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018-040-005
011-710-005 PERMIT#95-0265' HOGAN, Joe 81 Falcons Pointe Dr., Chico Cont: John Linhart NEW Single Family 9 Chico 011-710-005 PERMIT#96-2271 HOGAN, Joe 81 Falcons Pointe Dr., Chico Permit to Complete BP#95-p265 i�- 114 wi RESIDENTIAL 011-710-005 HOGAN, Joe . 81 Falcons Pointe Dr Chico Cont: John-Linhart NEW Single Family . 3J ... J%,.'' ,*'� lJc.C'✓`iz--tas"'7 } ..C':� l:'n2 �{� V V `^�-'✓ n. l�` J pk p1t > , S ��106 j-26 _9-I rU� f2 -3g _ a - CA - v 1,14/0 J6 11OL-4 OK OFFICE COPYV�f*��� Address- 49 ddress �- G 'i 0 of -- ;� 3— GAS C /yc. �zr� r Meter By Date G 'Y/ a j� ELECTRIC a 7F Meter By Date Ott 1 9 JOB FINALED (Date) — GttZ'y a^.o-- OK hSGW'^, Signature I y � �c'1 �`�,a `� S'Zat I I =OK' i = Not OK Noot Applicable MOBILE HOMES ', MISCELLANEOUS Date MOBILE HOME UTILITIES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements j 2. Soils; Special MH Support Sketch 3. Sewer; Location -Test -Fall -C/O Concrete 4. Water; Location -Test -Easement Needed (Sketch) j 5. Electricity; Location-Clearences-Grnd-/ /Amp -Concrete 6. Gas; Location -Test -Wrap: / /" L" ft. / /"Nat. or/ /"L"ft./ /"LPG 7. Utility Clearance 8. Frmg; Sils-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing . Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s Date 1. Zoning Requirements -Setbacks Easements Date 2. Footings; Size -Spacing -Marriage Line Date 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Exits; Insp.-Sketch 10. Cert. of Occupancy 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosures-Pane Iboards- Ins. to Main in Conduit Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 i Y Date DECKS, COVERS, CARPORTS, GARAGES, (Plans)OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks; Griders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts-Beams-Rftrs: Coonectors Shthg.-Rfg.-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg; Sils-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date POOLS (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distances-GFI 5. Elec.; Pool Lighting; 15 volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosures-Pane Iboards- Ins. to Main in Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 A" ✓ = OK O = Not OK - = Not Applicable RESIDENTIAL (S ' = Not Ready y Date UN RFLOOR (Plans) OK except #'s Zo g -Setbacks -Easements -Flood -Slope Ftg., Main; Soils-Elec. Grnd.-/ /" Ftg. Depth Garage; Soils-Steel-Elec. Grnd.-/ /" Ftg. Depth Porches & Decks; Soils -Steel-/ /Ftg. Depth Stemwalls, Main; Steel-Blockouts-Wrapped emwalls, Garage; Steel- Blockouts-Wrapped 6A-H6rd Downs and Special Anchors 7. Slab; Steel -Wrapped 1006 Pie -Fireplace Ftg.-Steel .W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 10. Gas Pipe; Size -Anchors 11. Water Pipe; Test -Anchor -Regulator -Service Test 12. Electric; Underground 13. Pienums & Ducts; Clearance -Material -Support -Ins. 14. Gir ers-Sills-Aqchor Bolts -Joists -Vents -Cripples nsulation .004 Da -e Card B-1 Date Card B-1 Da_e Card B-1 Date Card B-1 Dare PLUMBING (Permit) OK except #'s 16. Water Htr.; Vent -Access -Combustion Air -Baffle 17. Water Pipe; Test & Anchor -Nail Protection 1 W.V.; Test -Fittings & Anchor -Nail Protection 1q/Shower Pan; Test, First Floor -Tub Access L, T 20. Test Tub & Shower, Second Floor -Tub Access 21. Gas Pipe; Size & Anchors Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELECT=AL (Permit) OK except #'s & Transformer Cl OT Alec. Receptacles Spacing -Lights & Switches at Doors � i e Boxes & No. of Conductors -Stapled omex Installed Close to Edge of Studs & C.J. quip. Ground made up w/Meth. Fastners-Bond Gas & Water 2 Appliance Circuts in Kitchen & Conductor Size/GFI -28. Subfeed Wire Size / / ga. Cu or/�%>.C. Wire Size / / ga. j 4'�!Cu or Al C -Al v 29. Range Circ. /Q/ ga. Cu OrwMven Circ. / / ga. Cu or Al. Insulated Neutral O Yes O No rvice-Riser Conductors & Ground -Main Disconnect x-E_qjjip. Clearances Panels-Motors-Mech. Equip. Xf_Qlothes Closet Light -Shower Light -Spa Light Smoke Detector Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MrECHANICAL Permit) OK except #'s A.C. Ducts Insulation & Support Vent Fan; Exhaust above insulation 3 Condensate Drain & Overflow; Size & Grade 3 Furnance-Vent; Access -Comb. Air -Return Air Vent -115 outlet Attic Access & Platform if Furnance in Attic Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FRA NG (Plans) OK except #'s 3 Sil , Proper Material & Anchors 0. ails Studs -Nailing, Spacing & Bracing -Plates -Sound 1. Bearing Walls over Girders & Floor Nailing 41 Oraft Stop in Walls (rat proof) Fire Stops; Furred Ceilings -Stairs -Chases -Tub ,d . Headers & Beam -Size & Bearing 4 Ingle & Duplex) Y , Date FRAMING (Continued) Hangers -Post Caps -Anchors -Connectors 40"Cing. Joist-Rftr. ties -Pu rlin -roof Brac-Trus -S ng.-Rfng. �/ W Fireplace Ties or Type A Flue -Fireplace Thioft clearance 8. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles #9. drm. Windows or Exiting Doors -Sill Hgt. & Dimensions arage Fire Protection Framing roperty Line Firewall & Openings id. Doors -One T -Check Garage -3rd Story, 2 Exits . Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 54/plywood on Roof Overhang -Attic Vents -Rafter Outriggers iding-Nailing Veneer y6tucco Mesh -Drip Screed -Fd. Vents-Underflr. Access /6f. Glazing Area -Glass Protection -Skylights -Plastic Shear Walls; Nailing -Bolts 59. Insulation -Walls -Ceilings 60. 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 61. Ext. Steps -Door & Sidelight Protection -Landings 62. Smoke Detector 63. Furnace; Vents -Clearance -Comb. Air -Connector - In Garage; Above Floor -Ducts -Meeh. Protection 64. Bedroom Exiting 65. G.F.I. & Bath Fixtures & Tub Access -Spa 66. Elec. Trim & Subpanel; Breaker Sizes & Labels 67. Stairs & Rails 68. Fireplace or Stove; Clearances -Hearth 69. Elec. Outlets at Wood Panel; Int. & Ext. 70. Kit.Fixt. & Appliance; Grnd.-Air Gap -Cooking Clearance 71. Elec. Outlets & Receptacles at Kit. Counter 72. Garage Fire Door; Swing -Landing -Closer 73. A.C.-Ddft in Garage -Damper 74. Wtr. Htr.; Vents -Clearance -Comb. Air-Connector-P.R.V. In Garage; Above Floor-Mech. Protection 75. Plb., Elec. & Mech. Equip. Listed for Location 76. Elec. Receptacles in Garage; (G.F.I.)-Romex Protection 77. Insulation -Foam -Looked in Attic 0 Yes 78. Guard Rails & Deck Construction -Post Caps 79. Fdn. Vents & Crawl Hole Door -Drainage & Wood -Earth Clearance Looked under Floor ❑ Yes 80. Following instld.; Drive ❑ Yes O No; Walks ❑ Yes ❑ No; Planters 0 Yes 11 No 81. Stucco; Brown -Finish 82. A.C. Unit; Disconnect, Electrical, Plumbing 83. Vents Above Roof; Plbg.-Appliance-Fireplace.-Clearance to Openings 84. Water Well; Disconnect, Electrical, Plumbing 85. Exterior Elec. Trim; G.F.I. Receptacle -Underground 86. Ventilation Throughout House 87. Glass Protection 88. Corrections from Previous Inspections 89. Gas Test -Meters Tagged; Gas -Electric 90. Water & Sewer Connected -C/O to Grade -HD Approval 91. Energy Compliance Certificate -Other Certificates Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: (NOTE: An entry must be made each time you visit job site) /7/0 s COUNTY OF BUTTE- DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive - Oroville, California 95965 - Telephone (916) 538-7541 PERMIT ny0. APPLICATION AND PERMIT 95-0265 / ASSESSOR PARCEL NUMBER r 11-71-05 ZONING PUD BUILDING PERMIT OWNER JOE HOGAN TELEPHONE SO, FT, OCC. BUILDING VALUATION OWNERS MAILING ADDRESS PO BOX 300195 ESCONDIDO, 92038 5773 R 311 742.00 984 ti 17 712.00 CONTRACTOR'S NAME JOHN LINHART TELEPHONE 342-6563 CONTRACTORS MAILING ADDRESS 66 HENSHAW CHICO Fireplace CONSTRUCTION LENDER UNKNOWN Total Valuation $ ENDER'S MAILING ADDRESS Fling Fee $ 20,00 Permit Fee $ 1469.00 ARCHITECT OR ENGINEER LICENSE NO. -Plan Checking Fee $ LL Energy Plan Checking Fee $ ARCHITECT OR ENGINEERS MAILING ADDRESS Penalty $ BUILDING ADDRESS 81 FALCONS POINTE DR PERMITFEE S 2446. 5 PLUMBING PERMIT Filing Fee 20.00 Each Trap 7.00 147, 01 LOT NO. 5 SUBDNIS ION'S NAME FALCONS PQTNTF PARCEL MAP 126 P) /()2 Solar Or heat pump water heater 23.00 USEOFSTRUCTURE SF Y] Duplex ❑ Mobilehome ❑ Other SPECIFY Water piping 15.00 19-0 Each gas water heater or vent 15.00 - Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 TYPE OF WORK New 9 Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: 4 BEDROOM Mobile Home IS I GI W @20.00 PERMITFEE $ Contractor ELECTRICAL PERMIT Filina Fee 20:00 Main Service 600V OR Ess ( 200A OR ESS ) 23.00 Main Service ( 200A To IOOOA ) 46.00 11ti LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is i full force nd effect. License Class Lic. No. fZ203 OW ER -BUILDER DECLARATION 1 hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project.l ❑ 1 am exempt under Sec. Business and Professions Code for this reason NEW CONST. DWELLING OCCUP. OR ADDNS. ( 8. ACC. BLDS. ) SO. 3.5¢ FT. 36 NEW CONST.MULTI-OUTLET NON-RESID. BRANCH CIRCUITS ) @7.50 WER9 ( 8 SLING E OUTLETT CIR. ) Ex. Occup. (OUTLET OR FIXTURES ) 20 Q 1.00 aAL EX. Occup.FIXED APPLNS. OR (OUTLETS (RESID.) EA ) 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMITFEE s 325.50 Contractor WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier MECHANICAL PERMIT Filing Fee 20.00 Heating 250K 20.00 Cooling 9T 20.00 Hood 6.50 Ventilation PERMITFEE $ 66. 50 Contractor Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) �ertify 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 provis• ns of section 3700 of the Labor Code, I shall forthwi comp with ose vis ns. r X __ Date - Sig to of icant - ❑Owner ontractor ❑ Agent An OSHA permit is required for excavations over 60" deep and de olition or co t ction of structures over 3 stories in height. G� Z��� `? Olf�� Mobile Home Installation Fee $ Energy Inspection Fee $ 46.00 Occ R3 coNs. TOTAL FEE $ 3111.85 HAZ. D. FEES IMP FLOOD X COF X PARCEL PD HD X - ISSUE This permit is hereby issued under the of the Butte County Code and/or indicated above for which fees have B y / PER ITEXP SON��� applicable provisions Resolutions to do work been paid. Date V_ (Date) Receipt No. '& [, WHITE•D.D.S.-B.D. CANARY -AS ESSOR INK-INSPEC GOLDEN ROD -APPLICANT r' u ?UlTS COUNTY PARKS. DVMWPN&r1MgCERTIFICATI0N FORM ' y CHICOU�'ARTs�4 RECREATION AND PARK DISTRICT Assessor Parcel Number (s ) J r. F Property Owner,:Sp Project Location/Address !/ > Subdivision Lot Lot Number (s ) Residential Development: (check one),, New Development; Alteration/Addition Mobilehome(s) Non-Resident-ial ' to Residential Total Number of Dwelling Units Comment: x �/' -10 0 � �'4' 0 zel. ' e� ilding De ar men epresentative ti ate Chico Area Recreation and Park District(CARD) certifies that 1 It (Applicant Nam(o 0 (3) (Street Address) (City) State 3�!� D1K Phone Number •sir Zip Code has complied with the requirements of Butte Co. Resolution No. 90-140 by d G� payment for ' dwelling units @ $1,189 for total payment of $ t O CARD presentative PAID BY CHECK NO. REMARKS: BANK NO. I to - ( & I I Z 20/ 17 (� PAID BY CASH N A RECEIPT � a3 ate r � • Distribution: White --Applicant Yellow --Butte Co. Building Dept. Pink --CA I Ua RP! ldenrod--City of Chico Building Dept. park. fee ( form revised 11/90) ----- f�yJ i2:ir ri �J2f�7b3I titG:. #11�9.�0 C� COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 1 7 County Center Drive - Oroville, California 95965 - Telephone (916) 538-75 PE APPLICATION AND PERMIT ASSESSOR PARCEL NUMBERzo"'"° 1P14b BUILDING PERMIT OWNER *,rot TELEPHONE SO. FT. OCC. BUILDING VALUATION OWNEWS MAILING AOOR 03y IZ4I CONTRACTOWS NAME TELEPHONE Lam' a 3!z CONrRACTOWSMAIUNO O W Freplace ihw. —7000 Total Valuation S CONSTRUCTION LENDER UNKNOWN LENDER'S MAILING ADDRESS Fling Fee $ 20.00 Permit Fee $ 4a -� ARCHITECT OR ENGWEER LICENSE NO. Plan Checking Fee $ ARCHITECT OR ENGWEEWS MAILING ADDRESS Energy Plan Checking Fee $ Penalty $ BUILDING ADDRESS /� PERMIT FEE $ PLUMBING PERMIT Filing Feel 20.00 Each Trap 7.00 /.q Solar or heat pump water heater 23.00 LOT NO. SUBDIVISION'S NAMEpAR MApQ J p� Water piping 15.00 /5 Each gas water heater or vent 15.00 130— USE OF STRUCTURE 5 Duplex O Mobilehome O Other SPECIFY Gas piping system 1 - 5 outlets 15.00 s Building sewer 15.00 s Mobile Home S G I W @20.00 TYPE OF WORK New a Addition ❑ Remodel O Utilities O Installation ❑ Other O Describe Work: PERMIT FEE 1 $ �-� Contractor ELECTRICAL PERMIT Filing Fee 20.00 Main ServiceBOOV OR LESS ( 200A OR LESS ) 23.00 ' Main Service ( 200A TO IOOOA ) 46.00 --- NEW CONST. DWELLING OCCUP. OR AODNS. ( a ACC. SLOS. ) 3.5C FTBO,- CONTRACTORS LICENSE LAW I declare under penalty of perjury (check one) O 1 am a licensed under provisions of Chapter 9, Division 3 of the Business and Professions Code and my license is in full force and effect. License No. Classification ❑ 1, as the owner, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. (Sec 7044) O I, as the owner, am exclusively contracting with licensed contractors. (Sec 7044) O 1 am exempt under Sec. Business and Professions Code forthis reason WORKER'S COMPENSATION INSURANCE I declare under penalty of perjury (check one): O This permit is for S 100.00 (valuation) or less. O 1 have placed on file with the County of Butte Dept. of Development Services, Building Division a Certificate of Workmen's Compensation Insurance or a Certificate of Consent to Self -insure. O I shall not employ any person in any manner so as to become subject to the Worker's Compensation laws of California. Notice to Applicant: If after making this statement, should you become subject to the Worker's Compensation provisions of the Labor Code, you must forthwith comply with such provisions or this permit will be revoked. NEW CONST. MULTI.OUTLET .NON RESIO. ( BRANCII CIRCUITS ) @7.50 ( POWEn APPARATUS ) a SINGLE CUTLET CIR. Ex. Occup. ( OUrLET OR FIXTURES ) 20 Q t.00 HAL. .0 50 Ex. Occup. ( OUrLETSPRE S..I R I 5. Temporary Service 23.00 17,-& Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE S 3 Contractor MECHANICAL PERMIT Filing Fee 20.00 Heating 2 Cooling Hood 6.50 Ventilation PERMIT FEE S I certify that I have read this application and state that the above information is correct. I agree to comply to all Butte County Ordinances and California State Laws relating to building construction, and hereby authorize representatives of the County of Butte to enter upon the above mentioned property for inspection purposes. I also agree to save, indemnify and keep harmless the County of Butte against all liabilities, judgments, costs, and expenses which may in any way accrue against said County in consequence of the granting of this permit. X Date /5 9S Signature of Applicant - O Owner O Contractor O Agent An OSHA permit is required for excavations over 5"0" deep and demolition or construction of s ructures over 3 storie in height. Contractor Mobile Home Installation Fee $ Energy Inspection Fee $ leg GN r I PE TOTAL FEE $3// I HA2. O. FEES P( FLOPI c A I I H I ISSUE This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. By Date PERMIT EXPIRES ON /Dare/ C 0 3 1- q S I? 0 g 1 ID Receipt o. WHITE-O.O.S.-B. . CANARY -ASSES OR PINK -INSPECTOR GOLDENROD -APPLICANT COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 1469 Humboldt Road, Chico, CA - >491C)) 891-3751 7 County Center Drive, Oroville, CA - (916) 538-7541 747 Elliott Road, Paradise, CA - (916) 872-6307 CORRECTION NOTICE PERMIT NO. A routine i spection indicates that the following violations of Butte County Ordinances exist at the abov address and should be corrected. Please notify this office when correction of work is com eted. If you have any questions pertaining to this matter, or need additional explanation, PI eas contact this office immediately. U( -'7t- 4�7-1 F2sa c,�s/ o� r> Dour �-- �W6 us J Da-te '—(P— 7 Insp REV 10/92 COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVEL.AOPMENT SERVICES 1469 Humboldt Road, Chico, CA - (916) 891-2751 7 County Center Drive, Oroville, CA - (916) 538=7541 747 Elliott Road, Paradise, CA - (916) 872-6307 CORRECTION NOTICE =2�5 PERMIT NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected: Please notify this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. Date Inspector REV 10/92 2 (p E.H. USE ONLY Plot Plan Anadwd Flom Plan AU=W CO Seat to B.D. I a TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance ej- -1�-- O Location AP# Plan Approved for: Sewage Disposal Water Supply: Public Private Well Clearance for bedroom mobile home. Other Hold final7for: I YC . , Final -Clearance -O': &. for: %F NOTE: 17 ,ntal Health Specialist t Date 8/92 G.H. USE ONLY riot ri.» Attached sc„, 1„ ii.i). TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance 14M C4 n er Location AP/# Plan Approved for: Sewage Disposal Water Supply: Public Private Well Clearance for bedroom mobile home. Other �ol`djEn alffor Final clearance O.K. for: NOTE: Eri fonmental Health Specialist 8/92 I - Date John Linhart General Contractor 669 Henshaw Ave. Chico,CA 95926 Butte County Building Inspection Chico Office 1469 Humboldt Rd. Chico, CA 95928 27 September 1996 To whom it may concern, With this letter 1, John Linhart, release to Joe Hogan all pen -nits concerning the residence at 81 Falcon's Point Drive for transfer into his name. As of 24 September 1996 1 am)ao longer General Contractor of this construction project, and therefore release all responsibility for these permits to Mr. Hogan. Sincerely, John Linhart -6+ *-'F ! i J. 4 i + 4 4, + .4 1 j: .4 *4 4 4 T + TRANSACTION REPORT P.01 OCT- 3-96 THU 8 : 16 DATE START RECEIVER TX TIME PAGES TYPE - NOTE OCT- 3 8:15 75382140 43" 1 SEND 7LO OK % k�-Q , 2� J �a FIELD REPORT HOGEN RESIDENCE - SEPT. 28, 1995 PERMIT # 95-0265 APN 11710-005 To: Project and Inspection File From: George Kellogg, Plan Check Engineer Summary: Background: Frank Glazewski, designer with Bruno & Hawkins (project engineers) called on 9/27/95 to express ooncern over as -built retaining walls not being built per design. A meeting was arranged;,(on site for the following day. Site Visit: Present: George Kellogg, Plan Check Engineer League, Bldg. Inspector Bart Lean Goldmann, Designer Frank Glazewski, Designer John Linhart,-General Contractor Apparent Sit'ation o.f Concern: Retain were-, 1 of ;,cas design Hawkin subj ec surcha bent a fit co Action Be CC: Frank Glazewski, Lenn Goldmannn John Linhart Joe Hogan g Walls around basement area built of concrete block instead inplace concrete 2) taller than by Architect/Engineer (Gary in fireplace area and therefore to unanticipated fireplace e 3) some footing dowels were upper reinforcing displaced to rete masonry units. Taken: * Arch"'rect/Engineer to continue with an on-goin(., investigation to determine.as- built cI'ndition of CMU retaining walls. * Archi'tect/Engineer to provide design correction required for as -built situatii'' n. * Contractor to discontinue work in effected area until correction developed, installed and approved. * Count)" building department to review and approve correction and field inspect6rs to verify installation. Bruno & Havikins 71 AIRCHI': EC'i`VT,c-, ENGINEEIRING SPEC-IA-LIS'I,S 20 CONSTITUTION ]7Rxv::, SuxTr I CIIICo. CALIFORrg1A 95926 Tzr=FHONE 926-892-9715 October 23, 1995 J��� Sh D Irl l�Kl.l. County of Butte Building Division I-r+-Vo,%:7- 7 County Center Drive(,� /t'LL Oroville, CA 95966 -,FTC. oA�� f �- S "' Attn: Mr. George -Kell gg T� RE: RETAINING WALLS A JOE HOsAN.RESIDENCE LOT 5 FALCONS POI TE, CHICO, CALIFORRIA Dear Mr. Kellogg: Pursuant to a telephone conversation with Lenn Goldmann, effective October 10, 1995, Architectural Engineering Specialists (A.E.S.) is no longer involved with the .engineering related to the retaining wall repairs at the above referenced residence. As you are aware, a large portion of ';the retaining walls recently constructed at this job site were. , incorrectly constructed of- masonry instead of concrete. The fol.lowi.ng is a summary of our 'knowledge and concerns regarding the matter. During the week of ;.September 11, 1995, I spoke with Donna Rose at Lenn Goldmann's office regarding this project.. She* requested clarification of a*.detail. on -tile plans:* The conversation raised concerns that the -retaining walls had not been constructed using concrete as the plans specified''. On September 15, 1995, I received a telephone call from Lenn Goldmann confirming that the retaining walls had, in fact.,..been.constructed of masonry and not concrete. An hour later,. I met