0.0 in Load Vertical Load at top of wall (k) 0.0 Moment at top of wall (k -ft) 0.0 Add'] Hor. Load 1 (k) 0.0 Add'I Hor. Load 2 (k) 0.0 Add'I Hor. Load 3 (k) 0.0 Add'I Hor. Load 4 (k) 0.0 Add'I Hor. Load 5 (k) 0.0 Uniform Surcharge (psf) 0.0 Active Soil -Eq. Fluid Wt. (pcf) 40 Passive Soil - Eq. Fluid (pcf) 350 Passive Soil - Uniform (psf) 0.0 Sliding Friction Coeff. 0.40 Output Overturning Safety Factor Sliding Safety Factor Toe Soil Searing Heel Soil Searing Soil Pressure Length Moments Wall Mom. @ Base of Wall Toe Moment Heel Moment (Positive = Right hand Rule) Date: 10/22/2002 I -Sur -� H abv TOF TOF x,y=0 err- rr�� rrr= Unit Weight xbar ybar Height/Depth c ft tt 4.0 ft 150 1.17 2.00 12.0 in 150 1.00 -0.50 0.0 in 0 0.00 -1.00 Flei htxbar ybar 1.17 4.00 1.17 4.00 0.0 ft -- 0.00 0.0 ft 0.00 0.0 ft ®® 0.00 0.0 ft ®- 0.00 0.0 ft -- 0.00 0.0 ft 0.00 4.0 ft Wt: 110 pcf 1.0 ft 0.0 ft I -Sur -� H abv TOF TOF x,y=0 err- rr�� rrr= RetainingCantilever 11 esig VerTech Engineering Project: 6' Unrestrained Wall Comments: Date: 10/22/2002 Input Width Wall 8.0 in Footing 3.0 ft Key 0.0 in Load Vertical Load at top of wall (k) 0.0 Moment at top of wall (k -ft) 0.0 Add'I Hor. Load 1 (k) 0.0 Add'I Hor. Load 2 (k) 0.0 Add] Hor. Load 3 (k) 0.0 Add'I Hor. Load 4 (k) 0.0 Add'I Hor. Load 5 (k) 0.0 Uniform Surcharge (psf) 0.0 Active Soil -Eq. Fluid Wt. (pcf) 40 Passive Soil - Eq. Fluid (pcf) 350 Passive Soil - Uniform (psf) 0.0 Sliding Friction Coeff. 0.40 Output Overturning Safety Factor Sliding Safety Factor Toe Soil Searing Heel Soil Searing Soil Pressure Length Moments : Wall Mom. @ Base of Wall Toe Moment Heel Moment (Positive = Right hand Rule) Date: 10/22/2002 1.78 1.55 1.55 ksf 0.00 ksf 2.62 ft 1.38 kip - ft 0.52 kip - ft 0.91 kip - ft LSur -� H abv ®� TTOF TOF >cy=0 rrr- Unit Weight xbar ybar Height/De I c ft ft 6.0 ft 150 1.83 3.00 12.0 in 150 1.50 -0.50 0.0 in 0 0.00 -1.00 Hei ht xbar ybar 1.83 6.00 1.83 6.00 0.0 ft -- 0.00 0.0 ft -- 0.00 0.0 ft -- 0.00 0.0 ft -- 0.00 0.0 ft -- 0.00 0.0 ft -- 0.00 6.0 ft Wt: 110 pcf 1.0 ft 0.0 ft 1.78 1.55 1.55 ksf 0.00 ksf 2.62 ft 1.38 kip - ft 0.52 kip - ft 0.91 kip - ft LSur -� H abv ®� TTOF TOF >cy=0 rrr- I Cantilever Retaining 1 •. VerTech Engineering i Project: 8' Unrestrained Wall Comments: Date: 10/22/2002 Input Width Wall 8.0 in Weight Footing 5.0 ft ybar Key 0.0 in ft ft Load Vertical Load at top of wall (k) 0.0 Moment at top of wall (k -ft) 0.0 Add'I Hor. Load 1 (k) 0.0 Add'I Hor. Load 2 (k) 0.0 Add'I Hor. Load 3 (k) 0.0 Add'I Hor. Load 4 (k) 0.0 Add'I Hor. Load 5 (k) 0.0 Uniform Surcharge (psf) 0.0 Active Soil -Eq. Fluid Wt. (pcf) 40 Passive Soil - Eq. Fluid (pcf) 350 Passive Soil - Uniform (psf) 0.0 Sliding Friction Coeff. 0.40 Output Overturning Safety Factor Sliding Safety Factor Toe Soil Bearing Heel Soil Bearing Soil Pressure Length Moments : Wall Mom. @ Base of Wail Toe Moment Heel Moment (Positive = Right hand Rule) 2.71 1.54 1.59 ksf 0.20 ksf 5.00 ft 1 ii .0 . 0.0 . 8.0 1.0 it Date: 10/22/2002 Unit Weight xbar ybar c ft ft 150 3.67 4.00 150 2.50 -0.50 0 0.00 -1.00 xbarbear 3.67 8.00 3.67 8.00 -- 0.00 -- 0.00 -- 0.00 -- 0.00 -- 0.00 -- 0.00 Wt: 110 pcf -� LSur H abv ------ TOF TOF err- r arm Cantilever Retaining Wall Desig'al EngineeringVerTech Projects 9' Unrestrained Wall Comments: Gate: 10/22/2002 Input Width Wall 8.0 in Footing 6.0 ft Ivey 0.0 in ft Load Vertical Load at top of wall (k) 0.0 Moment at top of wall (k -ft) 0.0 Add'I Hor. Load 1 (k) 0.0 Add'I Hor. Load 2 (k) 0.0 Add'I Hor. Load 3 (k) 0.0 Add'I Hor. Load 4 (k) 0.0 Add'I Hor. Load 5 (k) 0.0 Uniform Surcharge (psf) 0.0 Active Soil -Eq. Fluid Wt. (pcf) 40 Passive Soil - Eq. Fluid (pcf) 350 Passive Soil - Uniform (psf) 0.0 Sliding Friction Coeff. 