Mr. Goldmann at his office and we proceeded to the job site to determine a course of action. At this time, Mr. Goldmann informed me that he had authorized the contractor to substitute masonry for concrete due to the cost difference. He did not consult with us or request our permission before authorizing the substitution. At that time,.I told Mr. Goldmann it would be necessary to obtain as much. information about the walls as possible, to determine if the wall could effectively be repaired. I requested that he provide verifiable information relating to the depth, spacing and size of reinforcing in the as -built wall. Page 1 of 3 7 o Ai:ZCii1TE, CTUR,AL ENGINEERING SPFCI.P LISTS $0 CONSTITUTION DrUVF, SUITE 1 Cixlco. CALIFORNIA 1..45926 TEL,xppHoNE 916-892-471$ s October 23, 1995 County of Butte Building Division 7 County Center Drive Oroville, CA 95966 Attn: Mr. George Kellogg RE: RETAINING WALLS AT JOE HOGAN RESIDENCE LOT 5 FALCONS POINTE, CHICO, CALIFORNIA Dear Mr. Kellogg: Pursuant to a telephone conversation with Lenn Goldmann, effective October 10, 1995, Architectural Engineering Specialists (A.E.S.) is no longer involved with the engineering related to the retaining wall repairs at the above referenced residence. As you are aware, a large portion of -the retaining walls recently constructed at this job site were incorrectly constructed of masonry instead of concrete. The following is a summary of our knowledge and concerns regarding the matter. During the week of September 11, 1995, I spoke with Donna Rose at Lenn Goldmann's office regarding this project. She requested clarification of a detail on the plans. The conversation raised concerns that the retaining wails had.not been constructed using concrete as the plans specified. On September 15, 1995, I received a telephone call from Lenn Goldmann confirming that the retaining walls had, in fact, been constructed of masonry and not concrete. An hour later, I met Mr. Goldmann at his office and we proceeded to the job site to determine a course of action. At this time, Mr. Goldmann informed me that he had authorized the contractor to substitute masonry for concrete due to the cost difference. He did not consult with us or request our permission before authorizing the substitution. At that time, I told Mr. Goldmann it would be necessary to obtain as much information about the walls as possible, to determine if the wall. could effectively be repaired. I requested that he provide verifiable information relating to the depth, spacing and size of reinforcing in the as -built wall. Page 1 of :3 HOGAN RESIDENCE Page 2 of 3 On October 4, 1995, I met with Cliff Curry, from Kleinfelder, at the job site. He used an "R -Meter" to determine the spacing, and the depth of the reinforcing relative to the face of the wall. The contractor had indicated that,he had used #5 bars and had modified the spacings as necessary to comply with the block module. Mr. Curry's test indicated that the reinforcing is #5 at 8" o.c. vertically and ##5 at 16" o.c. horizontally. The plans called for reinforcement of #5 at 9" o.c. vertically and #5 at 15" o.c. horizontally in the concrete wall. The plans specified that the reinforcing was to be placed near the dirt face of the wall. The test indicated that the reinforcing had been placed near the Opposite face of- the wall. This placement in a cantilevered retaining wall renders the. reinforcing very ineffective. Calculations for the wall as constructed show stresses in excess of 700% of allowable. Please also note that our plans indicate a maximum backfill of 9', where actual backfill appears to be 10' maximum. A quick check of the wall, assuming support top and bottom, trying to take advantage of the mis-located reinforcing, shows a stress in excess of 180% of allowable. Use of the floor to support the top of the wall will require redesign of the floor diaphragm and the shear walls. The change to masonry raises additional concerns including bearing capacity at columns, capacity of inserts, failure to install inserts and possibly others. Applied Testing Consultants were retained to take several core samples of the masonry wall. I spoke with Mark Hayden at Applied Testing on October 11, 1995 regarding this matter. Mr. Hayden stated that the cores showed poor consolidation of the grout as well as poor bond to the reinforcing. These results would certainly disallow any overstresses in the design of the as --built wall. Other items of concern are as follows:: 1. The fireplace footing at the, living room fireplace surcharges the retaining wall. The height of this wall and'the relative elevation of .the fireplace footing doesn't match that shown on the approved plans. The resulting surcharge was not considered in the original design. 2. The family room fireplace base was intended to be constructed of concrete. It will be necessary for the new engineer to demonstrate that the masonry walls as constructed will provide adequate support for the eccentric loading from the fireplace above. OCT -24-95 TUE 13:50 BRUNO & HAWKINS 8930532 P.03 HOGAN RESIDENCE Page 3 of 3 3. Anchor bolts for one end of the steel frame at line 5 were omitted on the unapproved masonry construction. It will be necessary for the new engineer to design a .new base anchorage. Since, we are Architect/Engineer of record for the project, we are very concerned about our liability. In addition, we have been advised by Mr. Goldmann that we are no longer involved with the engineering or in this project. As such, we can no longer assume any liability or responsibility and request that you remove our name as architect of record. Thankyo f your assistance with this matter. Sincer Glazewski A itectu,ral Engineering Specialists FG:bf cc: Lenn Goldmann Joe Hogan John Linhart Charles Roberts Robert McGhie, attorney d(9—c0 --?- 16 kc—\V--n 11 6F�5 T'x , ---) q •2& •9�- FIELD REPORT HOGEN RESIDENCE.- SEPT.,28, 1995 PERMIT # 95-0265 APN 11-710-005 To: Project and Inspection Files From: George Kellogg, Plan Check Engineer Summary: Background: Frank Glazewski, designer with Bruno & Hawkins (project engineers) called on 9/27/95 to express concern over as -built retaining walls not b,e`ing built per design. A meeting was arranged on site for the following day. Site Visit: Present: George Kellogg, Plan Check Engineer Bart League, Bldg. Inspector Lenn.Goldmann, Designer Frank Glazewski, Designer John tinhart, General Contractor Apparent Situation of Concern: Retaining Walls around basement area were 1), built of concrete block instead of cast inplace concrete 2) taller than G� _( designed by Architect/Engineer (Gary Hawkins) in fireplace area and therefore subject to -unanticipated fireplace surcharge 3) some footing dowels were bent and upper reinforcing displaced to fit concrete masonry units. Action Being.Taken: * Architect/Engineer to continue with an on-going investigation to determine as - built condition of CMU retaining walls. * Architect/Engineer to provide design _correction required for as -built situation. * Contractor to discontinue work in effected area until correction developed, installed and approved. * County building department to review and approve correction and field inspectors to verify installation. Pc: Frank Glazewski, Bruno & Hawkins Lenn Goldmannn John Linhart Joe Hogan I INSULATION CERTIFICATE Address: 81 FALCON'S POINTE DRIVE County: BUTTE Description of Installation 1. ROOF Material: Thickness (inches): 2. CEILING City: CHICO Subdivision: Brand Name: Thermal Resistance Lot: Batt or Blanket Type: Fiberglass Batts Brand Name: CertainTeed Thickness (inchess): 12" Thermal Resistance R-38 Loose Fill Type: Brand Name: Contractor/s min installed weight/ft lb Minimum thickness inches Manufacturer's installed weight per square foot to achieve Thermal Resistance 3. EXTERIOR WALL Frame Type A. Cavity Insulation Material: glow -In -Blanket (BIBs) Thickness (inches): 5.5" B. Exterior Foam Sheathing Material: Thickness (inches): 4. RAISED FLOOR y Material: `Fiberglass Batts' Thickhess(inches): 6.25" 5. SLtiB FLOOR/PERIMETER Material: Thickness (inches): Perimeter Insulation Depth (inches): 6. FOUNDATION WALL Material: Thickness (inches): Declaration Brand Name: Insul-Safe III Thermal Resisitance R-23 BB Brand Name: Thermal Resisitance (R -Value): Brand Name:'CertainTeed Thermal Resistance R-19 Brand Name: Thermal Resistance: Brand Name: Thermal Resistance (R -Value): I hereby certify that the above insulation was installed in the building at the above location in conformance with the current Energy Efficiency Standards for residential buildings (Title 24, Part 6, California Code of Regulations) as indicated on the Certificate of Compliance, where applicable. DAN HANSEN Monday; September 15; `1997 Installing Subcontractor S/iasta� Holy Chico Redding, Chico f 81010I. -M-2- 6411 ti FROM HOME OFF i r_E JTF� 1085 PJ�+''",E rdi = - Der..`C � 9; X14: t�SPM F1 _•tr-_ea- _.1T c,_ _ - , ,In Lrt•4 :.ate- - o� `... . • ql Jf, Fa Vii, fp�j{ �3 n M A N G E r AT E �„;,y�f...;.e%�j'EY+.=i1°:.. . _ � - "-ti.a�.l "s—"-_'S`T • `� .al�.Ir •kms+ a.iAL1iEY!'s•'��_ '�/r'l dL?FRSICt'� _ 1'•''r�•ry'hAC°iut��aEr� PEREBY �:ER11FIES are masked with that the produrts ,dGM fi0-d b2`�:�a atPd O^1 ,.t, ;�-ds!~ T�^,,.�t'JOS � � YRI l(;10^J (A1TC) and Were the Collective PAark at tl-a A"f ER1CA. J I"u� + , ° i°!' OF' p: c(,,t manufactured in conformance Witt, app' ,' y? i� '=`'i-ict ,4�yiet':;=,r NA11or+yl Standard ANSifAITC A190.1-1992 Stt'+�cttJrai alt:r,GJ LaRlinatPt� I it �hgr a ,;; ►h3! such manUMetui o has been at our punt !n 17i"c'1:� 1rt _,_.__ . _ ._-__ :'h •} 'ly control S a Qril �,t t, -s a�j,: tf approvt-d by the inspPctinn BUiPat7 Of the itiSTt7L-TE Or= T!.'�C3!~ CONSTRUCTION and inspertad per!0,jic?tIJy by s.rr;n 6",zea— Keller L retie,. Sale, , ,-r. —--- JOS! 17CAlICN e, CA NO 24F -V4 WP iglu, A,-, r; ,:u [�11.i'tdCy C!Jnt:LO� e)J�1'c. VC 5 ^'.._.� �.-- Y...-wir:.�..s:,cyy,_,;.Sn-=_:,�y:s�,_,;c:;.:--...._,-�a.cx.;.�-•s^c"-_- :.�,�,,,;_..,_'c�'.---�'�." AITC HEREBY (3ERTIFIES that r;or`np-ani iit Te : d �I�nt !cen�r:d �y the T T ! ,t �l P .,,TION bo US3 .ftp { t,� M •C�1 ° . Mark in respect A 1Ef=ctCAt� IMS , ITtJT!_ OF r IMSER Cr A, i �. p of products which 'J!h clr.ollicable t, :_ n; Of �:at '°,o ; = ; uacy of 1h9 gUaI- Ity control SVStetT, elleet st said -'?nt =S PO',`�!i` -fed =' :� �'°",:�3(S by the It lSp .00n Surea!t of the AMI -PIC AN INST11-UYF OF -i !VF3IL � � �n�ST'?V �Tlr✓h, �.r�d 'that, in lho judgement of AITC, said company is capable of ,J1h app!.!c;4ble and testing provisions of said Slandard in respect of prniluctt T'i tr1!I'r^-urp-d at sad pian!.Conf_rrt :�nrP Wittl tho Standard in respect of Any specific or particular pr'O�Iuct : the s:r'.a rasppr s!bil;t of trig rt2nulactUier; AiiCS guatantee hereunder being that the said co npany i ;,t d'.!` eCi to prUdiire a pr,duct meeting the said Standard and that its plant is p8riodic.-1'Iv !n�;.�ecte� Li,,d vcarifia(l by the RITC i,-!spectJon BUresu. A!tC FORM !ha A I T C Cr ': h'.' .-.-It, 6 ''�;_r. 9 2 � 0 21.112 3 AMILMiCAN INSTITUTE OF TIMBER CONSTRUCTION n ( - ♦ 111 ' •� i i99? AMERt.AN H03TI T U ti E OF TIM8En CO STRUCTION I FROM : HOME & OFFICE INTERIORS F HC't i= NO. =EF• -2Ct. : i SAT 07 i'= F _r: nF•1 L Sha F G E P', Ti/ Sap. 20 1997 04:05PM P1 . _ '2-.4 2 r_•cr. _ F. Lt2 � ITPU W 0N�-u E �. /HF UNOF_l?SIGNED A.44NUrAC?tJrrER HCRLE- Y CERTIFIES tfiat the prodxAs identified beio,�,v artc.i mow! aitached sheets t,os, __ ��._ are marked with the Collective Mark of the AMERICAN tj7t= OE TIMBS IR QONS i R;ICTION (AITC) and Were manufactured in ccn!orr-nance with appticanie P-c:vtzio-,v, c,t Arnorican t•Saticnai Stannard ANSUAITC A190.1-10.92, Stru^tur`il r`i-.ted LamirZ,,ited `ri!r.'iee, a;,d tnai , �jQh r1,40Ufar tyre. has been at our }dant In •�_ ,-.+. .�� r—. --------. _, whir,h giant has e quality control system apptovPq tay the Inspection Bureau of he ME.RiCAN iNST;TUTE OF T'iMBER CONSTRUCTION anti lm$pected periodically by such Bu'leal.: JOB NAME: _�. i'.el.ler LU.tr,b Say E,L 308 tokDATIOP. Ae9.t_9, GA -- -- — — -- - — — --- CUSTOMER S nRDEq NO 5 ORDER Nt>. �61t5�D 24F -V4, WP cal= GIVe, ,A,f:`4 r,, rn:9v ttir� S;GN/1TURE_,�Gs- t � 1- --�.` •. --- _ -- .'?:SP,tN', — —�il l:`c�- -_-.�_ TITLE t: 0,xi .Col.-----APCSFES.SFC9. 297 ..a.-�..�.s-,�.w..w.•�.,e,....�...rs.�,....,.:..,«....--_^�re�.•r�-r.a..-am..�.a...z.w,.....ase.+n.�.+e �,��aeRn..� AITC HEREBY CERTIFIES IFIES that cornpany at its said plant is licensed by the AMERICAN INSTITUTE OF TQABER GONSTPUC t ION to lase ti-,,) RITC dollective Mark In respecf of products which comply with Applicable P ovisiens col; said Standard, that the adequacy of the qual- ity control System in effect. at said plant is y;?!lo!7 C3iii irlsprcted and verified by the Inspection Bureau of the AtaEpICAN INSTITUTE CF TIMBER CONSTRUCTION. and that, in the judgement of RITC, Said company is capab!e of cornpl`•.nr� with apolicabie rnallufa cturing and testing provisions of said Standard in repect of procitrc•� ---,inuf actw-E;d at said Want. t:or&rmarice with the Standard in respect of any specific or particu Ai ; !�_: is th-: s, Ir responstl;ility of the manufacturer; AITC'S guarantee h8re LliiCiRr being that the � hitt corrVany is q:-:at!fied !o produce i, rodr)ct meeting lhr., Laid Standard and that its plant is pefiodir_.fali;r irlsper..'ted and veril.1' d btu the AITQ inspection Bureau. AP'C FO.PM I13C AI; CG'E?lfft!C�ite; [Vc. 92-' 0 *,U, 14 1 AMERICAN 1NSTITUTC OF TIMBER CONSTRUCTION 00� V,'� R!CAN WSTITUTE Or 'TitABEP CONSTRUCTION FROM : HOME & OFFICE INTERIORS PH'lt E NO. 9G74c-*12010 SEP -2h-97 SAT 03 :20 Prl Y yHt-1 L- I lv mid Sep. 20 1997 04:09PM P2 c > C, 0 !, 4f-, »rF..,.� � �;:�y��.{.>:���.vr`l�X'�i�`iti.�thR`�,'ST7i��`���".�(�?y`aer3r�''►�.6vF7ae4W,"r"✓�3�++N'e`�'#a�r"'w"'."'..'""*�``";�,� t BUTTE,COUNTY.SCHOOLS IMPACT FEE CERTIFICATION FORM (One Form Per Building) School District ,e�.6 Building bepartment No. _ A.P. Number Jurisdiction ❑ City 'Oe County Property Owner , r Property Locaticn/Address L �O1J17� Q,Q, 1 Subdivison,eOws Lot No. - o Residential Developmentn ❑ ❑ Sq. Footage �7 No..o Living MHI Addition (Group R) . Units Commercial/Industrial ❑ ❑ Sq. Footage New Addition (Including Exterior Roofed Areas) 002 Date (Floor Plans reviewed by School District Personnel) District Identifica ion No. School District certifies that P6 ,360195" (Street Address) (City) (Applicant) . ip Code) has complied with the requirements of Resolution No. 9 - by payment of $ 9,9 representing,rj" �� square feet. ❑ Check here if fee received represents "Full Mitigation". &1a3 School District Rqpresentative Date Paid by Check # �� Remarks: Bank Number Paid by Cash If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification For -n,, the,School District is notified by the applicable Local Planning Agency that4his project is being reviewed under. the California Environmental Quality Act (CEQA), this project may be subject to additional schocI fees to fully mitigate its impact on the school district's schools. White (applicant), Y?Ilow (building department), Pink (school district) feeformmkl (a/ea) rr'�-i-.w..-�..t*�..,�,r'•.,a�v^y:�.!"„".r'�y�Y•'�-.��. ^.«�.'�r..�1..�4'ti�'�-1�.�'r'rear`.�,�.a•r,�f�,-.ni+�"3��.a-.,nt'v-�"n"`'"k,y;�,,«"t"it•P.,,,;+'".'..•:rt�.�,�K..-., .,1 m... ':w-:-.��"„'.r,..: .. r h COUNTYOF BUTTE - DEPARTMENTOF DEVELOPMENT SERVICES -BUILDING DIVISION M _A � 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA95965 -TELEPHONE (916) 538-7541 PERMIT APPLICATION DATA SHEET OWNER.S.�L- 7a 25" A. P. No. Proposed Building Use Building Inspector I JAI- Date At time of permit application, I was advised the following data must be submitted prior to permit processing and/or issuance: DATE RECEIVED BY 1. All items have been submitted......................................... 2. Plot pins, 3/4 sets, signed by preparer of plans . .......................... 3. Compete plans, 3/4 sets, signed by preparer of plans . ...................... 4. Engineered plans and calcs, 3/4 sets, with wet signature on plans . ............. 5. Hazardous Material Form . ............................................ 6. Energy Design Compliance and supporting documentation . .................. 7. Statement of Intent for Non -Heated and A/C Buildings . ...................... r, 8. Engineered truss details and layout in duplicate (required prior to plan check). ... . VV 9. Mobil -home data and manufactture�nstallation instructions, 2 sets. . 10. Fees of $ �.1.•� . 11. 1 a& fees as shown on aflached schedule. ... ppr California Department of Forestry plan approval/ ees. 13. Flood elevation letter (100 year flood) by Californi ngineer. .................. 14. Sanitation and plot plan approval � Health Department . ............ 15. City o1 Chico plumbing permit . ........................................ . 16. Plot plbn and business license approval from City of Biggs/Gridley. ............. 17. Planni-ig approval for (A) Use: (B) Parking: 18. Contact Land Development about (A) Improvements (B) Drainage. ...........�� 19. Driveway permit (construction approval required prior to occupancy). . . Freanspedion request 20. Pre -inspection for required. .. to Building Inspector (Date) 21. Contractor's license information. (No., Name Style, Classification) . .............. Certificate of Workmans Compensation Insurance . .......................... 23. Owner -Builder Verification (Given to owner Mail to owner ) ............ 24. Recorded copy of Agricultural Acknowledgement Statement . .................. 25. Letter of signature authorization . ........................................ � 26. Copy of recorded deed of parcel creation and 60 right of way to a public road. .... . 27. Letter of intent on building use . ........................................ . 28. Mobile-lome utility clearance . .......................................... 29. Documentation of legal access . ..................... :.................. 30. Documentation of 50% subdivision developed or (A) Road improvements completed and (B) Parcel meets zoning area and frontage requirements . ............... 31. Existing violations/expired permits . ...................................... 32. Plan check li t.......... ........................................ When_you issue the pe -mit, process as follows: Mail to owner. Mail to contractor. Telephone -_- .5 and hold for pickup at 422rX7i-� office. D liver with inspector. Other Parcel Creation Acreage Applicant Date Copy of Haz-Mat form sent Health Dept. Fire Dept. Air Pollution Date Copy of plans sent Health Dept. Fire Dept. Other Date By The following data mus-: be submitted prio to rmit ance: J(,i rcIe new it t checked above). 1. Index permit for above items No. 2. Additional items req(ired: Contractor, designer, owner, was advised of above required data by _ phone _ mail Count r by _ Date Contractor, designer, owner, dv/ised of above requve data by _ phone _ mail Co ryby _ Date Plans checked by d!/ Date 3 'i S Plans approved by Date Sets of plans on hold in File cabinet AP folder1.7o,+7f Cop - Department of Put lic Works E.H. UV RNLY Plot Plan Anachad Floor Plm Anachad Seat to B.D. TO: Building Department FROM: Environmental . Health SUBJECT: Sanitation Clearance Q6 a rN rl JCOIL I S P6 1 OLIO, Owner Location Plan Approved for: Sewage Disposal ✓ Water Supply: Public Clearance for - c6 bedroom home. Other Hold final for: Final clearance O.K. for: NOTE: . Environmental 2/01) Specialist _ // Z/- o� AP# Private Well�� Act M� J/9.,5 Date COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BMDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE CA 95965 - TELEPHONE (916)'538-7541 OWNER PROPOSED BUILDING USE 1. 2. SCHOOL DISTRICT FEES (paid at District Office) ......................... SHERIFF FEES (paid at Building Department) /- Residential...... ) x -3 o =$ (pb unit amt. Commercial (sqft) x =$ sq.ft." amt. A. P. # 1-j— -7 DATE Z4 l REC.—# T'" DATE REC 3. URBAN AREA FEES (paid at Building Department) Residential (per unit)_x =$ # units amt. Commercial (per sq. ft) x =$ sq. ft. amt. 4. RECREATION DISTRICT FEES (paid at District Office') ......................... 5. DRAINAGE DISTRICT FEES (Contact Land Development Division) .............. 4 SRA FIRE INSPECTION AND PLAN CHECK = $89.00...... Z �j 1/j (paid at Building Department)' NEW -1 -VO -MI At time of permit application, I was advised the above fees are required to be paid prior to issuance of the permit. APPLICANT DATE All that real property situate in the County of Butte, State of California, described as follows: SC -C-6 ,d4,4 -k r/te---D Date: PROPERTY OWNERS: IF ag" 30gep`t A fYe° 4 sy,J State of C ' Qm*a ) County of ) On ..5/), before rme,-) personallappeared'.:Lc personally known to me (or proaid to me on the basis of satisfactory evidence) to be the person(s) whose name(s) Ware subscribed to the within instrument and acknowledged to me that helshe/they executed the same in his/her/their authorized capacity(ies), and th#lby his/her/their signatur(s) on the Instrument, the person(s), or the entity upon behalf of which the person(s) acted, ex ed the instrument. WITNESS my hand and official seal. OFFSFAL 97360 i D vMi W.J. GOLLING (A NOTARY NOTAFY PUBUC - CALIFORNIA co Signature Seal: Q COUNTY OF BUTTE _ 7 my Ion Expires Sept. 20, 199E A.P. // I I fir, Return to;, AGRICULT[JRAL STATEMENT OF ACKNOWLEDGEMENT Building division FOR RESIDENTIAL DEVELOPMENT Section 26-8.1 of the Butte County Code requires this acknowledgement be recorded prior to issuance of a building + I 4I permit. Rec Fee 12.00 I COP 2.00 The property described herein is adjacent to land or included Recorded I Check 14.00 within an area zoned for agricultural purposes, and residents Official Records I of this property may be subject to inconveniences or County of I discomfort arising from the use of agricultural chemicals, Butte I including, but not limited to herbicides, pesticides, and Candace J. Grubbs I fertilizers; and from the pursuit of agricultural operations - Recorder I including, but not limited to cultivation, plowing, spraying, 9: 17am 27 -Mar -95 I PUBL XX 3 pruning, and harvesting which occasionally generate dust,smoke, noise, and odor. Butte County has established agricultural zones which have as a priority use for productive agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: SC -C-6 ,d4,4 -k r/te---D Date: PROPERTY OWNERS: IF ag" 30gep`t A fYe° 4 sy,J State of C ' Qm*a ) County of ) On ..5/), before rme,-) personallappeared'.:Lc personally known to me (or proaid to me on the basis of satisfactory evidence) to be the person(s) whose name(s) Ware subscribed to the within instrument and acknowledged to me that helshe/they executed the same in his/her/their authorized capacity(ies), and th#lby his/her/their signatur(s) on the Instrument, the person(s), or the entity upon behalf of which the person(s) acted, ex ed the instrument. WITNESS my hand and official seal. OFFSFAL 97360 i D vMi W.J. GOLLING (A NOTARY NOTAFY PUBUC - CALIFORNIA co Signature Seal: Q COUNTY OF BUTTE _ 7 my Ion Expires Sept. 20, 199E A.P. // I I fir, S R r ORDER NO. BU -133382 BG DESCRIPTION ALL THAT CERTAIN REAL PROPERTY SITUATE IN THE, STATE OF CALIFORNIA, COUNTY OF BUTTE, DESCRIBED AS FOLLOWS: PARCEL I: LOT 5, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "FALCONS POINTE PLANNED UNIT DEVELOPMENT - PHASE 111, WHICH MAP WAS RECORDED IN THE OFFICE OF' THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 10, 1993, IN BOOK 126 OF MAPS, AT PAGES 89 THROUGH 92. SUBJECT TO COVENANTS, CONDITIONS AND RESTRICTIONS, RECORDED APRIL 19, 1993, UNDER BUTTE COUNTY RECORDER'S SERIAL NO. 93-15102. PARCEL II• A NON-EXCLUSIVE EASEMENT FOR PUBLIC UTILITY PURPOSES INCLUDING WATER, SEWER, DRAINAGE, ELECTRIC, GAS AND COMMUNICATION FACILITIES, ALSO FOR PRIVATE ROAD, PRIVATE STORM DRAINAGE FACILITIES AND OTHER RELATED APPURTENANCES, OVER, UNDER AND ON LOT "C", AS SHOWN ON THAT CERTAIN MAP ENTITLED, "FALCONS POINTE PLANNED UNIT DEVELOPMENT - PHASE 111, WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA', ON FEBRUARY 10, 1993, IN BOOK 126 OF MAPS, AT PAGE(S) 89 THROUGH 92. PARCEL III: A NON-EXCLUSIVE EASEMENT FOR CONSTRUCTING, RECONSTRUCTING, OPERATING AND MAINTAINING A COMMUNITY LEACHFIELD SYSTEM OVER, UNDER AND ON LOTS "A" AND "B", AS SHOWN ON THAT CERTAIN MAP ENTITLED, "FALCONS POINTE PLANNED UNIT DEVELOPMENT - PHASE 111, WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 10, 19931 IN BOOK 126 OF MAPS, AT PAGES 89 THROUGH 92. PARCEL IV: A NON-EXCLUSIVE OPEN SPACE EASEMENT TOGETHER WITH THE FREE AND UNLIMITED RIGHT OF ENJOYMENT THEREOF OVER LOTS "E" AND "F", AS SHOWN ON THAT CERTAIN MAP ENTITLED, "FALCONS POINTE PLANNED UNIT DEVELOPMENT - PHASE 1", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 10, 1993, IN BOOK 126 OF MAPS, AT PAGES.89 THROUGH 92. CONTINUED ORDER NO. BU -133382 BG PARCEL V: A NON-EXCLUSIVE EASEMENT FOR THE PURPOSE OF CONSTRUCTING, RECONSTRUCTING, OPERATING AND MAINTAINING LANDSCAPING, LANDSCAPE IRRIGATION, FENCES, WALLS, AND RELATED LANDSCAPING FACILITIES OVER LOT "D", AS SHOWN ON THAT CERTAIN MAP ENTITLED, "FALCONS POINTE PLANNED UNIT DEVELOPMENT PHASE 11141 WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY ,OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 10, 1993, IN BOOK 126 OF MAPS, AT PAGES 89 THROUGH 92. PARCEL VI: A NON-EXCLUSIVE EASEMENT FOR THE PURPOSE OF CONSTRUCTING, RECONSTRUCTING, OPERATING AND MAINTAINING A FIRE PROTECTION WELL AND APPURTENANCES THERETO OVER LOT "G", AS SHOWN ON THAT CERTAIN MAP ENTITLED, "FALCONS POINTE PLANNED UNIT DEVELOPMENT - PHASE 1" , WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 10, 1993, IN BOOK 126 OF MAPS, AT PAGES 89 THROUGH 92. COUNTY OF BUTTE - DEPARTMENT OFDEVELOPMENTSERVICES - BUILDING DIVISION 7 County Center Drive - Oroville, California 95965 - Telephone (916) 538-7541 ii? -,6 —71 PERMIT NO. APPLICATION AND PERMIT ASSESSOR PARCEL NUMBER 011-710-005 ZONING BUILDING PERMIT OWNER JOE HOGA TELEPHONE SO. FT. OCC. BUILDING VALUATION VALUATI N 126 500 AW NG ADDRESS OWNERS MAILING 2060 AMANDA WAY #9, CHIGO CONTRACTOR'S NAME TELEPHONE CONTRACTOR'S MAILING ADDRESS Fireplace CONSTRUCTION LENDER UNKNOWN Total Valuation Is Filing Fee $ 20.00 LENDER'S MAILING ADDRESS Permit Fee $ 734.50 ARCHITECT OR ENGINEER LICENSE NO. Plan Checking Fee $ Energy Plan Checking Fee $ ARCHITECT OR ENGINEER'S MAILING ADDRESS Penalty $ BUILDINGADDRESS 81 FALCONS PT DR PERMITFEE $ 754,50 PLUMBINGPERMIT Fling Fee 20.00 Each Trap 7.00 CLOT NO. J FeLl�V1VJ Nr l L1f�l�V1V.i i 1 flUI� `x/92 Solar or heat pump water heater 23.00 Water piping 15.00 USEOFSTRUCTURE SF [X Duplex ❑ Mobilehome ❑ Other SPECIFY Each gas water heater or vent 15.00 Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other D Describe Work: PERMIT TO COMPLETE WORK STARTED UNDER 95-265 — Mobile Home S G W @20.00 PERMITFEE S Contractor ELECTRICAL PERMIT Filina Fee 20:00 Main Service8000V OR LESS ( 20 A OR LESS ) 23.00 Main Service ( 200A TO 1000A ) 46.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class Lic. No. OWNER -BUILDER DECLARATION 1 hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason NEW CONST. DWELLING OCCURS OR ADONS. ( 8 ACC. ) OBUDS. 3.51t FT. UTLE NEW CONST. MULTI.O UTLET NON-RESID. ( BRANCH CIRCUITS ) @7.50 POWER APPARATUS (a SINGLE OUTLET CIR. / Ex. Occup. ( OUTLET OR FIXTURES ) 20 Q 1.00 SAL Q .SO Ex. Occup. FIXEDAPPLNS.OR 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMITFEE s Contractor 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 performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier MECHANICAL PERMIT Filing Fee 20.00 9 Heating Cooling Hood 6.50 Ventilation PERMITFEE $ Contractor Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. X Date Signature of Applicant - ❑ Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee Is OCC CONST. TYPE TOTAL FEE $ 754.50 HAZ. I D. FEES I IMP I FLOOD CDF PARCEL PD I HD IV This permit is hereby issued under of the Butte County Code and/or indicated above for which fees have BY PERMITEXPIRESON the applicable provisions Resolutions to do work been paid. Date (Date) Receipt No. 206212-80.00// o�Q(IJ WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK-INSPECTGIR GOLDEN R -APPLICANT OCT- 3-96 THU 8:16 Env Health -Chico Butte County Building Inspection Chico Office 1469 Humboldt Rd. Chico, CA 95928 To whom it may concern, 9168956512 John Linhart General Contractor 669 Henshaw Ave. Chico,CA 95926 27 September 1996 With this letter I, John Linhart, release to Joe Hogan all permits concerning the residence at 81 Falcon's Point Drive for transfer into his name. As of 24 September 1996 I am no longer General Contractor of this Construction project, and therefore release all responsibility for these permits to Mr. Hogan. Sincerely, John Linhart L P.61 //-..'7.�:.�.°� JOHN LIATMT GENERAL CONTRACTOR 669 HENSHAWAVE. CHICO CALIFORNIA 95973 916/342-6563 Butte County Building Dept. 411 Main Street Chico, CA 95928 September 24, 1996 Dear Sirs, As of this date I no longer an the Contractor of record for the Hogan Residence at 81 Falcons Pointe. (Permit no.95-0265). Please remove my name from your records to reflect this change. Thank you Sincerely John Ianhart .3 o ii r na. I-, tin 006 R e c e 1916 342 C-563 T r -a rr:.: rn t t e r Date .3,a n 'I .Cil T i OC' 48 Mode NORM D o c: u m e ri Ol Pages Resu 1 t 0 fl, T R R t' t-.-1 I T OT -1, F I R* t,-1 R T 1 0 F4 Journal No. Receiver Transmitter Sate Time Mode Document ReSU I t 005 98930532 Jan 1,01 9 NORM 01 Pages 0 K F: E F Cl RT --+:: --+-- FIELD REPORT HOGEN RESIDENCE - SEPT. 28, 1995 PERMIT # 95-0265 APN 11-710-005 To: Project and Inspection Files From: George Kellogg, Plan Check Engineer Summary: Background: Frank Glazewski, designer with Bruno & Hawkins (project engineers) called on 9/27/95 to express concern over as -built retaining walls not being built per design. A meeting was arranged on site for the following day. Site Visit: Present: George Kellogg, Plan Check Engineer Bart League, Bldg. Inspector Lenn Goldmann, Designer Frank Glazewski, Designer John Linhart, General Contractor Apparent Situation of Concern: Retaining Walls around basement area were 1) built of concrete block instead of cast inplace concrete 2) taller than designed by Architect/Engineer (Gary Hawkins) in fireplace area and therefore subject to unanticipated fireplace surcharge 3) some footing dowels were bent and upper reinforcing displaced to fit concrete masonry units. Action Being Taken: CC: Frank Glazewski, Lenn Goldmannn John Linhart Joe Hogan * Architect/Engineer to continue with an on-going investigation to determine as - built condition of CMU retaining walls. * Architect/Engineer to provide design correction required for as -built situation. * Contractor to discontinue work in effected area until correction developed, installed and approved. * County building department to review and approve correction and field inspectors to verify installation. Bruno & Hawkins LAND DEVELDPMENT - BUILDING PERMIT CLEARANCE Building Permit No. OWNERS NAME: 4o!� VI O,e- NUMBER: 0 1 I 9` O DOS— PRINT LASTE IRST COUNTY ZONING DESIGNATION: PUO FLOOD ZONE: FLOOD MAP: APPROVED: CONDITIONALLY APPROVED: 11C RESOLVE PROBLEMS PRIOR TO APPROVAL: PARCEL CREATION BY DEEDS DATE OF CREATION: DEED REFERENCE: LEGAL ACCESS PROVIDED: YES NO COMPLIES WITH COUNTY STANDARDS FOR DEED CREATION COMMENTS/CONDITION LEGAL ACCESS REQUIRED YES NO PARCEL CREATION BY MAP �O YES NO DATE OF RECORDING 2 —/B- '73 LOT S BOOK /Z PAGE /--/H-ca7-s 1510,f A. -/W sv/ COMPLIANCE WITH OLD SUBDIVISION LOT ORDINANCE REQUIRED? (MAP RECORDED PRIOR TO BOOK 17 OF MAPS AT PAGE 23): YES �s NO . IF YES, MARK APPROPRIATE ITEM(S) BELOW: A. Construct road to B. Meet parcel size required by zone. C. Meet current E.H.D. requirements. CHECK SPECIAL CONDITIONS WHICH APPLY TO MAP: ALL FEES TO BE PAID TO THE BU/LD/NG DIVISION UNLESS OTHERWISE NOTED. _P 1. Maintain a 50 ft. building setback from centerline of road. 2. Maintain a building setback from right-of-way/centerline of 3. Pay water tender fees in the amount of $ to Battalion Number of the Butte County Fire Department. 4. Automatic fire suppression sprinkler systems shall be installed in all residential structures in accordance with the National Fire Protection Association Standard for the installation of sprinkler systems in one and two family dwellings and mobile homes, NFPA Standard 13D, unless a pressurized community water system, with hydrants that meet Fire Department specifications, serves the parcel. 5. Pay T.D.D. (Thermalito Drainage District) fee in the amount of $ 6. Maintain a 100 ft. leachfield setback from all existing wells. 7. Maintain a ft. leachfield setback from 8. Meet the requirements of the Department of Fish and Game for the preservation of oak trees. 9. A traffic mitigation fee for each new or additional living unit shall be paid. Pay the amount of $ as stated in the Oroville Area Traffic Mitigation Fee Agreement. Payment to be made to the Planning Division. 10. All new residential buildings shall be constructed to comply with the requirements of the Uniform Building Code for seismic safety. Mobile homes shall be constructed on a permanent foundation system which complies with the Seismic Zone 3 requirements of the Uniform Building Code. 11. Deer Mitigation fees are to be paid, i` such fees have been adopted by the Butte County Board of Supervisors. 12. S'e. /toYLCs B.s/ r` sf7 _ J� /1 %L�L/1rGCe4 SLS CHECK APPROPRIATE REQUIREMENTS YES OR NO OR CONDITION NUMBER. LO 12194 . C:MP5111=0HMS.KIBLUOPE11M.CLH 8/91 RESIDENTIAL PLAN CHECKING GUIDE r f MISCELLANEOUS ITEMS"TC`,LOOK OUT FOR e 4.SC Stairwayrdetails: landings, rise and run, head clearance, handrails G d 3306). G ardrail details (Sec: 1711 & 3306(j). j4�rick or stone veneer (Chapter 30). rior plaster - weep screeds (Sec. 4706). 5. roper roof pitch for roof convering (Chapter 32). 6,—Raof covering type - (fire hazard). am insulation - protection. .8-"-9a_lls and stairways. iving.area over garage - complete 1 -hour separation required on garage side including supporting walls and posts, etc. kO.--Uxtts on three-story dwellings (sec. 3303 & see Mezannines - 1716). 1PTic access and ventilation (Sec. 3205). .U�Onderfloor access and'ventilation:(Sec: 2516). 1a --Combustion air for fuel burning appliances - L.P.G. requirements. �_!�Igi a requirements on duplexes. l ergy design. 16: Flashing at all exterior openings. responsible area requirements. r, /N56 to i�57 P �ccfI4 SENA dT96� 2 %rr_ tM To emco Fop j�,�. 2 �cV -��S � : �•'-' - 8/91 RESIDENTIAL PLAN CHECKING'GUIDE (S.F., DUPLEX & MISC. ONLY) Bldg. Permit # �- OW� OWNER /� A.P. # /- Z C,- 0,5 Plan Checker- GENERAL � is Zoning requirements: (sideyards and number of permitted living units). 2. Valuation. Plans signed by designer. a4'." -Proper description of work on application. misting violations on property. �tems on data sheet. N.C., fees, Health, Developer Fees, License law, etc). d notice of violation. PLPLAN 1t' ,�omplete parcel size and dimensions. Y. SSeetb�cks, sideyards, easements, etc. Other buildings or structures. . rading, fills, drainage. Flood hazard. conditions on creation map, (noise, CDF, fire sprinklers, non-comb- ustible, and foundations). -7-.---FA—U& FAS road setback. �8u-i1-ding or utilities across lot lines (Record form). FLOOR PLAN mplete. to; scale plan ,with'.dimemsions.. quired.windows for. light and'ventilation (Sec.'1205`)`.'i.�tR: uired windows'for'�second,"exit'�(Sec:"1204).. .' cy lights :(Chapter 34 & Sec: 5207) , , l Human impact glass (Sec.' 5406).' .&z -R gnired room sizes, ceiling heights (Sec. 1207). ,1-.--GFCIs in baths, garage, kitchen, and exterior outlets (Article 210-8). ,8-.---tig-ht fixtures, switches, receptacles, and exterior receptacles for main- tenance of.mechanical equipment. "cations of water`heater,•heating and cooling equipment, other electrical or gas e4uipment. ` age firewall; door size,,,and•,closer (Sec. 503(d)(3)). ' lr 1 - 3'0" exterior exit door (sec. 3304 (f). -It-.-PFrre.lace'and wood stove location, . - • - , 1 umbing fixtures, water closet clearances and shower size. STRUCTURAL DETAILS SS andard bracing or engineered design (Table 25V) 7� Unusual shape, size, or split level house requiring lateral design. -3—eleFestory requiring balloon framing and/or engineering. tory building requiring engineered calculations and plans. ndation plan complete enough to construct building. oeobr construction details complete enough to construct building. vations"and wall construction details complete enough to construct building 8�Roof construction details complete enough to construct building. 9. replace construction details and talcs if necessary. fter t --".es or bearing ridge beam. r.ud rage door or porch header sizes. heights. f3.. Adobe soils - special foundation design. 1�.lRetaining walls requiring design. 5. Special Inspection required. Certificate of Compliance: Residential (Page 1 of 2) CF -1 R Project Title Date /C5AL- con/S C1,57— D'Zfv Project A�ddres/s- Buildiinr rrnit # S -rl- `'n5 Plan Cheek/ Data J Documentation Author Telephone . Feld Check / Date Compllance Method (Package, Point System or Computer) Climate Zone Enforcement Agency Use Only GENERAL INFORMATION Total Conditioned Floor Area: 6773 ftz Building Type: l-� Single Family . Addition (check one or more) Multi -Family Existing -Plus -Addition Front Orientation: Z-42- ° North / East /South All Orientations (Input orientation in degrees and circle one.) Number of Dwelling Units: Floor Construction Type:Slab aised Flo circle one or both) BUILDING SHELL INSULATION Front..... ( ) Construction Front..... ( ) ComponentInsu`lationtj Assembly Location/Comments ' Type VValueI, U -Value (attic, to garage, typical, etc.) Wall .............. Right..... Wall .............. Skylight ....... Roof ............. Skylight ....... Roof ............. _ Floor ............. Floor ............. . Slab Edge.... r FENESTRATION Shading Devices Fenestration Areal Fenestration Interior Exterior Overhang Framing Type Orientation (si) lJ=V21ue) r (roller blind, etc.) (shadescreen, etc.) (yes/no) (metal/wood/viny Front..... ( ) 177 Front..... ( ) Left ....... ( ) Left....... ( ) Rear..... ( ) Rear..... ( ) Right..... Right..... ( ) Skylight ....... Skylight ....... THERMAL MASS Type/Covering Area Thickness (slab/exposed, tile, etc.) (sf) (inches) Revised December 1992 N �N/ RO ��/�` )escd6tion (kitchen, bath, eta'.) / /1 -Certificate of Compliance: Residential (Page 2 of 2) CF -1 R Project Title ate HVAC SYSTEMS t Note: Input hydronic or combined hydronic data under Water Heating Systems, except Design Heating Load. .� - Distribution Heating Equipment ZFLIEMSPF), inimum Type and Duct or Type (furnace, heat fficiency - Location Piping Thermostat pump, etc.) . (ducts/attic, etc.) R -Value TVDe 1.. For small gas storage (rated input:5 75,000 Btu/hr),'electrlc resistance and heat pump water heaters, list Energy Factor. For large gas storage water heaters (rated input 2 75,000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For Instantaneous gas water heaters, list Rated Input and Recovery Efficiency. SPECIAL FEATURES/REMARKS (Add extra sheets if necessary) COMPLIANCE STATEMENT This certificate of compliance lists the. building featuresiand performance specifications needed to comply with Title 24, Parts 1 and 6, of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. When this certificate of compliance is submitted for a single building plan to be built in multiple orientations, any shading feature that is varied is indicated in the Special Features/Remarks section. Designer or Owner (per Business & Professions Code) Name: LE7VA1 pG�jy�j t/ Title/Firm: // // q'- ' SS D Address: 3,0-3 * Y Telephone: Lic. #: AL (signature) (date) Enforcement Agency Name: . Title: Agency. Telephone: (signature/stamp) (date) RavlaW January 1992 Documentation Author Name: Title/Firm: Address: Telephone: (signature) (date) Ile 14, Cooling EquipmentMiKimuin' Duct Type (air conditioner, Efficiency Location Duct Thermostat Configuration . heat pump, eva . coolin SEER attic, etc. R -Value Type (split or package y WATER HEATING SYSTEMS Rated' Tank Energy Factor or External Tank Water Heater Distribution Number Input (kW Type ' Capacity Recovery Standby' Insulation Type in System or Btu/hr) (gallons) Efficiency Loss (%) R Value 1.. For small gas storage (rated input:5 75,000 Btu/hr),'electrlc resistance and heat pump water heaters, list Energy Factor. For large gas storage water heaters (rated input 2 75,000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For Instantaneous gas water heaters, list Rated Input and Recovery Efficiency. SPECIAL FEATURES/REMARKS (Add extra sheets if necessary) COMPLIANCE STATEMENT This certificate of compliance lists the. building featuresiand performance specifications needed to comply with Title 24, Parts 1 and 6, of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. When this certificate of compliance is submitted for a single building plan to be built in multiple orientations, any shading feature that is varied is indicated in the Special Features/Remarks section. Designer or Owner (per Business & Professions Code) Name: LE7VA1 pG�jy�j t/ Title/Firm: // // q'- ' SS D Address: 3,0-3 * Y Telephone: Lic. #: AL (signature) (date) Enforcement Agency Name: . Title: Agency. Telephone: (signature/stamp) (date) RavlaW January 1992 Documentation Author Name: Title/Firm: Address: Telephone: (signature) (date) Mandatory Measures Checklist: Residential MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (') may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as binding minimum component. performance specifications for the . mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION I .DESIGNER I ENFORCEMENT Building Envelope Measures * §150(a): Minimum R-19 ceiling insulation. §150(b):; Loose fill insulation manufacturer's labeled R -Value. * §150(c): Minimum R-13 wall insulation in framed walls (does not apply to exterior mass walls). * §150(d): Minimum R-13 raised floor insulation in framed floors; minimum R-8 in concrete raised floors. §150(1): Slab edge insulation - water absorption rate no greater than 0.3%, water vapor transmission rate no greater than 2.0 perm/inch. §118: Insulation specified or installed meets California Energy Commission quality standards. Indicate type and form. §116-17: Fenestration Products, -Exterior Doors and Infiltration/Exfiltration Controls a. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. b. Manufactured fenestration products have label with certified U -value, and infiltration certification. c. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. §150(8): Vapor barriers mandatory in Climate Zones 14 and 16 only. §150(f): Special infiltration barrier installed to comply with §151 meets Commission quality standards. §150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door b. Outside air intake with damper and control c. Flue damper and control :2. No continuous burning gas pilots allowed. Space Conditioning, Water Heating and Plumbing System Measures §110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Commission. §150(i): Setback thermostat on all'applicable heating systems. §150(j): Pipe and Tank Insulation 1. Indirect hot water tanks (e.g., unfired storage tanks or backup solar hot water tanks) have insulation blanket (R-12 or greater) or combined interior/exterior insulation (R-16 or greater). 2. First 5 feet of pipes closest to water heater tank, non -recirculating systems, insulated (R-4 or greater). 3. All buried or exposed piping insulated in recirculating sections of hot water system. 4. Cooling system piping below 55°F insulated. ' 5. Piping insulated between heating source and indirect hot water tank. * §150(m): Ducts and Fans 1. Ducts constructed, installed and sealed to comply with UMC Sections 1002 and 1004; ducts insulated to a minimum installed value of R-4.2 or ducts enclosed entirely within conditioned space. 2. Exhaust fan systems have backdraft or automatic dampers 3. Gravity ventilating systems serving conditioned space have either automatic or readily accessible,. manually operated dampers.. §114: Pool and Spa Heating Systems and Equipment 1. System is eertified with 78% thermal efficiency, on-off switch, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. System is installed with: a. At least 36' pipe between filter and heater for future solar heating. b. Cover for outdoor pools or outdoor spa. 3. Pool system has directional inlets and a circulation pump time switch. §115: Gas-fired central furnace, pool heater, spa heater or household cooking appliance have no continuously buying pilot light. (Exception: Non -electrical cooking appliance with pilot < 150 Btu/hr.) Lighting Measures §150(k): 40 lumens/watt or greater for general lighting in kitchens and rooms with water closets; and recessed ceiling fixtures IC (insulation cover) approved. 773 1<1-35 J X y4!:i5 Y25 3 X57, -le5 Revised January 1992 /� Point System Summary: Climate Zone BUILDING DATA C d' ' n�drrea S7 7Number of Storiesla Is Check a I applicable Unit Type condition(s): [ G] Ingle Family Detached (SFD) [ ] Addition Alone [ ] Single Family Attached (SFA) [ ] Existing Building [ ] Mufti -Family (MF) [ ] Existing -Plus -Addition SCORECARD -P-2R Measures Point Scores 1. Ceiling Insulation or R -value U -value 2. Wall Insulation /<I/ or 0 R -value U -value / 3. Raised Floor Insulation or 0 !� R -value U -value 4. Slab Edge Insulation -- or: Com. R -value F2 factor 5. Infiltation Any Ducts in Unconditioned Space? (Y N) 6. Fenestration Heat Loss ,O[3�, 2Q- —. 3 . Type U -value Total % Fenestration Sum 1-6 7.*, Fenestration Heat Gain % Fepestration SCShade Open Eff. % Fenes. Shade Eff. Ratio North , x .77 East ; ,' 2 x South 3, Z x � O West 3 ,/ x�— Skylight - �0 x�- Overhangs? ( Y / N S. Interior Thermal Mass or Exposed Slab Int Mass/CFA 9. Exterior Wall Mass /�' _ Ext Wall Mass Sum 7-9 10. Heating System .85-7 x j. �� % © �j�" gyp/ AFUE or HSPF Duct Efficiency Effective AFUE Zonal control Cooling System or HSPF Adjustment 11. /� 7S x . �j�j = SEER Duct Efficiency Effective SEER Zonal Control 12. Water Heating Adjustment System 1 547.Tv -63 Heater Type Energy Factor Ext Ins. R -value Auxili Input Distribution System 2„5 e�Sa . ,� 3 1,'Z/ 2— Heats Energy Factor Ext Ins. R -value Auxiliary Input Dison Point Tota • �'v O (30 Form Revised January 1992 Point Goal. O GLAZING PLAN TAKEOFF SHEET 3-5 North Glazing `^l QUANTITY x ZDSIZE - .AREA (SQ.FT:) Ap l x!m v = �a (c) �— x -53.f (d)_ x fin Co (e) 2 x 2G� = 20 Total North Glazing (SQ.FT.) (a+b+c+d+e) TOTAL S9% NORTH TOTAL BLDG CONVERSION TOTAL GLAZING -FLOOR AREA FACTOR NORTH GLAZING -77 x SQ.FT. SQ.FT. loo = /L' 7 3 3-7 South Glazing QUANTITY SIZE AREA (SQ.FT.) (a) x 2(0 4f _ /o (b) ' x Z �.Sa 2fl (c) / x .t'.3 _ /7 (d) / x Zr'J(a _ 2 Z (e) Z x ZG(o (o = ZO Total South Glazing =_ (SQ.FT.) (a+b+c+d+e) �fe TOTAL TOTAL S 'H TOTAL BLDG CONVERSION TOTAL % GLAZING FLOOR,AREA FACTOR SOUTH G/LAZ•ING • w �7 x 100 = /� Sq. FT. SQ.FT. 3-9 Skylights QUANTITY SIZE AREA (SQ.FT.) (b) x 2 v o (c )' x = Total Skylights = (SQ.FT.) (a+b+c) TOTAL SKYLIGHT TOTAL BLDG GLA IN �7u x CONVERSION TOTAL % FACTOR SKYLIGHT GLAZING 100 = FORM 6 3-6 East Glazing QUANTITY SIZE - AREA (SQ.FT.) (a) x (b) X 40 _ (c) x (d) . / x S° _ 27 (e) x 3 Total East Glazing Q,FT. TOTAL/ EAST TOTAL BLDG CONVERSION TOTAL % GLAZING FLOOR AREA FACTOR EAST GLAZING 677 —3 x loo SQ.FT. SQ.FT. 3-8 West Glazing QUANTITY I (SQ.FT.) (a) x = 3AREA (b) — x 36- (c) �_ x (d) — ,�— x 0-5-&0 = 2 Z (e) x Z = ZO Total West Glazing- / 7 7 SQ.FT.) (, � ) TOTAL;a WEST TOTAL BLDG CONVERSION TOTAL GLAZING FLOOR AREA FACTOR WEST GLAZING x 100 = ^/ % SQ.FT. SQ.FT. I O GLAZING PLAN TAKEOFF SHEET TOTAL NORTH TOTAL BLDG 'CONVERSION TOTAL GLAZING FLOOR AREA FACTOR NORTH GLAZING x 100 = % SQ.FT. SQ.FT. 3-5 North Glazing QUANTITY R� (SQ.FT.) (a) x 2��� - ( e; x 2co 8 (C) x 2403(,o (d) �/ X. °loe —2 (e) / x S° S = Total North Glazing (SQ.FT.) (a+b+c+d+e) TOTAL NORTH TOTAL BLDG 'CONVERSION TOTAL GLAZING FLOOR AREA FACTOR NORTH GLAZING x 100 = % SQ.FT. SQ.FT. FoR M 8 3-6 East Glazing QUANTITY SIZE AREA (SQ.FT.) (a) x = (b) x = (c) X = (d) x = (e) x = Total East Glazing = (SQ.FT.) (a+b+c+d+e) TOTAL EAST TOTAL BLDG GLAZING FLOOR AREA . x SQ.FT. SQ.FT. CONVERSION TOTAL % FACTOR EAST GLAZING 100 = % 3-8 West Glazing QUANTITY SIZE AREA (SQ.FT.) (a) x = (b) x = , (c) x = (d) x = (e) x = Total West Glazing = (SQ.FT.) (a+b+c+d+e) TOTAL e i WEST TOTAL BLDG CONVERSION TOTAL % GLAZING FLOOR AREA FACTOR WEST GLAZING x 100 = % 0 SQ.FT. SQ.FT. 3-9 Skylights QUANTITY SIZE AREA (SQ.FT.) (a) k = (b) x = (c) x = Total Skylights = (SQ.FT.) (a+b+c) TOTAL .SKYLIGHT TOTAL BLDG CONVERSION TOTAL GLAZING FLOOR AREA `FACTOR SKYLIGHT GLAZING x • 100 = % SQ.FT. SQ.FT. OWNER PERMIT NO. 7183' --2,i^_ O." " 1 n1GN .I& �.ZS ;.�7�1 .41LP; .5 !� ,y6,:, DQ-tMAL 3-7 South Glazing QUANTITY SIZE AREA (SQ.FT.) (a) Z x �° _ ✓�� (b) _� x 2 4:YiA0'vW 8 (c) 2 x 29Z°:.. _ (d) _� x . 3- ,eo01 _ —2 (e) / x 10, 0 = 17 :Total South Glazing = 7(S (SQ.FT.)I (a+b+c+d+e) TOTAL S' -H TOTAL BLDG CONVERSION TOTAL % GLH,�tNG FLOOR AREA FACTOR SOUTH GLAZING -" x 100 SQ'.FT. SQ.FT. FoR M 8 3-6 East Glazing QUANTITY SIZE AREA (SQ.FT.) (a) x = (b) x = (c) X = (d) x = (e) x = Total East Glazing = (SQ.FT.) (a+b+c+d+e) TOTAL EAST TOTAL BLDG GLAZING FLOOR AREA . x SQ.FT. SQ.FT. CONVERSION TOTAL % FACTOR EAST GLAZING 100 = % 3-8 West Glazing QUANTITY SIZE AREA (SQ.FT.) (a) x = (b) x = , (c) x = (d) x = (e) x = Total West Glazing = (SQ.FT.) (a+b+c+d+e) TOTAL e i WEST TOTAL BLDG CONVERSION TOTAL % GLAZING FLOOR AREA FACTOR WEST GLAZING x 100 = % 0 SQ.FT. SQ.FT. 3-9 Skylights QUANTITY SIZE AREA (SQ.FT.) (a) k = (b) x = (c) x = Total Skylights = (SQ.FT.) (a+b+c) TOTAL .SKYLIGHT TOTAL BLDG CONVERSION TOTAL GLAZING FLOOR AREA `FACTOR SKYLIGHT GLAZING x • 100 = % SQ.FT. SQ.FT. OWNER PERMIT NO. 7183' --2,i^_ O." " 1 n1GN .I& �.ZS ;.�7�1 .41LP; .5 !� ,y6,:, DQ-tMAL Job number >>E94078 Structural calculations for Project. Woe Bogan residence Plan >> Name >> Address » Butte County, California I/7. 'y/- D— 0 S- 11:44 AM 11/ 2/95. fi d Yd Architectural Engineering Specialists 20 Constitution Drive Suite A Chico, California 95926 (916) 89571125 (916) 893-0532 Fax Accordance with Recognized Good Practices and of a quality prescribed for the Specified use in Oise Uniform Building, Plumbing & Mechonical Qodem wed ths National Electrical Note: Reference plans by others. No judgement or opinion is rendered or implied regarding aspects of this structure not specifically noted herein. ..Vier sed oT plans and specifications MUST be kept on the job at all times and it is unlawful to make any change, or alferations on same without wrWen permission from the De'partmeeat of Pak - 'N SUM COONTT allILDING DEPARTKNI PPROVED cliarAram o -F vua4 o,f base-.. m e'm R No. C 10233 BUTTE COUNTY RE C A BUILDING DP-PARTkPNI 3 �2� S 2 ref z v► n wall des i h fZ e-, O rS i r 1,C) -3 I -.9 S. No vev+rccal Jo-►e,ls insC-a <?a at area 0�1 w(k(( at ram. 1��aza Cn) Ww Into CF-) (-vjc.-foot,ky 'b VY) (01 rum y�� Qx k,-,cL vn r yr Zai' �I vliv W G �wru ril V�..0 . . =vavves O - - - C(4oxY . Te) 4 �(1 ��r•t.� E)c�owelS e e 2a✓tk s (4 _ wo.11 O � O VentlCas bavS a� _pprovh0� l43"0 °- c�s.ISed . Neo„rl.� c�t�v.-d� r� C,0 wcJl. (Aa,R i - Uk/iti-C 6av-s G� �rrf�� ria t o C,. I n S W o..11 Wa11S O © WZA-e.. oy�5rh rcwo FNG7 a y CN0.S C o t"lI (-`e-Gu w� U 2/l f� G(h 'CA+CA--%,�/I lC-Cf;r� C p-h-U.SCJ C S�filr- _ ¢a¢a¢¢ 7Jj777 CHOyO w�ti�ww N�wwwUoUl1 N�NJJ NWNIuj} �NN WW NQQ �8�g8 N d go i e` W(AIi v QA+i c C- L -S d ,cw-r—ls ICA U -A c..{- + `1 o c -y,� �-n IL aS U V I ✓i J -P.(, C' L c.,.Q,Q.. N n - d, O h 17 ` o (- 1 u G t; a.,�„ c -,,,-e— les f f -4-z, 4 W e, CN, I ( G.J.SV,MR, U P/tf I G a. ( S �Gw� �'{ O _� - G�J f/J ✓O >G ✓"� des,S�,�S w �I` 0\5 reC-+-2,^5 tW-- Ic.JC� wve(PJfc 1'o i-c� , ��t �t?.S rZ e f 3 G G-�'o rl A s .S �l ' l / C`t GS O, c c" f i I V -1k .r4— n v v ►� ve(A o'l\O`.LOII e, SSLYVl� - e� ' 03� k�� atid.. cam, G,u.. r� S Ct � /vi. g Cc ,+( (.o—veAp4, wo,—U re ��lres URA�, #.S 0 o 4e.-ok i� rti1 tti-e Diu --o- +0 re ce i v,& trIp- Clt 0) n QL M. Ulama 'Z 1 913122=(2LS'')Ofi ��wr 4-- 2 r' Z 6�' s' -0 Iwo SSS 0 I z D=-4 a n e >a> ADN Nnmmmmmm7 nnytiy rNNN� "'m"1B'aD ccaccc cycycycycc aAtt 13-782 500 SHEETS. FILLER 5 SQUARE 42.381 50 SHEETS EYE -EASE' S SQUARE ' ,�Natlonal '8rdnd '2.382 100 SHEETS EYE --"EASE° 5 SQUARE 42.389 200 SHEETS EYE -EASE' S SQUARE 42.392 100 RECYCLED WHITE 5SQUARE • 42•.399 200 RECYCLED WHITE 5 SQUARE uacn v. u. A. -. O S 2 S\ 9 � rt � ....... AnalysisGroup(TM) ....... ...... INPUT DATA LISTING FOR : RECTANGULAR FLAT PLATE ANAL. TODAY'S TIME AND DATE: Thu Nov 02 1.1:14:42 1995 PROJECT TITLE : PLATE 4 AT HOGAN RESIDENCE ENGINEER: FRANK GLAZEWSKI PROJECT NUMBER: ACTIVE UNITS : FEET KIPS DEGREES FAHRENHEIT MATERIAL CONSTANTS : E = 4.103987e+0.5 NU = 0.17 ......... RESULTS FOR LOADING NUMBER 1.......... ......... TOTAL LOAD M X H O R I Z O N T A L M 0 M E N T S M X X= 0.537 1.612 2.688 3.762 4:838 5.912 6.987--:. Y 8.864 0.641 0.251 -0.089 -0.329 -0.456 -0.465 -0.356 7.931 0.683 0.239 -0.108 ..-0.344 -0.466 -0.475 -0.370 6.998 0.723 0.225 -0.134 -0.367 -0.484 -0.492 -0.392 6.065 0.751 0.204 -0.163 -0..387 -0.496 -0.503 -0.410 5.132 0.749 0.171 -0.186 -0..392 -0.487 -0.494 -0.413 4.199 0.699 0.130 -0.195 -0.369 -0.446 -0.451 -0.386 3.266 0.590 0.082 -0.181 -0.310 -0.364 -0.367 -0.322 2.333 0.420 0.040 -0.133 -0.207 -0.234 -0.236 -0.214 1.400 0.220 0.024 -0.044 -0.060 -0.062 -0.062 -0.061 0.467 0.061 0.053 0.084 0.118 0.137 0.138 0.121 X= 8.062 9.137 10.212 Y 8.864 -0.132 0.197 0.593 7.931_ -0.150 0.180 0.604 6.998 -0.178 0.160 0.631 6.065 -0.206 0.135 0.649 5.1.32 -0.227 0.103 0.641- 4.199 -0.230 0.067 0.591 3.266 -0.208 0.029 0.492 2.333 -0.1.50 0.004 0.346 1.400 -0.049 0.007 0.180 0.467 0.089 0.055 0.055 M Y V E R T I C A L M 0 M E N T'S M Y X= 0.537 1.612 2.688 3.762 4.838 5.912 6.987 Y 8.864 0.067' 0.023 0.004 -0.007 -0.013 -0.013 -0.009 7.931 0.119 0.042 -0.011 -0.046 -0.064 -0.065 -0.050 6.998 0.1.22 0.024. -0.058 -0.1.17 -0.149 -0.151_ -0.125 6.065 0.121 -0.009 -0.121 -0.2.03 -0.248 -0.251 -0.21.3 5.132 0.114 -0.046 -0.184 -0.285 -0.338 -0.342 -0.296 4.199 0.098 -0.077 -0.228 -0.334 .-0.389 -0.393 -0.345 3.266 0.077 -0.093 -0.229 -0.318 -0.363 -0.366 -0.327 2.333 0.052 -0.067 -0.145 -0.184 -0.199 -0.200 -0.187 1.400 0.042 0.041 0.0.89 0.1.47 0.185 0.1.88 0.155 0.467 0.080 0.302 0.571 0.783 0.899 0.907 0.807 W1 X= 8.062,.- 9.137 10.212 Y 8.864 0.001 0.'017 0.059 7.931 -0.019 0.029 0.103 6.998 -0.070 0.008 0.103 6.065 -0.137 -0.029 0.100 5.132 -0.202 -0.069 0.090 4.199 -0.246 -0.101' 0.073 3.266 -0.244 -0.114 0.053 2.333 -0.152 -0.080 0.035 1.4.00 0.098 0.046 0.038 0.467 0.606 0..340 0.099 RECT PLAT LIST> SHEARS AnalysisGroup(TM) ....... ....... INPUT DATA LISTING FOR : RECTANGULAR FLAT PLATE ANAL. TODAY'S TIME AND .DATE: Thu Nov 02 11:14:42 1995 PROJECT TITLE : PLATE 4 AT HOGAN RESIDENCE ENGINEER: FRANK GLAZEWSKI PROJECT NUMBER: ACTIVE UNITS : FEET KIPS.DEGREES FAHRENHEIT MATERIAL CONSTANTS E = 4.103987e+05 NU = 0.17 ......... RESULTS FOR .LOADING NUMBER 1 ......... ......... TOTAL LOAD it V X H O R I Z O N T A L S H E A R S V X X= 0.537 1.612 2.688 3.762 4.838 5.912 6.987:- Y 8.864 0.363 0.319 0.243 0.153 0.056 -0.041 -0.138 7.931 0.468 0.367 0.265 0.163 .0.060 -0.044 -0.147 6'.998 0.534 0.413 0.292 0.175 0.064 -0.046 -0.157 6.065 0.624 0.4.59 0.312 0.183 0.065 -0.048 -0.164 5.132 0.699 0.487 0.318 0.1.81 0.064 -0.046 -0.1.62 4.199 0.727 0.478 0.297 0.163 0.056 -0.041 -0.145 3.266 0.687 0".417 0-.239 0.122 0.040 -0.029 -0.108 2.333 0.540 0.282 0.133 0.054 0.01.5 -0.011 -0.046 1.400 0.260 0.060 -0.030 -0.044 -0.020 0.016 0.043 0.467 -0.096 -0.257 -0.252 -0.169 -0.064 0.047 0.155 X= 8.062 9.137 10.212 Y 8.864 -0.230 -0.310 -0.376 7.931 -0.249 -0.350 '-0.435 6.998 -.0.273 -0.392 -0.512 6.065 -0.291 -0.433 -0.596 5.132 -0.295 -0.458 -0.663 4.199 -0.274 -0.448 -0.684 3.266 -0.219 -0.387 -0.642 2.333 -0.118 -0.256 -0.499 1.400 0.036' -0.040 -0.228 0.467 0.243 0.268 0.1-31- V Y V E R T I C A L S H E A R S V Y X= 0.537 1.612 2.688 3.762 4.838 5.912 6.987 y 8.864 0.133 0.024 -0.005 -0.021 -0.029 -0.029 -0.023 7.931 0.040 -0.013 -0.053 -0.073 -0.081 -0.081 -0.075 6.998 0.033 "'"''0.010' -0.040 .-0.078 -0.097 -0.104 -0.104 -0.098 6.065 =0.056 -0.085 -0.094. -0.097 -0.097 -0.095 5.132 -0.027 -0.065 -0.070 -0.062 -0.055 -0.054 -0.060 4.199 -0.083 -0.065 -0.028 0.008 0.029 0.031 0.012 3.266 -0.145 -0.043 0.053 0.125 0.165 0.167 0.134 2.333 -0.190 0.022 0.190 0.306 0.366 0.370 0.318 1.400 -0.167 0.159 0.404 0.566 0.648 0.653 0.583 0.467 -0.038 0.385 0.724 0.927 1.023 1.030 0.947 X= 8.062 9.137 10.212 .y 8.864 -0.009 0..014 0.082 7.931 ---0.057 -0.022 0.018 6.998 -0.082 -0.048 0.025 6.065 -0.086 -0.061 0.000 5.132 -0.068 -0.066 -0.033 4.199 -0.021 -0.058' -0.079 3.266 0.066 -0.026 -0.127 2.333 0.210 0.050 -0.156 1.400 0.432 0.1-99 -0.122 0.467 0.761- 0.442 0.017 RECT PLAT LIST> UNITS FEET KIPS DEGREES RECT PLAT LIST> EXTREMES e ....... AnalysisGroup(TM) . •. ...... INPUT DATA LISTING FOR:RECTANGULAR FLAT PLATE ANAL. TODAY'S TIME AND DATE: Thu Nov 02 11:14:4.3 1995 PROJECT TITLE : PLATE 4 AT ROGAN RESIDENCE ENGINEER: FRANK GLAZEWSKI PROJECT NUMBER: ACTIVE UNITS FEET KIPS DEGREES FAHRENHEIT MATERIAL CONSTANTS :.E = -4.103987e+05 NU =.0.17 RESULTS FOR LOADING NUMBER 1 ......... ......... TOTAL LOAD E X T R E M E S 0 EXTREME POSITIVE DISPLACEMENT = 0.00036 AT X= 5.375 Y= 6.531 EXTREME NEGATIVE DISPLACEMENT = 0.00000 AT X= 10.750 Y= 0.000 EXTREME POSITIVE.MOMENT MX,= 0..751 AT X= 0.537.Y= 6.065 EXTREME NEGATIVE MOMENT MX = -0.503 AT X= 5.912 Y= 6.065 EXTREME POSITIVE MOMENT MY = 0.907 AT X= 5.912 Y= 0.467 EXTREME NEGATIVE MOMENT MY = -0.393 AT X= 5.912 Y= 4.199 EXTREME POSITIVE SHEAR VX = 0.727 AT X= 0.537 Y= 4.199 EXTREME NEGATIVE SHEAR VX = 70..684 AT X= 10.212 Y= 4.199 EXTREME POSITIVE SHEAR VY = 1.030 AT X= 5.912 Y= 0.467 EXTREME NEGATIVE SHEAR VY = -0.190 AT X= 0.537 Y= 2.333 RECT PLAT LIST> EDGE ALL ....... Anal:ysisGroup(TM) . ...... INPUT DATA LISTING FOR : RECTANGULAR FLAT PLATE ANAL. �Z TODAY'S TIME AND DATE: Thu Nov 02 11:14:43 1995 PROJECT TITLE : PLATE 4 AT HOGAN RESIDENCE ENGINEER: FRANK GLAZEWSKI PROJECT NUMBER: ACTIVE UNITS : FEET KIPS DEGREES FAHRENHEIT MATERIAL CONSTANTS : E = 4.103987e+05 NU = 0.17 ......... RESULTS FOR LOADING NUMBER I ......... ......... TOTAL LOAD E D G E R E A C T I 0 N.S X TOP TOP. BOTTOM BOTTOM COORDINATE REACTION MOMENT REACTION MOMENT 0.537 0.000 0.000 0.073 -0.094 1.,613 0.000 0.000 -0.503 -0.510 2.688 0.000 0.000 -0.920 -0.944 3.763 0.000 0.000 -1.145 -1.253 4.838 0.000 0.000 -1.246 -1.415 5. 912 0.000 0.000 -1.253 -1.426 m 0 _ -7 (1,t3): 2 I 6.987 0.000 0.000 -1.168 -1.287 8.062 0.000 0.000 -0.963 -0.997 9.137 0.000 0.000 -0.582 -0.576V►1N.. 10.213 0:000 0.000 0:010 -0.133 w/ S `tlZ Y LEFT LEFT RIGHT RIGHT COORDINATE REACTION MOMENT REACTION. MOMENT 8.864 -0.357 0.829 -0.371 0.790 7.931 -0.528 0.946 -0.460 0.838 6.998 -0.596-- 1.026 -0.579 0.920 6.064 -0.720 1.104 -0.692 0.984 5.131 -0.833 1.147 -0.793 1.013. 4.199 -0.893 1.115 -0.841 0.975 3.265 -0.874.. 0.986 -0.814 0.854 2.333 -0.716 0.738 -0.659 0.634 1.399 -0.349 0.386 -0.312 0.329 0.467 0.081 0.069 0.124 0.057 RECT PLAT LIST> RECT PLAT ANAL> FINISH AnalysisGroup TERMINATION.... CAS I Co,j -F' 'c i3 Sum COUNTT . BUILDING DEPARTMEN1, - APPROVED, F== ��SED AR�h,� v co N ie .. C 10236 .REfd�;���� F CA Co(St « P ( r~cw arc..= 2500 �s . L o --j e (5 GIZI` j C, . t71'T� COUNTY ® BUILDING DEPARTMENT APPROVED' O ®-1 4 �r Cid rr. ,, c0 Cooc s[Gb IN �p- 52- &1n iV) C,ONG SED A.RAI ; No. C 10236 REN.G 9 r A?P 011-70-00s p55-OZ5 ARCHITE, CTT7R-A.L ENGINEERING SPECZ,c I ISTS 20 CONSTITUTION r)RXVZ, -5`UXrZL -1 CIIICO. CALIFORNIA 95926 TlcLzaPSONE 916-895:-971 - 60LZ 14 A -t -� � October 23, 1995 ( I �V--) County of Butte � �1.L ��� J 1��C.