0.40 . 00 . 0.0 . • 9.0 1.0 . so 4.80 kip - ft 1.66 kip - ft 8.74 kip - ft ®ate: 10/22/2002 Unit Weight xbar ybar IRC -ft ft ft 150 4.25 4.50 150 3.00 -0.50 0 0.00 -1.00 xbar ybar 4.25 9.00 4.25 9.00 �- 0.00 -- 0.00 -- 0.00 -- 0.00 -- 0.00 0.00 Wt: 110 pcf LSur H abv TOF TOF xy=0 rri= 9 Retaining Wall Design VerTech Engineering Project: 10' Unrestrained Wall Comments: Date: 10/22/2002 Input Width Weight Wall 8.0 in ybar Footing 7.0 ft t c Key 0.0 in ft 10.0 ft Load Vertical Load at top of wall (k) 0.0 Moment at top of wall (k -ft) 0.0 Add1 Hor. Load 1 (k) 0.0 Acld'I Hor. Load 2 (k) 0.0 Acid'] Hor. Load 3 (k) 0.0 Add'I Hor. Load 4 (k) 0.0 Add'I Hor. Load 5 (k) 0.0 Uniform Surcharge (psf) 0.0 Active Soil -Eq. Fluid Wt. (pcf) 40 Passive Soil m Eq. Fluid (pcf) 350 Passive Soil - Uniform (psf) 0.0 Sliding Friction Coeff. 0.40 Output Overturning Safety Factor Sliding Safety Factor Toe Soil Bearing Heel Soil Bearing Soil Pressure Length Moments : Wall Mom. L7a Base of Wall Toe Moment Heel Moment (Positive W Right hand Rule) Date: 10/22/2002 Im 3.39 1.48 1.51 ksf 0.55 ksf 7.00 ft 6.61 kip ® ft 2.43 kip o ft 13.61 kip s ft -�' I_Sur• H abv TOF TOF x.y=0 Weight xbar ybar Height/Depth t c ft ft 10.0 ft 150 5.00 5.00 12.0 in 150 3.50 -0.50 0.0 in 0 0.00 -1.00 Hei ht xbar ybar 5.00 10.00 5.00 10.00 0.0 ft 0.00 0.0 ft 0.00 0.0 ft ®® 0.00 0.0 ft 0.00 0.0 ft 0.00 0.0 ft ev 0.00 10.0 ft t: 110 pcf 1.0 ft 0.0 ft 3.39 1.48 1.51 ksf 0.55 ksf 7.00 ft 6.61 kip ® ft 2.43 kip o ft 13.61 kip s ft -�' I_Sur• H abv TOF TOF x.y=0 Cantilever Retaining Wall Design EngineeringVerTech Project: 11' Unrestrained Wall Comments: ®ate: 10/22/2002 Input Width Wall 3.0 in Footing 3.3 ft Key 0.0 in Weight xbar Load Vertical Load at top of wall (k) 0.0 Moment at top of wall (k -ft) 0.0 Add'I Hor. Load 1 (k) 0.0 Add'I Hor. Load 2 (k) 0.0 Add'I Hor. Load 3 (k) 0.0 Add'I Hor. Load 4 (k) 0.0 Add'I Hor. Load 5 (k) 0.0 Uniform Surcharge (psf) 0.0 Active Soil -Eq. Fluid Wt. (pcf) 40 Passive Soil - Eq. Fluid (pcf) 350 Passive Soil - Uniform (psf) 0.0 Sliding Friction Coeff. 0.40 Output Overturning Safety Factor Sliding Safety Factor Toe Soil Bearing Heel Soil Bearing Soil Pressure Length Moments : Wall Mom. @ Base of Wali Toe Moment Heel Moment (Positive ® Right hand Rule) ®ate: 10/22/2002 3.92 1.52 1.49 ksf 0.74 ksf 5.25 ft 3.32 kip - ft 3.41 kip - ft 21.34 kip - ft a I_Sur �y H abv TOF TOF Fc.y=0 err- rrl� rrr- Unit Weight xbar ybar Height/®epth fpcfl ft ft 11.0 ft 150 6.00 5.50 12.0 in 150 4.13 -0.50 0.0 in 0 0.00 -1.00 Hei ht xbar 3bar 6.00 11.00 6.00 11.00 0.0 ft -- 0.00 0.0 ft -- 0.00 0.0 ft ®- 0.00 0.0 ft -- 0.00 0.0 ft -- 0.00 0.0 ft -- 0.00 11.0 ft Wt: 110 pcf 1.0 ft 0.0 ft 3.92 1.52 1.49 ksf 0.74 ksf 5.25 ft 3.32 kip - ft 3.41 kip - ft 21.34 kip - ft a I_Sur �y H abv TOF TOF Fc.y=0 err- rrl� rrr- k,` 11 1. 11 11 [ :, �, . t ...._�_..� ���+ �a _�.._. ,. 777 �.. yN, }4! 0»1-1111, 111-1.x, 7: , {jl�'>+ .. 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