►J � � i Building Division 7 County Center Drive _ S /t L 1+� A Orovi lle, CA 95966 Attn : Mr. George Kell g 9g C' W RE: RETAINING WALLS A JOE HOGAN RESIDENCE / LOT 5 FALCONS PDX TE, CHICO, CALIF Q11// Dear Mr. Kellogg: Pursuant to a telephone conversation with Lenn Goldmann, effective October 10, 1995, Architectural Engineering Specialists (A.E.S.) is no longer involved with the engineering related to the retaining wail repairs at the above referenced residence. As you are aware, a large portion of -the retaining walls recently constructed at this job site were incorrectly ,constructed of masonry instead of concrete. The following is a summary of our knowledge and concerns regarding the matter. During the week of September 11, 1995, I spoke with Donna Rose at Lenn Goldmann's office regarding this project. She requested clarification of a detail on the plans. The conversation raised concerns that the retaining walls had not been constructed using concrete as the plans specified. On September 15, 1995, I received a telephone call from Lenn Goldmann confirming that the retaining walls had, in fact, been constructed of masonry and not concrete. An hour latex, I met Mr. Goldmann at his office and we proceeded to the job site to determine a course of action. At this time, Mr. Goldmann informed me that he had authorized the contractor to substitute masonry for concrete due to the cost difference. He did not consult with us or request our permission before authorizing the substitution. At that time, I told Mr. Goldmann it would be necessary to obtain as much information about the walls as possible, to determine if the wall could effectively be repaired. I requested that he provide verifiableinformation relating to the depth, spacing and size of reinforcing in the as -built wall. Page 1 of 3 L6 HOGAN RESIDENCE Page 2 of 3 On October 4, 1995, I met with Cliff Curry, from Kleinfelder, at the job site. He used an "R -Meter" to determine the spacing, and the depth of the reinforcing relative to the face of the wall. The contractor had indicated that he had used #5 bars and had modified the spacings as necessary to comply with the block module. Mr. Curry's test indicated that the reinforcing is #5 at 8" o.c. vertically and #5 at 16" o.c. horizontally. The plans called for reinforcement of #5 at 9" o.c. vertically and #5 at 15" o.c. horizontally in the concrete wall. The plans specified that the reinforcing was to be placed -near the dirt face of the wall. The test indicated that the reinforcing had been placed near the opposite face of- the wall.' This placement in a cantilevered retaining wall renders the. reinforcing very ineffective. Calculations for the wall as constructed show stresses in excess of 700` of allowable. Please also note that our plans indicate a maximum backfill of 9', where actual backfill appears to be 10' maximum. A quick check of the wall, assuming support top and bottom, trying to take advantage of the mis-located reinforcing, shows a stress in excess of 180% of allowable. Use of the floor to support, the top of the wall will require redesign of the floor diaphragm and the shear walls. The change to masonry raises additional concerns including bearing capacity at columns, capacity of inserts, failure to install inserts and possibly others. Applied Testing Consultants were retained to take several core samples of the masonry wall. Z spoke with Mark Hayden at Applied Testing on October 11, 1995 regarding this matter. Mr. Hayden stated that the cores showed poor consolidation of the grout as well as poor bond to the reinforcing. These results would certainly disallow any overstresses in the design of the as -built wall. Other items of concern are as follows: 1. The fireplace footing at the living room fireplace surcharges the retaining wall. The height of this wall and the relative elevation of .the fireplace footing doesn't match that shown on the approved plans. The resulting surcharge was not considered in the original design. 2. The family room fireplace base was intended to be constructed of concrete. It will be necessary for the new engineer to demonstrate that the masonry wall:; as constructed will provide adequate support for the eccentric loading from the fireplace above. OCT -24-95 TUE 13:50 BRUNO & kAWKINS 8930532 P.03 r HOGAN RESIDENCE Page 3 of 3 3. Anchor bolts for one end of the steel frame at line 5 were omitted on the unapproved masonry construction. It will be necessary for the new engineer to design anew base anchorage. Since, we are Architect/Engineer of record for the project, we are very concerned about our liability. In addition, we have been advised by Mr. Goldmann that we are no longer involved with the engineering or in this project. As such, we can no longer assume any liability or responsibility and request that you remove our_ name as architect of record. ThankVf your assistance with this matter. Sincer FO Glazewski A itectural Engineering Specialists FG.bf cc: Lenn Goldmann Joe Hogan John Linhart Charles Roberts Robert McGhie, attorney QED AR, P ARCHITECTURAL ENGINEERING SPECIALISTS 20 CONSTITUTION DRIVE, SUITE 1 CHICO, CALIFORNIA 95926 TELEPHONE 916-892-9715 October 23, 1995 County of Butte Building Division 7 County Center Drive Oroville, CA 95966 Attn: Mr. George Kellogg RE: RETAINING WALLS AT JOE HOGAN RESIDENCE LOT 5 FALCONS POINTE, CHICO, CALIFORNIA Dear Mr. Kellogg: aCbUCM CF =ur o BUILOWIr, DEPT 0 C T Z 5 105 Pursuant to a telephone conversation with Lenn Goldmann, effective October 10, 1995, Architectural Engineering Specialists (A.E.S.) is no longer involved with the engineering related to the retaining wall repairs at the above referenced residence. As you are aware, a large portion of the retaining walls recently constructed at this job site were incorrectly constructed of masonry instead of concrete. The following is a summary of our knowledge and concerns regarding the matter. During the week of September 11, 1995, I spoke with Donna Rose at Lenn Goldmann's office regarding this project. She requested clarification of a detail on the plans. The conversation raised concerns that the retaining walls had not been constructed using concrete as the plans specified. On September 15, 1995, I received a telephone call from Lenn Goldmann confirming that the retaining walls had, in fact, been constructed of masonry and not concrete. An hour later, I met Mr. Goldmann at his office and we proceeded to the job site to determine a course of action. At this time, Mr. Goldmann informed me that he had authorized the contractor to substitute masonry for concrete due to the cost difference. He did not consult with us or request our permission before authorizing the substitution. At that time, I told Mr. Goldmann it would be necessary to obtain as much information about the walls as possible, to determine if the wall could effectively be repaired. I requested that he provide verifiable information relating to the depth, spacing and size of reinforcing in the as -built wall. Page 1 of 3 HOGAN RESIDENCE Page 2 of 3 On October 4, 1995, I met with Cliff Curry, from Kleinfelder, at the job site. He used an "R -Meter" to determine the spacing, and the depth of the reinforcing relative to the face of the wall. The contractor had indicated that he had used #5 bars and had modified the spacings as necessary to comply with the block module. Mr. Curry's test indicated that the reinforcing is #5 at 8" o.c. vertically and #5 at 16" o.c. horizontally. The plans called for reinforcement of #5 at 9" o.c. vertically and #5 at 15" o.c. horizontally in the concrete wall. The plans specified that the reinforcing was to be placed near the dirt face of the wall. The test indicated that the reinforcing had been placed near the opposite face of the wall. This placement in a cantilevered retaining wall renders the reinforcing very ineffective. Calculations for the wall as constructed show stresses in excess of 7000 of allowable. Please also note that our plans indicate a maximum backfill of 91, where actual backfill appears to be 10' maximum. A quick check of the' wall, assuming support top and bottom, trying to take advantage of the mis-located reinforcing, shows a stress in excess of 180% of allowable. Use of the floor to support the top of the wall will require redesign of the floor diaphragm and the shear walls. The change to masonry raises additional concerns including bearing capacity at columns, capacity of inserts, failure to install inserts and possibly others. Applied Testing Consultants were retained to take several core samples of the masonry wall. I spoke with Mark Hayden at Applied Testing on October 11, 1995 regarding this matter. Mr. Hayden stated that the cores showed poor consolidation of the grout as well as poor bond to the reinforcing. These results would certainly disallow any overstresses in the design of the as -built wall. Other items of concern are as follows: 1. The fireplace footing at the living room fireplace surcharges the retaining wall. The height of this wall and the relative elevation of the fireplace footing doesn't match that shown on the approved plans. The resulting surcharge was not considered in the original design. 2. The family room fireplace base was intended to be constructed of concrete. It will be necessary for the new engineer to demonstrate that the masonry walls as constructed will provide adequate support for the eccentric loading from the fireplace above. HOGAN RESIDENCE Page 3 of 3 3. Anchor bolts for one end of the steel frame at line 5 were omitted on the unapproved masonry construction. It will be necessary for the new engineer to design a new base anchorage. Since, we are Architect/Engineer of record for the project, we are very concerned about our liability. In addition, we have been advised by Mr. Goldmann that we are no longer involved with the engineering or in this project. As such, we can no longer assume any liability or responsibility and request that you remove our name as architect of record. Thank yo 'f your assistance with this matter. Sincer FrAnF Glazewski AS61itectural Engineering Specialists FG:bf cc: Lenn Goldmann Joe Hogan John Linhart Charles Roberts Robert McGhie, attorney C A\' ARCHITECTURAL ENGINEERING SPECIALISTS 20 CONSTITUTION DRIVE. SUITE'l Casco, CALIFORNIA 95926 BOUNTY OF BUTTE BUILDING DEPT 0 C T 2 5 "1995 P' 9'17 311 '849 LAIC ► l miCCT?4 C M George Kellogg County of Butte Building Division 7 County Center Drive Oroville, CA 95966 U.S.11111GE p iY 1 2.52! HMETER s5<17A3 Is your RETURN ADDRESS completed ori the reverse side? •eoln�eg idleaea;a,njea. Bulsn jo; noA. iluetu F Job number >>E94078 Structural calculations for Project >>Hogan residence Plan >>Custom . Name >>Lenh Goldmann AIA - Designer Address >>Butte County. California 12:56 AM 8/15/94 Architectural Engineering Specialists 20 Constitution Drive Suite A Chico. California 95926 (916) 895-1125 (916) 893-0532 Fax Note: } Reference plans by others. No .judgement or opinion is rendered or implied regarding aspects of this structure not specifically t• noted herein. ��® A8c U CALCDATA 12:55 AM 8/15/94 ------------------------------------------------------------------------ Rev 4-20-94 Calculation data ------------------------------------------------------------------------ Description >>Hogan residence ------------------------------------------------------------------------ 6 Jurisdiction Butte County Code referenced 1991 UBC 11991 NDS 1986 AISI Wind loading Basic wind speed 80 MPH Exposure B Seismic loading Seismic zone 3 Gravity loading Roof live load 20 PSF Floor live load 40 PSF Balcony live load: n/a Soil data Allowable bearing: 1500 PSF E) 1 �d 0) O O C` S CD (' Cs 22-141 SHEETS 22-142 10000 SHEETS ' AMPA' 22-144 200 SHEETS 1 �d 0) O O C` S CD (' Cs • 22-141 50 SHEETS 22-142 100 SHEETS ' ~PAO 22-144 200 SHEETS 22-141 50 SHEETS 22-142 100 SHEETS AMPAO 22-144 200 SHEETS n F s r • • MAXSPAN2 2:54 PM ------------------------------------------------------------------------ Rev 9-28-93 Wood joists - span capacity 7/18/94 Description >>Typical roof rafters ------------LOADING DATA ----------- ;------------ GENERAL DATA --------.---- Dead load > .012 ksf ;Load duration factor > 1.250 Live load > .020 ksf ;Joist spacing > 24.000 inches Total load > .032 ksf ;Repetitive (Y/N)?> Y Tributary load > .064 klf ----------------------------------- Concentrated load> .p00 kips Eq uniform load > .000 klf ---------------------------SECTION PROPERTIES-------------7------------- Member thickness > 1.500 inches Member width > 11.250 inches Section modulus > 31.641 in"3 Area > 16.875 in"2 Moment of inertia > 177.979 in"4 . --------------------------LUMBER DESIGN VALUES -------------------------- Base values Species Grade Fb Ft Fv Fcl Fcu E DFL NO2 875 575 95 625 1300 1600000 Size factor Cf > 1.000 (APPLY.TO Fb) Size factor Cf > 1.000 (APPLY TO Ft) Size factor Cf > 1.000 (APPLY TO Fc'L) Repetitive member factor Cr > 1.150 Adjusted values Species Grade Fb Ft Fv Fc1 Fc° E DFL NO2 1258 575 119 625 1300 1600000 -----------------------------MAXIMUM SPANS ------------------------------ Max. span as limited by: Bending > 20.361 feet Shear > 41.748 feet Total load deflection (L/240) > 21.463 feet 6TL > 1.073 inches Live load deflection (L/360) > 21.923 feet 6LL > .730 inches -------------------------CONCENTRATED LOAD CHECK ------------------------ Check uniform OL additive with concentrated load? > Y Max span as limited by concentrated loading > .000 feet Check stresses due to concentrated loading.... V uniform OL > .000 kips V concentrated load > .000 kips V cap of joist > 1.336' kips <ok> % of allowable > .000 M uniform OL > .000 ft -kips M max with load at midspan > .000 ft -kips M cap of joist > 3.316 ft -kips <ok> of allowable > .000 ---Deflection--- Uniform DL deflection > .000 inches Concentrated load deflection > .000 inches Total load deflection > .000 in. L/ 0 0 vJ L 1, ,(I,J (z v = . 41 r1= (, 4@ l2f,v 0--- w-TOlt iZ 44-k lK r►�.W ax = � ;33 W W W W W W xxx 1A VI W � 0 � hoo NO. aaa N N N N N N 0 t w . � t 20, 3 mmax � IS-`�°i ►� �oXlT �c� I- qxTG=-I,IZ" 14 om22-141 50 SHEETS . 22-142 100 SHEETS AMPAO 22-144 200 SHEETS u W� _ Tr TT C 9 I 0 G 0 o �I R � 3-1 X N � Q 3 1 \ � K � N r 22-141 50 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS r 1 I - r ,ULU� w w w www ___ 4nU,'n 000 v1 O O N C4 It aav N N H C4 N h 0 �F a lul l(o • • 22-141 50 SHEETS 22-142 100 SHEETS ' AMPAO 22-144 200 SHEETS � � r � G o_ TV p o N 1" U WLULU WW W W W W ` 1/1IA VI 000 Y1 0 0 C C4 a aaa AMCI C4 C4'C4 n LJ fz f - 2 vi Z 2-G �'1-rL = I S/2(, 0 3Z, 1-, o -5o = , Z-1 K/ Ki- 3.31t P, 7, - E-S0� vy),Kax = 20,3311- 409 0,3311- 8 7 ` Coxl(o��r ok s,44- W Z IZu�/' 57,0 (A- YL- h'1 v), ax, - - (0, 0 /r N,, „hof- 7- -: 03 �x(2� (2 W W W W W W xxx $A 0 In 000 Lnoo N N o ado rrr N N'N A • (Z B — 9- x.25 0 Cl �K 1Nl v►, O 1 i3 • 4k. 22-141 50 SHEETS 22-142 100 SHEETS AMPYO 22.144 200 SHEETS 3 r 7` N _ Y' cv N N l w � G 77 N . ,J N U N G T C •N Q � 41 k � S Cp `1 3 7` N _ Y' N N l � � G N U N G P1 QF M0 • 22-141 50 SHEETS 22-142 100 SHEETS ^"'°"O 22-144 200 SHEETS 7z 1� N � W O a c� G c, I' N - R T as � — G r W N 0 N 0 1I N Cp X 1� N � W O a G c, I' N - R T W W W W W W xxx 0 VI VI 000 onOO N C4 a ^aa N N N N <V'M r ps -1, I �.,, A P.= /1 / �i ���Z��o'3Z'''.OSS; _ 2 q3 1�� �-( ' 2, R --Z, - I - SI 2.S �f— COx b cQ lrlt� /@ /2S�ro �� 6.76 • r -P p 22-141 50 SHEETS 3 A. 22-142 100 SHEETS AMPGO 22-144 200 SHEETS 0 0 0 N 4 r -P p v 1 3 f Ld N - c c N w � 0 0 0 N 4 C, N c N 1' N 0 0 0 N 4 73 a ti a 22-141 50 SHEETS � 22-142 100 SHEETS AMPAO 22-144 200 SHEETS 73 a ti a el � J s r el . 22-141 0 SHEETS 22-142 1000 SHEETS AMOAO 22-144 200 SHEETS 2 fZ�— t3 Sze_ c ::;7, l C -s J SSBM_6 1:03 AM ------------------------------------------------------------------------ Rev 9-13-93 SIMPLE SPAN BEAM - UNIFORM LOAD 8/15/94 ------------------------------------------------------------------------ Description >> RB -13 ---------------------------------GENERAL-------------------------------- Span (L) > 24.330 feet Repetetive ? > N Reduce shear for bm depth > N Laterally supported (YIN) > Y lu > .000 feet le > .000 feet Slenderness factor Cs > .000 Ck > 22.210 --------------------------------ACTIONS--------------------------------- Uniform dead load > .164 kips/ft 41 % TL Uniform live load > .240 kips/ft 59 % TL Uniform total load > .404 kips/ft End reactions ........................... DL > 1.995 kips > 2.920 kips > 4.915 kips *Qn loads... .......................... Total load moment (M) > 29.893 ft -kips Total load shear (V) > 4.915 kips --------------------------LUMBER DESIGN VALUES --7 ----------------------- Base values Species Grade Fb Ft Fv FcJ- FcJ E DFGL 24F -V4 2400 1150 165 650 1650 1800000 Size factor Cf > .965 Apply to Fb Size factor Cf > 1.000 Apply to Ft Size factor Cf > 1.000 Apply to FCL Repetitive member factor Cr > 1.000 Load duration factor Cd > 1.250 a Adjustment for lateral support > 1.000 Adjusted values Species Grade Fb Ft Fv Fcl FcJ E FGL 24F -V4 2896 1150 206 650 1650 1800000 - ---------------------------BEAM DATA ------------------------------- Member width > 5.125 inches Member depth > 16.500 inches Required Actual Comment S (in^3) > 123.880 232.547 <ok> A (in"2) > 35.743 84.563 <ok> I (in -4) > 1918.512 ------------------------------ DEFLECTIONS ------------=------------- Total load deflection > .922 inches L/ 317 <OK> Live load deflection > .548 inches L/ 533 <OK> Dead load deflection > .374 inches Minimum camber (qlu-lams) > .562 inches <1.5*DL deflection> Standard 2000'R camber > .444 inches -------------------=------CHECK MIN. BRG. AREA -------- area > 7.561 in"2 Minimum length > 1.475 inches Assuminq full width bearing 21 LLA W W W xxx 4Atntn too ..C4 C4 a aaa A r r Ci CI Cl woo 0 • K-8 - I VV _ ' L TSS wl= (3 2 + `-S�z,I ,332 4-., 020 = ,300/, �Z = (:, /2-I 6'S12—)Z Z� , 0 3 +, ov = ,3r, 4'-/ P,I = /.Z/K �Rz=/.Z5K. N)-ng,x - Z. ,k P -B- 15 " _ //, 03 ,— V/ ; 3 co '- vi o'- -2- v wz I� .y /o o V\) 1-2-+ Z) , 032 ,old W2, �3/Z(,0�3ZJ 4-,oi0 N N N u~+ww W W W zxx N N N 000 N OO — N N v vaa N N N N N'N O a f LI ' 12 S. o 11-7 S ro 22-141 50 SHEETS 22-142 100 SHEETS AMOAO 22-144 200 SHEETS o w W N -t- N c G 3 +� xP dV r • 22-14150 SHEETS 22-142 100 SHEETS AMPAO 22-144 200 SHEETS -73 DO I N - N 00 � 00 r0 . m � N N t C N } 3 0 0 _ o � w w `: F rj i J • 22-141 50 SHEETS ® 22-142 100 SHEETS AMPAO 22-144 200 SHEETS . n x W W W W W W x WIA$A coo Ln c c �- N ava N N N N N'N • CAJ 1_57 Z M, -n = 3,ti51>- W W W W W W xxx in VI 0 in 420 �r vav rrr C4 C4 • ' 2 (?-A-/2- + 4) 0 Mry, Ox 60 n l 2 IZ z5 I• z It's vJrL=ZC-/z C,o34-3ro�/� v V4 T o 2K VII 22-141 ql' 50 SHEETS 22-142 100 SHEETS A-0 22-144 200 SHEETS v V4 T o 2K VII CIO ty a N 11 V _ r 1 a N 7s `J Q w 7 I CP N N �1 to -P v V4 T o 2K VII • 22-141 50 SHEETS 22-142 100 SHEETS ' To c " f 0 'Vi v� 4- W O a, W i • 22-141 50 SHEETS 22-142 100 SHEETS ' AMPgO 22-144 200 SHEETS VII N tJ M s �- tJ 'Vi O a, W i V � d N N ,1 vi vo tJ N N N H F F- W W W W W W xxx N N N coo N o 0 �r aav N N H N 0444 0 n E W4 I* deSi9v► Co�neL� — 2- Co f --o P-8-Z� 1/4 "( delle ekfD (9 2$ \ � bel clvVvvrl -Z -s�� � �a +s,. ec,�,L bp" 30 • 22-141 50 SHEETS •' 22-142 100 SHEETS -b lA ...Moan 22-144 200 SHEETS � ro 3 -b lA FN � - w 11 , 7-C N 6, \� 7, T s VZ I� 3 w W N 22-141 50 SHEETS 22-142 100 SHEETS AMPAO 22-144 200 SHEETS I� 3 w W N 33 TR JST2 3:43 PM -------------------------------7---------------------------------------- Rev 9-08-93 I JOISTS 8/ 8/94 ----------------------------------------------------------=------------- Description ))Typical floor joists -------------GENERAL DATA ---------------------APPLIED LOADING --=-------- Span length ) 12.250 feet Load duration factor > 1.000 Spacing ) 24.000 in, o,c, Dead load > ,011 ksf Joist/nail/glue ) G J/G/N Live load > ,040 ksf Repetitive ? > Y (Y/N) Total load > .051 ksf LL deflection L/ 480 !Tributary load > .102 k1f TL deflection L/ 240 Concentrated load) 000 kips Eq, uniform load ) .000 ksf ---------------------------MEMBER DESIGN LOADS -------------------------- Tributary DL + LL Maximum moment > 1.913 ft -kips Use for joist design Maximum shear > ,625 kips Use for joist design Max, reaction > 625 kips Use for connector design Concentrated load + tributary DL Maximum moment > .413 ft -kips Concentrated load at midspan End reaction > 135 kips Concentrated load at midspan Maximum shear > .135 kips Concentrated load near support --------------------------------JOIST DATA ------------------------------ Enter depth: 11.880 inches Series Moment Shear Joist Nailed G/nailed Depth K 25DF 4.375 1.420 0 0 322 11.880 2.700 Allowable moment 4.375 ft -kips Allowable moment with LDF 4.375 ft -kips > 1.913 ft -kips Allowable shear 1.420 kips (ok) Allowable shear with LDF 1.420 kips ) .625 kips I - joist glued and nailed 322,000 in"4 (ok) --------------------------------DEFLECTIONS----------------------------- Dead load deflection ,042 inches Live load deflection .153 inches L/_962 (ok) Total load deflection .195 inches L/ 754 (ok) C 22-141 50 SHEETS 22-142 100 SHEETS AMPAO 22-144 200 SHEETS C T, �1 . r s W c cs� ti co v� A O C _aav CINC1 h N N 9 w L7S� 134- x ( 0 & �--w -z-- V14, z-X14 (/ � = O's- r W 22-141 50 SHEETS 22-142 100 SHEETS AMPAO 22-144 200 SHEETS r W VI . r cn �/1 0 � n Sk w o G N Q - r W VI . r cn Sk -- G r W 0 SSBM-6 1:14 AM ------------------------------------------------------------------------ Rev 9-13-93 SIMPLE SPAN BEAM - UNIFORM LOAD 8/15/94 -------------------------------------------------- --------------------- Description » FB -1 ---------------------------------GENERAL-------------------------------- Span (L) > 23.500 feet . Repetetive ? > N Reduce shear for bm depth > N Laterally supported (Y/N) > Y lu > .000 feet le > .000 feet Slenderness factor Cs > , .000 Ck > 22.210 --------------------------------ACTIONS--------------------------------- Uniform dead load > .154 kips/ft 25 % TL Uniform live load > .470 kips/ft 75 % TL Uniform total load > .624 kips/ft End reactions ............................ OL > 1.810 kips > 5.523 kips > 7.332 kips Design loads ............................ Total load moment (M) > 43.076 ft -kips Total load shear (V) > 7.332 kips --------------------------LUMBER DESIGN VALUES -------------------------- Base values Species Grade Fb Ft Fv FcJ- FcJ E DFGL 24F -V4 2400 1150 165 650 1650 1800000 Size factor Cf > .956 Apply to Fb Size factor Cf > 1.000 Apply to Ft Size factor Cf > 1.000 Apply to FCL Repetitive member factor Cr > 1.000 Load duration factor Cd > 1.000 6 Adjustment for lateral support > 1.000 Ad.iusted values Species Grade Fb Ft Fv Fcl FcJ E -DFGL 24F -V4 2294 1150 165 650 1650 1800000 - -----------------------------BEAM DATA ------------------------------- Member width > 5.125 inches Member depth > 18.000 inches Required Actual Comment S (in"3) > 225.303 276.750 <ok> A (in"2) > 66.655 92.250 <ok> I (in"4) > 2490.750 ------------=-----------------DEFLECTIONS------------------------------- Total load deflection > .955 inches L/ 295 <00 Live load deflection > .719 inches L/ 392 <00 Dead load deflection > .236 inches Minimum camber (glu-lams) > .354 inches <1.5*DL deflection> Standard 2000'R camber > .414 inches --------------------------CHECK MIN. BRG. AREA -------------------------- Minimum area > 11.280 W2 Minimum length > 2.201 inches Assuming full width bearing W W W W W W xxx V) V) V) OOO V)OO CI -C)a aav M N M N N M C7 X60 wL � Z �t5-L1 0,0� 1p SI C12/2 4 �� ) 2� /I��'► ��SI x-,020DS- 31/2-,�-t1,136 z,oE, DF J W W W W W W xxx VI VI 1A 000 Yf OO r N �a aae N C C N N N 400, n E n U wrtL, (611 -t- -t- 14-IZ (.0Z6) 5125� 1Z- �xiL-22,5 /06 C38) Zf36 Gt 4rt 5- f ✓f -Cr -L J 3 O W W W W W W xxz coo N O O M sera aaa AAA N N N a a F r� 9 v; ,'D6 V.- 39 W W W W W W x x in HN 000 Y1 O O N C4 a N N N N N N 0 vJ �v z 4.15 14,o' !2i = l,3SK JxT4-_ r--yg-6 q -D � � 22-1410 SHEETS l 22-142 1 0 00 SHEETS V A-0 22-144 200 SHEETS x p X o 71 L + lS� 7< N O Nw 11 N t ' c "— o.. N W �, x ON 0 u k ej • 22-1410 SHEETS � 22-142 1 0 00 SHEETS V A-0 22-144 200 SHEETS f -p 7-1 �j 1 � V � x p X o 71 + 7< Nw f -p 7-1 �j 1 � V � x �N o 71 + 7< Nw T u 1_ � — o 1- f -p 7-1 �j 1 G x ° o G 22-141 0 SHEETS 22-142 1000 SHEETS AMPAO 22-144 200 SHEETS 17\ l V, \ A X J� � �e Q N N ON o p Ll ej�zC�o i- 4,O16�Z) f 21.E 4 1 S J,S Ir..z C -f— (Z f f v _C 1 4-3 cow 1 r K- �j A� l a „K , V- O -L>- . (LB"Z VI W N H H N W W W W W W xxx #Atn�n YfOO CI r- M V aaa N M Ci N C1`N • 9¢'2 - TI -s 62. Uv I'�( xS.SI �o • e- c. f ; ate,, ✓ (.� �'' �G c� ` Z " Cd„ �-S ti n✓ y� S, 1 ZE� , 3 I� �a Ids w/ I�el��►y h (AtS b Anse_- P ( I-AtU at S4cd C o ( V A n S .. -P re- to l &,c.e W W W W W W xxx w w N 000 woo �n C4 11 rrr I� `O 1 t L i W r'tc-S Z 5,16 Z` \ rn A = 34,2 3 �� 4� M_CAP 10:29 AM 9/ 9/94 ------------------------------------------------------------------------ Rev 6-28-94 Concrete section moment capacity ------------------------------------------------------------------------ Description ))Concrete beam over guest room )) OV 10,` 410 5fi`ryrs ------------Section data ---- ---------Material constants --------- b ) 8.000 inches f'c ) 2.500 ksi d ) 20.000 inches fy ) 40.000 ksi ,850 > 1900 --------------------------------Load data -------------------------------- Factor Mu M dl > 34.230 ft -kips 1.400 47,922 M 11 > .000 ft -kips 1.700 .000 M wind > .000 ft -kips 1.700 .000 M eq > 000 ft -kips 1.100 .000 Modifier > 1.000 Mu ) 47.922 ft -kips is As regd. > ;.840in"2 o increase required since p actual is greater than p min --------------------- --Summary-------------------------------- Actual As > in"2 (ok) p min. > (200/Fy) p actual > .0058 (p=As/b'd) T > 37.200 kips (T=As"Fy) a > 2.188 inches (a=T/(F"F'c"b)) �Mn > 52.747 ft -kips ) Mu - (ok) ------------------------------------------------------------------------ Determine shear strength: Factor Mu V dl > 14.800 kips 1.400 20.720 V 11 > .000 kips 1.700 .000 V wind >. .000 kips 1.700 .000 •V eq > .000 kips 1.100 .000 Modifier > 1.000. Vu > 20.720 kips Strength Vc attributable to concrete: pw ) ,0058 Vc ) 35,305 kips Limited to : 28.000 .kips qvc ) 23.800 kips 0,5 " R Vc ) 11.900 kips Minimum shear reinforcing required! 3 5�iw,)ps 6-t ID '*O - • 4b H rn C, 7V 22-141 50 SHEETS 22-142 ,100 SHEETS � AMPAO 22-144 200 SHEETS H rn C, 7V AV � z � �I X � LA t4 1� o G S O O Ul 1� V13 N � N H rn C, 7V AV v� X S LA cj S � N � d � F m -J 0 11 w x J Ise 1�-LAJ -3 SGCC�.., ��o =, o .3t7 K c� Par7v-t ✓, vt C rc kr fS 9-. Dl � ��.r�s �-► p. 71 -fig Paxrc� - g�Z�.r�J BJ 12c Ck �f5 4,0/ G, a� 7. J s( CONCRET3 6:41 PM ------------------------------------------------------------------------ Rev 9-21-93 Concrete retaining wall 8/13/94 ------------------------------------------------------------------------ Description >>RW -1 >>Run 1 - 4'-0" retained - soil footing ------------------------------GENERAL DATA ------------------------------ Wall type > 2 1 =) Supported 2 => Cantilevered Lateral load t.ype> 2 1.=> Wind/earthquake 2.=> Soil pressure Backfill slope > 0 Horizontal 0 Vertical Soil weight > .110 kcf -------------------------------- LOADING --------------------------------- Wdl minimum > .000 kips/ft Wdl + Wll maximum > .987 kips/ft Equivalent fluid pressure > .030 kcf Sloping backfill surcharge> .000 kcf Total EFP > .030 kcf Surcharge height > .000 feet Surcharge Distance Surcharge • -P Comment- to wallheight .000 3.000 .000 Uniform lateral load > .000 ksf Earthquake/wind loading -----------------------ALLOWABLE DESIGN STRESSES ------------------------ ***Soil*** wdl Actual t Actual d Class of materials > 4 Input Allowable passive (vert.) ; 1.500 ksf 1..500 Allowable passive (horiz.)> .150 ksf/ft.depth .200 Lateral sliding coeff. > .250 .350 ---Concrete--- 3 .000 to f'c > 2.500 ksi .000 .000 f > 40.000 ksi b*d"2 M Es > 29000000psi Mn As m > 18.824 --------------- --------------WALL DATA ------------ Cantilevered wall may use varying thickness segments Segment wdl Actual t Actual d Max. d 1 .000 to 4.000 .400 8.000 4.000 5.500 2 .000 to .000 .000 .000 .000 .000 3 .000 to .000 .000 .000 .000 .000 Segment b*d"2 M Factor Mu Mn As 1 192.000 .320 1.700 .544 .604 .061 2 .000 .000 1.700 .000 .000 .000 3 .000 .000 1.700 .000 .000 .000 CL ----------------------------WALL REINFORCING ------------ = --------------- Segment 1 Horiz. As min. > .240 in"2 Vert. As min. > .144 in"2 Calculated As > .061 in'2 Vertical Horizontal #4 at 16 in. o.c. #4 at 9 in. o.c. 45 at 18 in. o.c. #5 at 15 in. o.c. #6 at 18 in. o.c. #6 at 18 in. o.c. 41 at 18 in. o.c. #7 at 18 in. o.c. #8 at 18 in. o.c. #8 at 18 in. o.c. Segment 2 ' Horiz. As min. > .000 in"2 Vert. As min. > .000 in"2 Calculated As > .000 in"2 Vertical Horizontal #4 at 0 in. o.c. #4 at 0 in. o.c. #5 at 0 in. o.c. #5 at 0 in. o.c. #6 at 0 91 at 0 in. o.c. in. o.c. 96 at #7 at 0 0 in. o.c. in, o.c. 98 at 0 in. o.c. 08 at 0 in. o.c. Segment 3 Horiz. As min. > .000 in"2 Vert. As min. > .000 in"2 Calculated As > .000 in"2 Vertical Horizontal 94 at 0 in. o.c. #4 at 0 in. o.c. #5 at 0 in. o.c. #5 at 0 in. o.c. #6 at 0 in. o.c. #6 at 0 in. o.c. #7 at 0 in. o.c. #7 at 0 in. o.c. #8 at 0 in. o.c. #8 at 0 in. o.c. ------------------------------FOOTING DATA ------------------------------ Toe length > 750 feet Safety factor > 2.376 Heel length > .333 feet Soil pressure > 1.431 Minimum footing. length > .000 feet •Actual footing length (L) > 2.250 feet Footing depth > 12.000 inches ----------------------OVERTURNING AND SOIL PRESSURE --------------------- Consider ftg depth for gross OTM and sliding ? (Y/N) > Y Overturning moment (OTM) > .625 ft -kips W Arm Moment ------------------------------------------------------------------------ Wdl min. .000 kips 1.083 feet .000 ft -kips Wdl+Wll .987 kips 1.083 feet 1.069 ft -kips Segment.1 .400 kips 1.083 feet .433 ft -kips Segment 2 .000 kips 1.033 feet .000 ft -kips Segment 3 .000 kips 1.083 feet .000 ft -kips Soil .367 kips 1.833 feet .672 ft -kips Ftg .338 ------------------------------------------------------------------------ kips 1.125 feet .380 ft -kips 21Jdl min> 1.104 kips 2Mdl min> 1.485 ft -kips 2Wdl+Wll> 2.091 kips 2Mdl+Wll> 2.554 ft -kips ------------------OVERTURNING AND SOIL PRESSURE CONT .--------------- 2Md1 min./OTM > 2.376 > 1.5 <OK> Eccentricity (e) > .202 feet <A/2-(2M-OTM/2W)> L/6 > .315 feet L' > 2.168 feet <3 L/2 -e> Resultant within middle third of footing Maximum soil pressure > 1.431 ksf <2Wtl/A + 6*Wtl*e/A"25 Minimum soil pressure .> .428 ksf ----------------------------HEEL/TOE DESIGN -----------------=----------- ---Heel design --- Heel length > .833 feet M > 153 ft -kips d > 8.000 inches As min. > .014 in"2 ° #4 at 48 in. o.c.- 05 .c.#5 at 48 in. o.c. #6 at 48 in. o.c. 91 at 48 in. O.C. #8 at 48 in. o.c. ---Toe design --- Toe length > .750 feet Max soil pressure > 1.431 ksf Soil pressure at face of wall > 1.043 ksf M max at face of wall > .366 ft -kips d > 8.000 inches As min. > .035 in"2 #4 at 48 in. o.c. 45 at 48 in. o.c. #6 at 48 in. o.c. #7 at 48 in. o.c. #8 at 48 in. o..c. ---=---------------LONGITUDINAL FOOTING REINFORCEMENT ------------------- As min. > .648 in'2 4 #4 bars 3 #5 bars 2 #6 bars 2 #1 bars 1 #8 bars 01 -----------------------------LATERAL SLIDING ---------------------------- Rt > .000 kips/ft Rb > .375 kips/ft Lateral sliding coeff. > .250 .276 kips/ft Lateral sliding resistance> .000 .000 kips/ft Allowable passive pressure > .150 ksf/ft depth Lateral passive pressure provided > .075 kips/ft <Footing only> Net resistance provided > .351 kips/ft <Footing only> Factor of safety > .936 NO GOOD! Concrete slab at base of wall ? > Y Thickness > .000 inches Width of slab > .000 feet Resistance provided by slab > .000 kips/ft Total resistance > .351 kips/ft Shear key must provide > .211 kips lateral resistance Equivalent depth of shear key. > 4.461 feet <Maximum 15'> Allowable passive pressure > .669 ksf <at base of key> Allowable passive pressure > .719 ksf <at bottom of key> Shear key required depth > 4.000 inches Shear key moment > .039 ft -kips SP Shear key thickness> 000 inches S NCe Sla 5 if inese,- d > .000 inches As mina > .000 in"2 04 at 0 in, o.c. q5 at 0 in. o.c. 86 at 0 in. o.c. 0 at 0 in. o.c. 88 at 0 in. o.c. ------------------------------------------------------------------------ WN CONCRET3 6:43 PM ------------------------------------------------------------------------ Rev 9-21-93 Concrete retaining wall 8/13/94 Description »RW -1 >>Run 2 - 6'-0" retained - soil footing ------------------------------GENERAL DATA ------------------------------ Wall type > 2 1 => Supported 2 => Cantilevered Lateral load type) 2 1 => Wind/earthquake 2 => Soil pressure Backfill slope > 0 Horizontal 0 Vertical Soil weight > .110 kcf -------------------------------- LOADING --------------------------------- Wdl minimum > .000 kips/ft Wdl + 1411 maximum > .987 kips/ft Equivalent fluid pressure > .030 kcf Sloping backfill surcharge) .000 kcf Total EFP > .030 kcf Surcharge height > .000 feet Surcharge Distance Surcharge P Comment to wall height 000 3.000 .000 Uniform lateral load > .000 ksf - Earthquake/wind loading -----------------------ALLOWABLE DESIGN STRESSES ------------------------ ***Soil*x* Class of materials > 4 Input Allowable passive (vert.) > 1.500 ksf 1.500 Allowable passive (horiz.)> .150 ksf/ft depth .200 Lateral sliding coeff. > .250 .350 ---Concrete--- f'c > 2.500 ksi fy > 40.000 ksi Es > 29000000psi m ---------------- >--18_824 ----- WALL DATA -------------------------------- Cantilevered wall may use varying thickness segments Segment wdl Actual t Actual d Max. d 1 .000 to 6.000 .600 8.000 4.000 5.500 2 .000 to .000 .000 .000 .000 .000 3 .000 to .000 .000 .000 .000 .000 Segment b*d'2 M Factor Mu Mn As 1 192.000 1.080 1.700 1.836 2.040 .210 2 .000 .000 1.700 .000 .000 .000 3 .000 .000 1.700 .000 .000 .000 S(� ----------------------------WALL REINFORCING ---------------------------- -Segment 1 Horiz. As min. > .240 in"2 Vert. As min. > .144 in"2 Calculated As > .210 in"1 Vertical Horizontal #4 at 11 in. o.c. #4 at 9 in. o.c. #5 at 17 in. o.c. 45 at 15 in. o.c. #6 at 18 in. o.c. 46 at 18 in. o.c. #7 at 18 in. o.c. #1 at 18 in. o.c. #3 at 18 in. o. c.. #8 at 18 in. o.c. Segment 1 Horiz. As min. > .000 in"2 Vert. As min. > .000 in"2 Calculated As > F .000 in"2 Vertical Horizontal #4 at 0 in. o.c. #4 at 0 in. o.c. #5 at 0 in. o.c. 95 at 0 in. o.c. #6 at 0 #7 at 0 in. o.c. in. o.c. 96 at #7 at 0 0 in. o.c. in. o.c. #8 at 0 in. o.c. #8 at 0 in. o.c. Segment 3 Horiz. As min. > .000 in"2 Vert. As min. > .000 in"2 Calculated As > :000 in"2 Vertical Horizontal #4 at 0 in. o.c. #4 at 0 in. o.c. #5 at 0 in. o.c. #5 at 0 in. o.c. 96 at 0 in. o.c. #6 at 0 in. o.c. #7 at 0 in. o.c. 07 at 0 in. o.c. #8 at 0 in. o.c. #8 at 0 in. o.c. ------------------------------FOOTING DATA ------------------------------ Toe length > 1.250 feet Safety factor > 2.205 Heel length > 1.243 feet Soil pressure > 1.467 Minimum footing length > .000 feet Actual footing length (L) Footing depth > 3.160 > 12.000 feet . inches ----------------------OVERTURNING AND SOIL PRESSURE--------=------------ Consider ftg depth for gross DIM and sliding ? (Y/N) > Y Overturning moment (OTM) > 1.715 ft -kips W Arm Moment ------------------------------------------------------------------------ Wdl min. .000 kips 1.583 feet .000 ft -kips Wdl+Wll .987 kips 1.583 feet 1.563 ft -kips Segment 1 .600 kips 1.583 feet .950 ft -kips Segment 2 .000 kips 1.583 feet .000 ft -kips Segment 3 .000 kips 1.583 feet .000 ft -kips Soil .821 kips 2.538 feet 2.083 ft -kips Ftg .474 -------------- ------------------- kips 1.580 --------------------------------------- feet .749 ft -kips EWdl min) 1.895 kips, EMdl min> 3.782 ft -kips EWdl+Wll> 2.882 kips EMdl+Wll> 5.345 ft -kips 5�1 ------------------OVERTURNING AND SOIL PRESSURE CONT ---------------- 2MdI min./OTM > 2.205 > 1.5 <00 Eccentricity (e) > .320 feet <A/2-(EM-OTM/EM)> L/6 > .527 feet L' > 3.779 feet <3*L/2-e> Resultant within middle third of footing Maximum soil pressure > 1.467 ksf <EWtl/A + 6*Wtl*e/A"2> Minimum soil pressure > .357 ksf ----------------------------HEEL/TOE DESIGN ----------------------------- ---Heel design --- Heel length > 1.243 feet M > .540 ft -kips d > 8.000 inches As min. > .048 in"2 #4 at 48 in. o.c. 45 at 48 in. o.c. #6 at 48 in. o.c. #7 at 48 in. o.c. #8 at 48 in. o.c. • ---Toe design --- Toe length > 1.250 feet Max soil pressure > 1.467 ksf Soil pressure at face of wall > .982 ksf M max at face of wall > 1.019 ft -kips d > 8.000 inches As min. > .097 in"2 44 at 24 in. o.c. #5 at 37 in. o.c. #6 at 48 in. o.c. #7 at 48 in. o.c. #8 at 48 in. o.c. -------------------LONGITUDINAL FOOTING REINFORCEMENT ------------------- As min > .910 in"2 5 #4 bars 3 #5 bars 3 #6 bars 2 #1 bars 2 #8 bars -----------------------------LATERAL SLIDING ---------------------------- Rt > .000 kips/ft Rb > .735 kips/ft Lateral sliding coeff. > .250 .474 kips/ft Lateral sliding resistance) .000 .000 kips/ft Allowable passive pressure > .150 ksf/ft depth Lateral passive pressure provided > .075 kips/ft (Footing only) Net resistance provided Factor of safety Concrete slab at base of wall ? Thickness > .000 inches Width of slab > .000 feet Resistance provided by slab Total resistance • Shear key must provide Equivalent depth of shear key Allowable passive pressure Allowable passive pressure Shear key required depth • > .549 laps/ft (Footing only> > .745 NO GOOD! > Y > .000 kips/ft > .549 kips/ft > .554 kips lateral resistance ) 5.451 feet <Maximum 15'> > .818 ksf <at base of key> > .918 ksf <at bottom of key> > 8.000 inches Shear key moment > .196 ft -kips Shear key thickness > 8.000 inches d > 4.000 inches As min. > .037 in"2 44 at 48 in. o.c. #5 at 48 in. o.c. #6 at 48 in. o.c. #7 at 48 in. o.c. #8 at 48 in. o.c. -------------------------------------------------- 5D 51 CONCP,ET3 6:45 PM ------------------------------------------------------------------------ Rev 9-21-93 Concrete retaining wall 8/13/94 ------------------------------------------------------------------------ Description »RW -1 »Run 3 - 8'-0" retained - soil footing ------------------------------GENERAL DATA ------------------------------ Wall type > 2 1 => Supported 2 => Canti-levered Lateral load type> 2 1 => Wind/earthquake 2 => Soil pressure Backfill slope > 0 . Horizontal 0 Vertical Soil weight > .110 kcf ----------------------- -------- LOADING --------------------------------- Wdl minimum > .000 kips/ft Wdl + Wll maximum > .987 kips/ft Equivalent fluid pressure > .030 kcf Sloping backfill surcharge> .000 kcf Total EFP > .030 kcf Surcharge height > .000 feet Surcharge Distance Surcharge P Comment to wall height --------------------------------------------- .000 3.000 .000 Uniform lateral load > .000 ksf Earthquake/wind loading -----------------------ALLOWABLE DESIGN STRESSES ------------------------ ***Soil*** Class of materials > 4 input Allowable passive (vert.) > 1.500 ksf 1.500 Allowable passive (horiz.)> .150 ksf/ft depth .200 Lateral sliding coeff. > .250 .350 ---Concrete--- f'c > 2.500 ksi fy > 40.000 ksi Es > 29000000psi M > 18.824 -------------- =---------------- WALL DATA -------------------------------- Cantilevered wall may use varying thickness segments Segment wdl Actual t Actual d Max. d 1 .000 to 8.000 .800 8.000 5.500 5.500 2 .000 to .000 .000 .000 .000 .000 3 .000 to .000 .000 .000 .000 .000 Segment b*d"2 M Factor Mu Mn As 1 363.000 2.560 1.700 4.352 4.836 .365 2 .000 .000 1.700 .000 .000 .000 3 .000 .000 1.700 .000 .000 .000 0 ----------------------------WALL REINFORCING ---------------------------- Segment 1 Horiz. As min. > .240 in"2 Vert. As min. > .144 in"2 Calculated As > .365 in"2 Vertical Horizontal #4 at 6 in. o.c. #4 at 9 in. o.c. #5 at 10 in. o.c. #5 at' 15 in. o.c. #6 at 14 in. o.c. #6 at 18 in. o.c. 07 at 18 in. o.c. #7 at 18 in. o.c. #8 at 18 in. o.c. #8 at 18 in. o.c.. Segment 2 Horiz. As min. > .000 in"2 Vert. As min. > .000 in"2 Calculated As > .000 in"2 Vertical Horizontal #4 at 0 in. o.c. 04 at 0 in. o.c. 95 at 0 in. o.c. 45 at 0 in. o.c. #6 at 0 07 at 0 in. o.c. in. o.c. 46 at #7 at 0 0 in. o.c. in. o.c. 98 at 0 in. o.c. #8 at 0 in. o.c. Segment 3 Horiz. As min. > .000. in"1 Vert. As min. > .000 in"2 Calculated As > .000 in"1 Vertical Horizontal #4 at 0 in. o.c. #4 at 0* in. o.c. #5 at 0 in. o.c. 95 at 0 in. o.c. 06 at 0 in. o.c. #6 at 0 in. o.c. #7 at 0 in. o.c. 01 at 0 in. o.c. #8 at 0 in. o.c. 08 at 0 in. o.c. ------------------------------FOOTING DATA--------7--------------------- Toe length > 1.830 feet Safety factor > 2.274 'feel length > 1.753 feet Soil pressure > 1.482 Minimum footing length > .000 feet Actual footing length (L) > 4.250 feet Footing depth > 12.000 inches ----------------------OVERTURNING AND SOIL PRESSURE --------------------- Consider ftg depth for gross OTM and sliding ? (Y/N) > Y Overturning moment (DIM) > 3.645 ft -kips W Arm Moment ------------------------------------------------------------------------ Wdl min. .000 kips 2.163 feet .000 ft -kips Wdl+Wll .987 kips 2.163 feet 2.135 ft -kips Segment 1 .800 kips 2.163 feet 1.731 ft -kips Segment 2 .000 kips 2.163 feet .000 ft -kips Segment 3 .000 kips 1.163 feet .000 ft -kips Soil 1.543 kips 3.373 feet 5.205 ft -kips Ftg .638 ------------------------------------------------------------------------ kips 1.125 feet 1.355 ft -kips EWdl min> 2.980 kips MI min> 8.290 ft -kips 2Wdl+W11> 3.967 kips 2Mdl+Wll> 10.425 ft -kips W ------------------OVERTURNING AND SOIL PRESSURE CONT ---------------- DWI min./OTM > 2.274 > 1.5 <00 Eccentricity (e) > .416 feet <A/2-(EM-OTM/EW)> L/6 > .708 feet L' > 5.127 feet <3*L/2-e> Resultant within middle third of footing Maximum soil pressure > 1.482 ksf <EWtl/A + 6*Wtl*e/A"2> Minimum soil pressure > .385 ksf ---------------------------=HEEL/TOE DESIGN ----------------------------- ---Heel design--- Heel length > 1.753 feet M > 1.353 ft -kips d > 8.000 inches As min. > .129 in"2 #4 at 18 in. o.c. #5 at 28 in. o.c. #6 at 41 in. o.c. #7 at 48 in. o.c. 08 at 48 in. o.c. ---Toe design --- Toe length > 1.830 feet. Max soil pressure >. 1.482 ksf Soil pressure at face of wall > .953 ksf M max at face of wall > 2.186 ft -kips d > 8.000 inches As min. > .209 in"2 #4 at 11 in. o.c. #5 at 17 in. o.c. 06 at 25 in. o.c. #7 at 34 in. o.c.. 98 at 45 in. o.c. -------------------LONGITUDINAL FOOTING REINFORCEMENT ------------------- As min. > 1.224 in"2 7 #4 bars 4 #5 bars 3 #6 bars 3 #7 bars 2 #8 bars -----------------------------LATERAL SLIDING -------------------- -------- Rt > .000 kips/ft Rb > 1.215 kips/ft Lateral sliding coeff. > .250 .745 kips/ft Lateral sliding resistance) .000 .000 kips/ft Allowable passive pressure > .150 ksf/ft depth Lateral passive pressure provided > .075 kips/ft <Footing only> Net resistance provided Factor of safety Concrete slab at base of wall ? Thickness > 4.000 inches Width of slab >; 20.000 feet Resistance provided by slab Total resistance • Shear key must provide Equivalent depth of shear key Allowable passive pressure Allowable passive pressure Shear key required depth > .820 kips/ft <Footing only) > .675 NO GOOD! > Y > .250 kips/ft > 1.070 kips/ft > .752 kips lateral resistance > 6.375 feet <Maximum 15'> > .956 ksf <at base of key) > 1.069 ksf <at bottom of key) > 9.000 inches Shear key moment > .290 ft -kips Shear key thickness > 8.000 inches d > 4.000 inches As min. > .055 in"2 #4 at 42 in. o.c. #5 at 48 in. o.c. #6 at 48 in. o.c. #7 at 48 in. o.c. #8 at 48 in. o.c. ------------------------------------------------------------------------ 63 CONCRET3 6:54 PM ----------------------------------------------------------- ------------ Rev 9-21-93 Concrete retaining wall 8/13/94 ------------------------------------------------------------------------ Description >>RW -1 >>Run 4 - 9'-0" retained = soil footing ------------------------------GENERAL DATA --------------------------- Wall type > 2 1 => Supported 2 => Cantilevered Lateral load type> 2 1 => Wind/earthquake 2 => Soil pressure Backfill slope > 0 Horizontal 0 Vertical Soil weight > .110 kcf -------------------------------- LOADING --------------------------------- Wdl minimum > .000 kips/ft Wdl + 1111 maximum > .987 kips/ft Equivalent fluid pressure > .030 kcf Sloping backfill surcharge> .000 kcf Total EFP > .030 kcf Surcharge height > .000 feet Surcharge Distance Surcharge •P Comment- to wall height --------------------------- .000 3.000 .000 Uniform lateral load > .000 ksf Earthquake/wind loading -----------------------ALLOWABLE DESIGN STRESSES ------------------------ **"Soil*** Class of materials > 4 Input Allowable passive (vert.) > 1.500 ksf 1.500 Allowable passive (horiz.)> .150 ksf/ft depth .200 Lateral sliding coeff. > .250 .350 --- Concrete --- C > 2.500 Iasi f > 40.000 ksi Es > 29000000psi m----------------� • 18.624 -------------WALL DATA -------------------------------- Cantilevered wall may use varying thickness segments Segment wdl Actual t Actual d Max. d 1 .000 to 9.000 .900 8.000 5.500 5.500 2 .000 to .000 .000 .000 .000 .000 3 .000 to .000 .000 .000 .000 000 Segment b*d"2 M Factor Mu Mn As 1 363.000 3.645 1.700 6.197 6.885 .398 2 .000 .000 1.700 .000 .000 .000 3 .000 .000 1.700 .000 .000 .000 ----------------------------WALL REINFORCING ---------------------------- Segment 1 Horiz. As min. > .240 in"2 Vert. As min. > .144 in"2 Calculated As > .398 in"2 Vertical Horizontal 44 at 5 in. o.c. #4 at 9 in. o.c. #5 at 9 in. o.c. #5 at 15 in. o.c. #6 at 13 in. o.c. #6 at 18 in. o.c. #7 at 18 in. o.c. #7 at 18 in. o.c. 08 at 18 in. o.c. #8 at' 18 in. o.c. Segment 2 ' Horiz. As min. > .000 in"2 Vert. As min. > .000 in"2 Calculated As > .000 in"2 Vertical Horizontal #4 at 0 in. o.c. #4 at 0 in. o.c. 45 at 0 in. o.c. 05 at 0 in. o.c. 96 at 0 in. o.c. Kat 0 in. o.c. #7 at 0 in. o.c. #7 at 0 in. o.c. #8 at 0 in. o.c. #8 at 0 in. o.c. Segment 3 Horiz. As min. > .000 in"2 Vert. As min. > .000 in"2 Calculated As > .000 in"2 Vertical Horizontal #4 at 0 in. o.c. 04 at 0 in. o.c. 45 at 0 in. o.c. #5 at 0 in. o.c. #6 at 0 in. o.c. 96 at 0 in. o.c. 41 at 0 in. o.c. #7 at 0 in. o.c. #8 at 0 in. o.c. #8 at 0 in. o.c. ------------------ .------------ FOOTING DATA ------------------------------ Toe.length > 2.160 feet Safety factor > 2.230 Heel length > 1.923 feet Soil pressure > 1.503 Minimum footing length > .000 feet • Actual footing length Footing depth (L)-> > 4.750 '12.000 feet inches ----------------------OVERTURNING AND SOIL PRESSURE --------------------- Consider ftg depth for gross DIM and sliding ? (Y/N) > Y Overturning moment (DIM) > 5'.000 ft -kips W Arm Moment ------------------------------------------------------------------------ Wdl min. .000 kips 2.493 feet .000 ft -kips Wdl+Wll .987 kips 2.493 feet 2.461 ft -kips Segment 1 .900 kips 2.493 feet 2.244 ft -kips Segment 2 .000 kips 2.493 feet .000 ft -kips Segment3 .000 kips 2.493 feet .000 ft -kips Soil 1.904 kips 3.788 feet 7.213 ft -kips Ftg .713 ------------------------------------------------------------------------ kips 2.375 1 feet 1.692 ft -kips EWdI min> 3.517 kips EMdl min> 11.150 ft -kips EWdl+Wll> 4.504 kips EMdl+Wll> 13.610 ft -kips ------------------OVERTURNING AND SOIL PRESSURE CONT ---------------- 2Mdl min./OTM > 2.230 > 1.5 <00 Eccentricity (e) > .463 feet <A/2-(EM-OTM/EW)> L/6 > .792 feet L' > 5.736 feet <3*L/2-e> Resultant within middle third of footing Maximum soil pressure > 1.503 ksf <EWtl/A + 6*ldtl*e/A"2> Minimum soil pressure > .394 ksf --------:-------------------HEEL/TOE DESIGN ----------------------------- ---Heel design --- Heel length > 1.923 feet M > 1.&31 ft -kips d > 8.000 inches As min. > .175 in"2 #4 at 13 in. o.c. #5 at 21 in. o.c. #6 at 30 in. o.c. 47 at 41 in. o.c. • #8 at 48 ---Toe design--- in. o.c. Toe length > 2.160 feet Max soil pressure > 1.503 ksf Soil pressure at face of wall > .937 ksf M max at face of wall > 3.066 ft -kips d > 8.000 inches As min. > .295 in"2 04 at 7 in. o.c. #5 at 12 in. o.c. #6 at 17 in. o.c. 17 at 24 in. o.c. #8 at 31 in. o.c. -------------------LONGITUDINAL FOOTING RE-INFORCEMENT ------------------- As min. > 1.368 in"1 7 #4 bars 5 #5 bars • 4 46 bars 3 #7 bars 2 #8 bars I -----------------------------LATERAL SLIDING ---------------------------- Rt > .000 kips/ft Rb > 1.500 kips/ft Lateral sliding coeff. > .250 .819 kips/ft Lateral sliding resistance> .000 .000 kips/ft Allowable passive pressure > .150 ksf/ft depth Lateral passive pressure provided > .015 kips/ft <Footing only> Net resistance provided > .954 kips/ft <Footing only> Factor of safety > .636 NO GOOD! Concrete slab at base of wall ? > Y Thickness > 4.000 inches Width of slab > 20.000 feet Resistance provided by slab > .250 kips/ft Total resistance > 1.204 kips/ft •Shear key must provide Equivalent depth of shear key Allowable passive pressure Allowable passive pressure Shear key required depth > 1.046 kips lateral resistance > 6.130 feet 0aximum 15'> > 1.010 ksf <at base of key> > 1.160 ksf <at bottom of key> > 12.000 inches Shear key moment > .555 ft -kips Shear key thickness > 8.000 inches d > 4.000 inches As min. > .106 in"2 #4 at 22 in. o.c. 45 at 34 in. o.c. #6 at 48 in. o.c. #1 at 48 in. o.c. #8 at 48 in. o.c. ------------------------------------------------------------------------ 0 CONCRET3 6:56 PM ------------------------------------------------------------------------ Rev 9-21-93 Concrete retaining wall 8/13/94 ------------------------------------------------------------------------ Description > 0-2 >>Run 1 - 4'-0" retained - soil footing ------------------------------GENERAL DATA ------------------------------ Wall type > 2 1 => Supported 2 => Cantilevered Lateral load type> 2 1 => Wind/earthquake 2 => Soil pressure Backfill slope > 0 Horizontal 0 Vertical Soil weight > .110 kcf -------------------------------- LOADING ---------------- =---------------- Wdl minimum > .000 kips,ff.t Wdl + W11 maximum > .732 kips/ft Equivalent fluid pressure > .030 kcf Sloping backfill surcharge> .000 kcf Total EFP > .030 kcf Surcharge height > .000 feet • Surcharge Distance Surcharge P Comment to wall height --------------------------------------------- .000 3.000 .000 Uniform lateral load > .000 ksf Earthquake/wind loading -----------------------ALLOWABLE DESIGN STRESSES ------------------------ ***Soil*** Class of materials > 4 Input Allowable passive (vert.) > 1.500 ksf 1.500 Allowable passive (horiz.)> .150 ksf/ft depth .200 Lateral sliding coeff. > .250 .350 --- Concrete--- f'c > 2.500 ksi fy > 40.000 ksi Es > 29000000psi m---------------- >--18.814 ----- WALL DATA---------------------- Cantilevered wall may use varying thickness segments Segment wdl Actual t Actual d Max. d 1' .000 to 4.000 .300 6.000 3.000 3.500 2 .000 to .000 .000 .000 .000 .000 3 .000 to .000 .000 .000 .000 .000 Segment b*d"2 M Factor Mu Mn As 1 108.000 .310 - 1.700 .544 .604 .082 2 .000 .000 1.700 .000 .000 .000 3 .000 .000 1.700 .000 .000 .000 0 ----------------------------WALL REINFORCING ------------------------ Segment 1 Horiz. As min. > .180 in"2 Vert. As min. > .108 in"2 Calculated As > 082 in"? Vertical Horizontal #4 at 18 in. o.c. #4 at 13 in. o.c. #5 at 18 in. o.c. #5 at 18 in. o.c. #6 at 18 in. o.c. #6 at .18 in. o.c. #1 at 18 in. o.c. #7 at 18 in. o.c. #8 at 18 in. o.c: #8 at 18 in. o.c. Segment 2 Horiz. As min. > .000 in"2 Vert. As min. > .000 in"2 Calculated As > .000 in"2 Vertical Horizontal #4 at 0 in. o.c. #4 at 0 in. o.c. #5 at 0 in. o.c. #5 at 0 in. o.c. . 46 at 0 #7 at 0 in. o.c. in. o.c. #6 at #7 at 0 0 in. o.c. in. o.c. #8 at 0 in. o.c. 48 at 0 in. o.c. Segment 3 Horiz. As min. > .000 in"2 Vert. As min. > .000 in"2 Calculated As > .000 in"2 Vertical Horizontal #4 at 0 in. o.c. 04 at 0 in. o.c. #5 at 0 in. o.c. #5 at 0 in. o.c. #6 at 0 in. o.c. #6 at 0 in. o.c. #7 at 0 in. o.c. #7 at 0 in. o.c. #8 at 0 in. o.c. #8 at 0 in. o.c. ------------------------------FOOTING DATA ------------------------------ Toe length > .670 feet Safety factor > 2.349 Heel length > 1.080 feet Soil pressure > 1.481 Minimum footing length > .000 feet Actual footing length (L) > 2.250 feet Footing depth > 12.000 inches ----------------------OVERTURNING AND SOIL PRESSURE --------------------- Consider ftg depth for gross OTM and sliding ? (Y/N) > Y Overturning moment (OTM) > .625 ft -kips W Arm Moment ------------------------------------------------------------------------ Wdl min. .000 kips 920 'feet .000 ft -kips Wdl+Wll .732 kips .920 feet .673 ft -kips Segment 1 .300 kips .920 feet .276 ft -kips Segment 2 .000 kips .920 feet .000 ft -kips Segment 3 .000 kips .920 feet .000 ft -kips Soil .475 kips 1.710 feet .813 ft -kips Ftg .338 kips 1.125 feet .380 ft -kips 2Wdl min> 1.113 kips 2Mdl min> 1.468 ft -kips 2Wdl+W11> 1.845 kips 2Mdl+Wll> 2.142 ft -kips ------------------OVERTURNING AND SOIL PRESSURE CONT ---------------- ZMdl min./OTM > 2.349 > 1.5 <00 Eccentricity (e) > .303 feet <A/2-(EM-OTM/EW)> L/6 > .375 feet L' > 2.467 feet <PL/2-e> Resultant within middle third of footing Maximum soil pressure > 1.482 ksf <EW l /A + 6*Wtl*e/A"2> Minimum soil pressure > .158 ksf ---------------------------=HEEL/TOE DESIGN ----------------------------- ---Heel design --- Heel length > 1.080 feet M > .157 ft -kips d > 8.000 inches As rain. > 024 in"1 #4 at 48 in. o.c. #5 at 48 in. o.c. #6 at 48 in. o.c. #7 at 48 in. o.c. 98 at 48 in. o.c. ---Toe design --- Toe length > .670 feet Max soil pressure > 1:482 ksf Soil pressure at face of wall > 1.079 ksf M max at face of wall > .302 ft -kips d > 8.000 inches As min. > .029 in"2 44 at 48 in. o.c. 05 at 48 in. o.c. 06 at 48 in. o.c. #7 at 48 in. o.c. 48 at . 48 in. o.c. -------------------LONGITUDINAL FOOTING REINFORCEMENT ------------------- As min. > .648 in'2 4 #4 bars 3 #5 bars • 2 06 bars 2 #7 bars 1 #8 bars BE -----------------------------LATERAL SLIDING ---------------------------- Rt > .000 kips/ft Rb > .375 kips/ft Lateral sliding coeff. > .250 .278 kips/ft Lateral sliding resistance> .000 .000 kips/ft Allowable passive pressure > .150 ksf/ft depth Lateral passive pressure provided > .075 kips/ft <Footing only> Net resistance provided > .353 kips/ft <Footing only> Factor of safety > .942 NO GOOD! Concrete slab at base of wall ? > n Thickness > .000 inches Width of slab > .000 feet Resistance provided by slab > .000 kips/ft Total resistance > .353 kips/ft •Shear key must provide > .209 kips lateral resistance Equivalent depth of shear key > 4.496 feet <Maximum 15'> Allowable passive pressure > .674 ksf <at base of key> Allowable passive pressure > .724 ksf <at bottom of key) Shear key required depth > 4.000 inches Shear key moment > .039 ft -kips Shear key thickness > 8.000 inches d > 4.000 inches As min. > .007 in"2 #4 at 48 in. o.c. #5 at 48 in. o.c. #6 at 48 in. o:c. #7 at 48 in. o.c. 48 at 48 in. o.c. ------------------------------------------------------------------------ • CONCRET3 6:59 PM ------------------------------------------------------------------------ Rev 9-21-93 Concrete retaining wall 8/13/94 ------------------------------------------------------------------------ Description »RW -3 >>Run 1 - 4'-0" retained - soil footing ------------------------------GENERAL DATA ------------------------------ Wall type > 2 1 => Supported 2 => Cantilevered Lateral load type> 2 1 => Wind/earthquake 2 => Soil pressure Backfill slope > 0 Horizontal 0 Vertical Soil weight > .110 kcf ----------------------------- =---LOADING ----------- ---------------------- Wdl minimum > .000 kips/ft Wdl + W11 maximum > .000 kips/ft Equivalent fluid pressure > .030 kcf Sloping backfill surcharge> .000 kcf Total EFP > .030 kcf Surcharge height > .000 feet Surcharge Distance Surcharge P Comment to wall height --------------------------------------------- .000 3.0.00 .000. Uniform lateral load > .000 ksf Earthquake/wind loading -----------------------ALLOWABLE DESIGN STRESSES ------------------------ ***Soil*** Class of materials > 4 Input Allowable passive (vert.) > 1.500 ksf 1.500 Allowable passive (horiz.)> .150 ksf/ft depth .200 Lateral sliding coeff. > .250 .350' --- Concrete--- f'c > 2.500 ksi fy > 40.000 ksi Es > 29000000psi •m -------> 18.824 ---------.- -------------WALL DATA -------------------------------- Cantilevered wall may use varying thickness segments Segment wdl Actual t Actual d Max. d 1 .000 to 4.000 .300 6.000 3.000 3.500 2 .000 to .000 .000 .000 .000 .000 3 .000 to .000 .000 .000 .000 .000 Segment b*d"2 M Factor Mu Mn As 1 108.000 .320 1.700 .544 .60'4 .082 2 .000 .000 1.700 .000 .000 .000 3 .000 .000 1.700 .000 .000 .000 7Z ----------------------------WALL REINFORCING ------------------------------ Segment 1 Horiz. As min. > .180 in"2 Vert. As min. > .108 in^2 Calculated As > .082 in'2 Vertical Horizontal 04 at 18 in. o.c. #4 at 13 in. o.c. #5 at 18 in. o.c. #5 at 18 in. o.c. #6 at 18 in. o.c. #6 at 18 in. o.c. #7 at 18 in. o.c. #7 at 18 in. o.c. #8 at 18 in. o.c. 98 at 18 in. o.c. Segment 2 Horiz. As min. > .000 in"2 Vert. As min. > .000 in"2 Calculated As > .000 in"2 Vertical Horizontal #4 at 0 in. o.c. #4 at 0 in. o.c. 95 at 0 in. o.c. #5 at 0 in. o.c. • 46 at 0 in. o.c. #6 at 0 in. o.c. 41 at 0 in. o.c. #7 at 0 in. o.c. #8 at 0 in. o.c. 08 at 0 in. o.c. Segment 3 Horiz. As min. > .000 in"2 Vert. As min. > .000 in"2 Calculated As > .000 in"2 Vertical Horizontal #4 at 0 in. o.c. #4 at 0 in. o.c. #5 at 0 in. o.c. #5 at 0 in. o.c. #6 at 0 in. o.c. 16 at 0 in. o.c.- 07 at 0 in. o.c. 47 at 0 in. o.c. #8 at 0 in. o.c. #8 at 0 in. o.c. ------------------------------FOOTING DATA ------------------------------ Toe length > .750 feet Safety factor > 1.818 Heel length > .750 feet Soil pressure > 1.128 Minimum footing length > .000 feet •Actual footing length (L) > 2.000 feet Footing depth > 12.000 inches ----------------------OVERTURNING AND SOIL PRESSURE --------------------- Consider ftg depth for gross OTM and sliding ? (Y/N) > Y Overturning moment (OTM) > .625 ft -kips W Arm Moment ------------------------------------------------------------------------ Wdl min. .000 kips 1.000 feet .000 ft -kips Wdl+Wll .000 kips 1.000 feet .000 ft -kips Segment 1 .300 kips 1.000 feet 300 ft -kips Segment 2 .000 kips 1.000 feet .000 ft -kips Segment 3 .000 kips 1.000 feet .000 ft -kips Soil .330 kips 1.625 .feet .536. ft -kips Ftg .300 kips 1.000 feet .300 ft -kips ------------------------------------------------------------------------ iWdl min> .930 kips EMdl min> 1.136 ft -kips EWdl+Wll> .930 kips 'LMdl+Wll> 1.136 ft -kips "l3 ------------------OVERTURNING AND SOIL PRESSURE CONT ---------------- ZMdl min./OTM > 1.818 > 1.5 <00 Eccentricity (e) > .450 feet <A/2-(2M-OTM/EW)> L/6 > .333 feet L' > 1.649 feet <3*L/2-e> Resultant lies outside middle third of footing Maximum soil pressure > 1.128 ksf <2*(Wtl/L')> Minimum soil pressure > -.198 ksf ----------------------------HEEL/TOE DESIGN ----------------------------- --- Heel design --- Heel length > .750 feet M > .124 ft -kips d > 8.000 inches As min. > .012 in'2 04 at 48 in. o.c. #5 at 48 in. o.c. #6 at 48 in. o.c. #7 at 48 in. o.c. #8 at 48 in. o.c. ---Toe design--- Toe length > .750 feet Max soil pressure > 1.128 ksf Soil pressure at face of wall > .615 ksf M max at face of wall > .269 ft -kips d > 8.000 inches As min. > .025 in"2 04 at 48 in. o.c. #5 at 48 in. o.c. #6 at 48 in. o.c. 47 at 48 in. o.c. #8 at 48 in. o.c. -------------------LONGITUDINAL FOOTING REINFORCEMENT ------------------- As mina > .576 in"1 3 #4 bars 2 #5 bars • #6 bars 1 1 #7 bars 1 #8 bars -----------------------------LATERAL SLIDING ---------------------------- Rt > .000 kips/ft Rb > .375 kips/ft Lateral sliding coeff. > .250 .233 kips/ft Lateral sliding resistance> .000 .000 kips/ft Allowable passive pressure > .150 ksf/ft depth Lateral passive pressure provided > .075 kips/ft (Footing only> Net resistance provided Factor of safety Concrete slab at base of wall ? Thickness > .000 inches Width of slab > .000 feet Resistance provided by slab Total resistance •Shear key must provide Equivalent depth of shear key Allowable passive pressure Allowable passive pressure Shear key required depth • > .308 kips/ft <Footing only> > .820 NO GOOD! > n > .000 ki.ps/ft > .308 kips/ft > .255 kips lateral resistance > 4.227 feet <Maximum 15'> > .634 ksf <at base of key> > .697 ksf (at bottom of key> > 5.000 inches Shear key moment > .059 ft -kips Shear key thickness ) 8.000 inches d > 4.000 inches As min. > .011 in"2 04 at 48 in. o.c. 05 at 48 in. o.c. 46 at 48 in. o.c. k7 at 48 in. o.c. 88 at 48 in. o.c. --------------------------------------------------------------------- -/S CONCRET3 1:01 PM --------------------------------------------------------- -------------- Rev 9-21-93 Concrete retaining wall 8/13/94 ------------------------------------------------------------------------ Description »RW -3 )>Run 2 - 6'-0" retained - soil footing ------------------------------GENERAL DATA ------------------------------ Wall type > 2 1 => Supported 2 => Cantilevered Lateral load type) 2 1 => Wind/earthquake 2 -> Soil pressure Backfill slope > 0 Horizontal 0 Vertical Soil weight > .110 kcf ---------------------- --------- LOADING --------------------------------- Wdl minimum > .000 kips/ft Wdl + Wll maximum > .000 kips/ft Equivalent fluid pressure > .030 kcf Sloping backfill surcharge) .000 kcf Total EFP > .030 kcf Surcharge height > .000 feet Surcharge Distance Surcharge • P Comment to wall height --------------------------------------------- 000 3.000 .000 Uniform lateral load > .000 ksf Earthquake/wind loading -----------------------ALLOWABLE DESIGN STRESSES ------------------------ ***Soil*** Class of materials > 4 Input Allowable passive (vert.) > 1.500 ksf 1.500 Allowable passive (horiz.)> .150 ksf/ft depth .200 Lateral sliding coeff. > .250 .350 ---Concrete--- f'c > 2.500 ksi fy > 40.000 ksi Es > 29000000psi • m - 18824 ------------------ . -----WALL DATA --------------------------------- Cantilevered wall may use varying thickness segments Segment wdl Actual t Actual d Max. d 1 .000 to 6.000 .450 6.000 3.000 3.500 2 .000 to .000 .000 .000 .000 .000 3 .000 to .000 .000 .000 .000 .000 Segment b*d'2 M Factor Mu Mn As 1 108.000 1.080' 1.100 1.836 2.040 .216 2 .000 .000 1.100 .000 .000 .000 3 .000 .000 1.100 .000 .000 .000 -70 ----------------------------WALL REINFORCING ---------------------------- Segment 1 Horiz. As min. > .180 in"2 Vert. As min. > 108 in"1 Calculated As > .216 in"2 Vertical Horizontal #4 at 10 in. o.c. #4 at 13 in. o.c. 45 at 16 in. o.c. #5 at 18 in. o.c. 06 at 18 in. o.c. 06 at 18 in. o.c. #7 at 18 in. o.c. #7 at 18 in. o.c. 48 at 16 in. o.c. 48 at 18 in. o.c. Segment 2 Horiz. As min. > .000 in"2 Vert. As min. > .000 in"2 Calculated As > .000 in'? Vertical Horizontal #4 at 0 in. o.c. #4 at 0 in, o.c. #5 at 0 in. o.c. #5 at 0 in. o.c. #6 at 0 #7 at 0 in, o.c. in. o.c. 06 at #7 at 0 0 in. o.c. in. o.c. 48 at 0 in. o.c. #8 at 0 in. o.c. Segment 3 Horiz. As min. > .000 in"2 Vert. As min. > .000 in"2 Calculated As > .000 in"2 Vertical Horizontal 94 at 0 in. o.c. 44 at 0 in. o.c. 45 at 0 in. o.c. 95 at 0 in. o.c. #6 at 0 in. o.c. #6 at 0 in. o.c. #7 at 0 in. o.c. #7 at 0 in. o.c. #8 at 0 in. o.c. #8 at 0 in. o.c'. ------------------------------FOOTING DATA ------------------------------ Toe length > 1.000 feet Safety factor > 2.020 Heel length > 1.500 feet' Soil pressure > 1.361 Minimum footing length > .000 feet •Actual footing length (L) > Footing depth > 3.000 12.000 feet inches ----------------------OVERTURNING AND SOIL PRESSURE --------------------- Consider ftg depth for gross OTM and sliding ? (Y/N) > Y Overturning moment (OTM) > 1.715 ft -kips W Arm Moment ------------------------------------------------------------------------ Wdl min. .000 kips 1.250 feet .000 ft -kips Wdl+W11 .000 kips 1.250 feet .000 ft -kips Segment 1 ,450 kips 1.250 feet .563 ft -kips Segment 2 .000. kips 1.250 feet .000 ft -kips Segment 3 .000 kips 1.250 feet .000 ft -kips Soil .990 kips 2.250 feet 2.228 ft -kips Ftg .450 -----------------------------=---------------------------------------- kips 1.500 feet .675 ft-kips E14dl min> 1.890 kips EMdI min> 3.465 ft -kips 2Wdl+Wll> 1.890 kips EMdl+Wll> 3.465 ft -kips ------------------OVERTURNING AND SOIL PRESSURE CONT ----------------- ZMdl min./OTM > 2.020 > 1.5 <00 Eccentricity (e) > .574 feet <A/2-(EM-OTM/EW)> L/6 > .500 feet L' > 1.778 feet <3*L/2-e> Resultant lies outside middle third of footing Maximum soil pressure > 1.361 ksf <2*(Wtl/L')> Minimum soil pressure > -.101 ksf ----------------------------HEEL/TOE DESIGN ----------------------------- ---Heel design --- Heel length > 1.500 feet M. > .743 ft -kips d > 8.000 inches As min. > .070 in"2 04 at 33 in.' o.c. #5 at 48 in. o.c. #6 at 48 in. o.c. #7 at 48 in. o.c. #8 at 48 in. o.c. •-Toe design --- Toe length > 1.000 feet Max soil pressure > 1.361 ksf Soil pressure at face of wall > .871 ksf M max at face of wall > .599 ft -kips d > 8.000 inches As min. > .057 in"2 #4 at 41 in: O.C. #5 at 48 in. o.c. #6 at 48 in. O.C. #7 at 48 in. o.c. #8 at 48 in. o.c. -------------------LONGITUDINAL FOOTING REINFORCEMENT ------------------- As min. > .864 in"2 5 #4 bars 3 #5 bars • 2 46 bars 2 #7 bars 2 #8 bars ------------- 7 ---------------SLIDING ' LATERAL ---------------------------- P,t > 000 kips/ft Rb > .735 kips/ft Lateral sliding'coeff. > .250 .413 kips/ft Lateral sliding resistance) .000 .000 kips/ft Allowable passive pressure > .150 ksf/ft depth Lateral passive pressure provided > .075 kips/ft <Footing only) Net resistance provided > .548 kips/ft (Footing only> Factor of safety > .745 NO G000! Concrete slab at base of wall ? > n Thickness > .000 inches Width of slab > .000 feet Resistance provided by slab > .000 kips/ft Total resistance > .548 kips/ft Shear key must provide > .555 kips lateral resistance Equivalent depth of shear key > 5.721 feet <Maximum 15'> Allowable passive pressure > .859 ksf (at base of key> Allowable passive pressure > .959 ksf <at bottom of key> Shear key required depth > 8.000 inches Shear key moment > .206 ft -kips Shear key thickness > 8.000 inches d > 4.000 inches As min. > .039 W2 #4 at 48 in. o.c. #5 at 48 in. o.c. #6 at 48 in. o.c. #7 at 48 in. o.c. 98 at 48 in. o.c. -----------------------------------------=------------------------------ C 7g CONCRET3 7:04 PM ------------------------------------------------------------------------ Rev 9-21-93 Concrete retaining wall 8/13/94 ------------------------------------------------------------------------ Description » RW -4 >>Run 1 - 4'-0" retained -'soil footing ------------------------------GENERAL DATA ------------------------------ Wall type > 2 1 => Supported 2 => Cantilevered Lateral load type> 2 1 => Wind/earthquake 2 => Soil pressure Backfill slope > 0 Horizontal 0 Vertical Soil weight > .110 kcf -------------------------------- LOADING --------------------------------- Wdl minimum > .000 kips/ft Wdl + Wll maximum > .410 kips/ft Equivalent fluid pressure > .030 kcf Sloping backfill surcharge> .000 kcf Total EFP > .030 kcf Surcharge height > .000 feet • Surcharge Distance Surcharge P Comment to wall height --------------------------------------------- .000 3.000 .000 Uniform lateral load > .000 ksf Earthquake/wind loading -----------------------ALLOWABLE DESIGN STRESSES ------------------------ ***Soil*** Class of materials > 4 Input Allowable passive (vert.) > 1.500 ksf 1.500 Allowable passive (horiz.)> .150 ksf/ft depth .200 Lateral sliding coeff. > .250 .350 --- Concrete --- f'c > 2.500 ksi f > 40.000 ksi Es > 19000000psi . m >--18_824 ---------------- ----- WALL DATA -------------------------------- Cantilevered wall may use varying thickness segments Segment wdl Actual t Actual d Max. d 1 .000 to 4.000 .300 6.000 3.000 3.500 2 .000 to .000 .000 .000 .000 .000 3 .000 to .000 .000 .000 .000 .000 Segment b*d"2 M Factor Mu Mn As 1 108.000 .320 1.700 .544 .604 .082 2 .000 .000 1:700 .000 .000 .000 3 .000 .000 1.700 .000 .000 .000 rpm ----------------------------WALL REINFORCING ---------------------------- Segment 1 Horiz. As min. > .180 in"2 Vert. As min. > .108 in'2 Calculated As > .082 in"2 Vertical Horizontal 04 at 18 in. o.c. #4 'at 13 in. o.c. #5 at 18 in. o.c. #5 at 18 in. o.c. #6 at 18 in.; o.c. 06 at 18 in. o.c. #7 at 18 in. o.c. #7 at 18 in. o.c. #8 at 18 in. o.c. 08 at 18 in. o.c. Segment 2 ' Horiz. As min. > .000 in"2 Vert. As min. > .000 in"2 Calculated As > .000 in"2 Vertical - Horizontal #4 at 0 in. o.c. 44 at 0 in. o.c. #5 at 0 in. o.c. 45 at 0 in. o.c. #6 at 0 in. o.c. 16 at 0 in. o.c. • #7 at 0 in. o.c. 17 at 0 in. o.c. #8 at 0 in. o.c. 08 at 0 in. o.c. Segment 3 Horiz. As min. > .000 in"2 Vert. As min. > : .000 in"1 ;. Calculated As > .000 in"2 Vertical Horizontal 44 at 0 in. o:c. 04 at 0 in. o.c. #5 at 0 in. o.c. #5 at 0 in. o.c. #6 at 0 in. o.c. 96 at 0 in. o.c. #7 at 0 in. o.c. #7 at 0 in. o.c. 48 at 0 in. o.c. #8 at "0 in. o.c. ' ------------------------------FOOTING DATA ------------------------------ Toe length > .750 feet Safety factor > 1.818 Heel length > .750 feet Soil pressure > 1.298 Minimum footing length > Actual footing length (L) > .000 2.000 feet feet Footing depth .> 12.000 inches ----------------------OVERTURNING AND SOIL PRESSURE --------------------- Consider ftg depth for gross OTM and sliding ? (Y/N) > Y Overturning moment (OTM) > .625 ft -kips W Arm Moment ------------------------------------------------------------------------ Wdl min. .000 _kips 1.000 feet .000 ft -kips Wdl+Wll .410 kips 1.000 feet .410 ft -kips Segment 1 .300 kips 1.000 feet .300 ft -kips Segment 1 .000 kips 1.000 feet .000 ft -kips Segment 3 .000 kips 1.000 feet .000 ft -kips Soil .330 kips 1.625 feet .536 ft -kips Ftg .300 ----------------------------------------------------- kips 1.000 feet .300 ft -kips 214dl min) .930 kips !Mdl min> 1.136 ------------------ ft -kips EWdl+Wll> 1.340 kips ` EMdl+Wll> 1.546 ft -kips 51 ------------------OVERTURNING AND SOIL PRESSURE CONT ---------------- 2Mdl min./OTM > 1.818 > 1.5 <OK> Eccentricity (e) > .313 feet <A/2-(2M-OTM/2W)> L/6 > .333 feet. L' > 1.063 feet <3*L/2-e> Resultant within middle third of footing Maximum soil pressure > 1.298 ksf <2Wtl/A + 6*Wtl*e/A'1> Minimum soil pressure > .042 ksf ----------------------------HEEL/TOE DESIGN ------------------- ---------- --- Heel design --- Heel length > .750 feet M > .1-24 ft' -kips d > 8.000 inches As min > .012 in"2 #4 at 46 in. o.c. 05 at 48 in. o.c. #6 at 48 in. o.c. 41 at 48 in. o.c. •#8 at 48 in. o.c. ---Toe design --- Toe length > .750 feet E Max soil pressure > 1.298 ksf Soil pressure at face of wall > .826 ksf M max at face of wall > .321 ft -kips d > 8.000 inches As min. > .030 in"2 44 at 48 in. o.c. #5 at 48 in. o.c. #6 at 48 in. o.c. 07 at 48 in. o.c. #8 at 48 in. o.c. -------------------LONGITUDINAL FOOTING REINFORCEMENT ------------------- As min. > .576 in'2 3 #4 bars 2 #5 bars • 2 #6 bars 1 #7 bars' 1 #8 bars a r -----------------------------LATERAL SLIDING ---------------------------- Rt > .000 kips/ft Rb > .375 kips/ft Lateral sliding coeff. > .250 .233 kips/ft Lateral sliding resistance) .000 .000 kips/ft Allowable passive pressure > .150 ksf/ft depth Lateral passive pressure provided > .075 kips/ft <Footing only> Net resistance provided ..> .308 kips/ft <Footing only> Factor of safety > .820 NO GOOD! Concrete slab at base of wall ? > n Thickness > .000 inches Width of slab > .000 feet Resistance provided by slab > .000 kips/ft' Total resistance > .308 kips/ft •Shear key must provide > .255 kips lateral resistance Equivalent depth of shear key ). 4.227 feet Maximum 15'> Allowable passive pressure > .634 ksf <at base of key> Allowable passive pressure > .697 ksf <at bottom of key> Shear key required depth > 5.000 inches Shear key moment > .059 ft -kips Shear key thickness > 8.000 inches d > 4.000 inches As min. > .011 in"2 44 at 48 in. O.C. #5 at 48 in. o.c. 46 at 4.8 in. o.c. 47 at 48 in. o.c. #8 at 48 in. o.c. ------------------------------------------------------------------------ s CONCRET3 1:06 PM ------------------------------------------------------------------------ Rev 9-21-9j, Concrete retaining wall 8/13/94 ------------------------------------------------------------------------ Description >>RW -4 >>Run 2 - 6'-0" retained - soil footing ------------------------------GENERAL DATA ------------------------------ Wall type > 2 1 => Supported 2 => Cantilevered Lateral load type> 2 1 => Wind/earthquake 2 => Soil pressure Backfill slope > 0 Horizontal 0 Vertical Soil weight > .110 kcf ---------------------- ---------- LOADING ------------------------------=- Wdl minimum > .000 kips/ft Wdl + 1.411 maximum > .410 kips/ft Equivalent fluid pressure > .030 kcf Sloping backfill surcharge> .000 kcf Total EFP > .030 kcf Surcharge height .> .000 feet • Surcharge Distance Surcharge P Comment to wall height --------------------------------------------- .000 13.000 .000 Uniform lateral load > .000 ksf Earthquake/wind loading -----------------------ALLOWABLE DESIGN STRESSES ------------------------ ***Soil*** Class of materials > 4 Input Allowable passive (vert.) > 1.500 ksf 1.500 Allowable passive (horiz.)> .150 'ksf/ft depth .200 .lateral sliding coeff. > .250 .350 ---Concrete--- f'c > 2.500 ksi fy > 40.000 ksi Es > 29000000psi • m---------------- �--18.824----- WALL DATA ------------ Cantilevered wall may use varying thickness segments Segment wdl Actual t Actual d Max. d 1 .000 . to 6.000 .450 6.000 3.000 3.500 2 .000 to .000 .000 .000 .000 .000 3 .000 to .000 .000 .000 .000 .000 Segment b*d"2 M Factor Mu Mn As 1 108.000 1.080 1.100 1.836 2.040 .216 2 .000 .000 1.100 .000 .000 .000 3 .000 .000 000 .000 .000 .000 ----------------------------WALL REINFORCING ---------------------------- Segment 1 Horiz. As min. > .180 in"2 Vert. As min. > .108 in"2 Calculated As > .216 in'2 Vertical Horiiontal #4 at 10 in. o.c. #4 at 13 in. o.c. #5 at 16 in. o.c. #5 at 18 in. o.c. #6 at 18 in. o.c. 06 at 18 in. o.c. #7 at 18 in. o.c. #7 at 18 in. o.c. 48 at 18 in. o.c. #8 at 18 in. o.c. Segment 2 ' Horiz. As min. > .000 in^2 Vert. As min. > .000 in"2 Calculated As > .000 in"2 Vertical Horizontal #4 at 0 in. o.c. 44 at 0 in. o.c. #5 at 0 in. o.c. #5 at 0 in. o.c. • #6 at 0 111 at 0 in. o.c. in. o.c. #6 at 47 at 0 0 in. o.c. in. o.c. #8 at 0 in. o.c. 08 at 0 in. o.c. Segment 3 Horiz. As min. > .000 in"2 Vert. As min. > .000 in'? Calculated As > .000 in"2 Vertical Horizontal #4 at 0 in. o.c. 94 at 0 in. o.c. #5 at 0 in. o.c. #5 at 0 in. o.c. #6 at 0 in. o.c. #6 at 0 in. o.c. #7 at 0 in. o.c. #7 at 0 in. o.c. #8 at 0 in. o.c. 08 at 0 in. o.c. ------------------------------FOOTING DATA ------------------------------ Toe length > 1.160 feet Safety factor > 1.965 j Heel length > 1.340 feet Soil pressure > 1.437 Minimum footing length > .000 feet •Actual footing length (L) > 3.000 feet Footing depth > 12.000 inches ----------------------OVERTURNING AND SOIL PRESSURE --------------------- Consider ftg depth for gross OTM and sliding ? (YIN) > Y Overturning moment (OTM) > 1.715 ft -kips W Arm Moment ------------------------------------------------------------ Wdl min. .000 kips 1.410 feet 000 ----------- ft -kips 'Adl+W11 .410 kips 1.410 feet .578 ft -kips Segment 1 .450 kips 1.410 feet .635 ft -kips Segment 2 .000 kips 1.410 feet .000 ft -kips Segment 3 .000 kips 1.410 feet .000 ft -kips Soil .884 kips 2.330 feet 2.061 ft -kips Ftg .450 ------------------------------------------------------------------------ kips 1.500 feet .675 ft -kips EWdl min> 1.784 kips EMdl min> 3.370 ft -kips EWdl+Wll> 2.194 kips EMdl+Wll> 3.948 ft -kips ------------------OVERTURNING AND SOIL PRESSURE CONT ---------------- 2Mdl min./OTM > 1.965 > 1.5 <OK> Eccentricity (e) > .482 feet <A/2-(EM-OTM/EW)> L/6 > .500 feet L' > 3.053 feet <3*L/2-e> Resultant within middle third of footing Maximum soil pressure > 1.437 ksf <EWtl/A + 6*Wtl*e/A"2> Minimum soil pressure > .026 ksf ----------------------------HEEL/TOE DESIGN ----------------------------- ---Heel design --- Heel length > 1.340 feet M > .593 ft -kips d > 8.000 inches As min. > .056 in"2 94 at 41 in. o.c. #5 at 48 in. o.c. 96 at 48 in. o.c. 07 at 48 in. o.c. • 48 at 48 in. o.c. ---Toe design --- Toe length > 1.160 feet Max soil pressure > 1.437 ksf Soil pressure at face of wall > .891 ksf M max at face of wall > .844 ft -kips d > 8.000 inches As min. > .080 in"2 #4 at 29 in. o.c. 45 at 45 in. o.c. 46 at 48 in. o.c. #7 at 48 in. o.c. 48 at 48 in. o:c. -------------------LONGITUDINAL FOOTING REINFORCEMENT ------------------- As min. > .864 in"2 5 #4 bars 3 #5 bars 2 #6 bars • 2 #7 bars 2 #8 bars -----------------------------LATERAL SLIDING -------------------------- Rt > .000 kips/ft Rb > .735 kips/ft Lateral sliding coeff. > .250 .446 .kips/ft Lateral sliding resistance> .000 .000 kips/ft Allowable passive pressure > .150 ksf/ft depth Lateral passive pressure provided > .075 kips/ft (Footing only> Net resistance provided > .521 kips/ft <Footing only> Factor of safety > .709 NO GOOD! Concrete slab at base of wall ? > n Thickness > .000 inches Width of slab > .000 feet Resistance provided by slab > .000 kips/ft Total resistance > .521 kips/ft •Shear key must provide > .581 kips lateral resistance Equivalent depth of shear key > 5.407 feet <Maximum 15'> Allowable passive pressure > .811 ksf <at base of key> Allowable passive pressure > .924 ksf <at bottom of key> Shear key required depth > 9.000 inches Shear key moment > .249 ft -kips Shear key thickness ) 8.000 inches d > 4.000 inches As min. > .047 in"2 94 at 48 in. o.c. #5 at 48 in. o.c. 46 at 48 in. o.c. #7 at 48 in. o.c. #8 at 48 in. o.c. ------------------------------------------------------------------------ ■ u7 CONCRET3 7:09 PM ------------------------------------------------------------------------ Rev 9-11-93 Concrete retaining wall 8/13/94 ------------------------------------------------------------------------ Description >>RW -4 >>Run 3 - 8'4".retained - soil footing ------------------------------GENERAL DATA ------------------------------ Wall type > 2 1 => Supported 2 => Cantilevered Lateral load type>. 2 1 => Wind/earthquake 2 => Soil pressure Backfill slope > 0 Horizontal 0 Vertical. Soil weight > .110 kcf ------------------------ =---- ---LOADING--------------------------------- Wdl minimum -> .000 kips/ft Wdl + W11 maximum > .410 kips/ft Equivalent fluid pressure > .030 kcf Sloping backfill surcharge> .000 kcf Total EFP > .030 kcf Surcharge height > .000 feet • Surcharge Distance Surcharge P Comment to wall height --------------------------------------------- .000 3.000 .000 Uniform lateral load > .000 ksf Earthquake/wind loading -----------------------ALLOWABLE DESIGN STRESSES ------------------------ ***Soil*** Class of materials > 4 Input Allowable passive (vert.) > 1.500 ksf 1.500 Allowable passive (horiz.)> .150 ksf/ft depth` .200 Lateral sliding coeff. > .250 .350 ---Concrete --- f'c > 2.500 ksi fy > 40.000 ksi Es > 29000000psi r0---------------->--18.824- _ ----WALL DATA ------------- Cantilevered wall may use varying thickness segments Segment wdl Actual t Actual d Max. d 1 .000 to 7.000 .525 6.000 3.000 3.500 2 .000 to .000 .000 .000 .000. .000 3 .000 to .000 .000 .000 .000 .000 Segment b*d"1 M Factor Mu Mn As 1 108.000 1.715 1.700 2.916 3.239 .357 2 .000 .000 1.700 .000 .000 .000 3 .000 .000 1.700 .000 .000 .000 AD90ID ----------------------------WALL REINFORCING ---------------------------- Segment 1 Horiz. As min. > .180 in"2 Vert. As min. > .108 in"? Calculated As > .357 in"1 Vertical Horizontal #4 at 6 in. o.c. #4.at 13 in. o.c. #5 at 10 in. o.c. #5 at 18 in. o.c. 46 at 14 in. o.c. #6 at 18 in. o.c. 07 at 18 in. o.c. #7 at 18 in. o.c. #8 at 18 in. o.c. #8 at 18 in. o.c. Segment 2 ' Horiz. As min. > .000 in"2 Vert. As min. > .000 in"2 Calculated As > .000 in"2 Vertical Horizontal #4 at 0 in. o.c. 04 at 0 in. o.c. #5 at 0 in. o.c. 05 at 0 in. o.c. • #6 at 0 #7 at 0 in. o.c. in. o.c. #6 at #7 at 0 0 in. o.c. in. o.c. 08 at 0 in. o.c. #8 at 0 in. o.c. Segment 3 Horiz. As min. > .000 in"2 Vert. As min. > .000 in"2 Calculated As > .000 in"2 Vertical Horizontal 04 at 0 in. o.c. #4 at 0 in. o.c. #5 at 0 in. o.c. #5 at 0 in. 0.6. 06 at 0 in. o.c. 06 at 0 in. o.c. #7 at 0 in. o.c. 47 at 0 in. o.c. #8 at 0 in. o.c. #8 at 0 in. o.c. ------------------------------FOOTING DATA ------------------------------ Toe length > 1.500 feet Safety factor > 1.958 Heel length > 1.500 feet Soil pressure > 1.435 Minimum footing length > .000 feet Actual footing length '(L) > 3.500 feet Footing depth > 12.000 inches ----------------------OVERTURNING AND SOIL PRESSURE --------------------- Consider ftg depth for gross OTM and sliding ? (Y/N) > Y Overturning moment (OTM) > 2,560 ft -kips W Arm Moment ------------------------------------------------------------ Wdl min. .000 kips 1.750 feet .000 7----------- ft -kips Wdl+Wll .410 kips 1.750 feet .718 ft -kips Segment 1 .525 kips 1.750 feet .919 ft -kips Segment 2 .000 kips 1.750 feet .000 ft -kips Segment 3 .000 kips 1.750 feet .000 ft -kips Soil 1.155 kips 2.750 feet 3.176 ft -kips Ftg .525 ------------------------ kips ------------------------------------------------ 1.750 feet .919 ft -kips ZWdl min> 2.205 kips EMdl min> 5.014 ft -kips EWdl+W11> 2.615 kips ZMdl+Wll> 5.731 ft -kips:. vi ------------------OVERTURNING AND SOIL PRESSURE CONT ---------------- ZMdl min./OTM > 1.958 > 1.5 <00 Eccentricity (e) > .537 feet <A/2-(EM-OTM/EW)> L/6 > .583 feet L' > 3.638 feet <3*L/2-e> Resultant within middle third of footing Maximum soil pressure > 1.435 ksf <EWtl/A + 6*Wtl*e/A'2> Minimum soil pressure > .059 ksf ----------------------------HEEL/TOE DESIGN ----------------------------- ---Heel design-' Heel length > 1.500 feet M > .866 ft -kips d > 8.000 inches As min. > .082 in"2 #4 at 28 in. o.c. 45 at 44 in. o.c. #6 at 48 in. o.c. #7 at 48 in. o.c. •#8 at 48 in. o.c. ---Toe design --- Toe length > 1.500 feet Max soil pressure > 1.435 ksf Soil pressure at face of wall > .844 ksf. M max at face of wall > 1.393 ft -kips d > 8.000 inches As min. > .133 in"2 44 at 17 in. o.c. #5 at 27 in. O.C. #6 at 40 in. o.c. #7 at 48 in. o.c. #8 at 48 in. o.c. -------------------LONGITUDINAL FOOTING REINFORCEMENT -------------------- As min. > 1.008 in"2 6 #4 bars. 4 #5 bars 3 #6 bars 2 #1 bars 2 #8 bars -----------------------------LATERAL SLIDING ---------------------------- Rt > .000 kips/ft . Rb > .960 kips/ft Lateral sliding coeff. > .250 .551 kips/ft Lateral sliding resistance> .000 .000 kips/ft Allowable passive pressure > .150 ksf/ft depth Lateral passive pressure provided > .075 kips/ft (Footing only> Net resistance provided Factor of safety Concrete slab at base of wall ? Thickness > .000 inches Width of slab > .000 feet Resistance provided by slab Total resistance > .626 kips/ft <Footing only> > .652 NO GOOD! > n > .000 kips/ft > .626 kips/ft' ;.Shear key Equivalent must provide depth of shear key > .314 > 5.727 kips lateral resistance feet <Maximum 15'> Allowable passive pressure > .859 ksf (at base of key> Allowable passive pressure > .997 ksf <at bottom of key> Shear key required depth > 11.000 inches Shear key moment > .399 ft -kips Shear key thickness > 8.000 inches d ) 4.000 inches As min. > .076 in"2 44 at 30 in. o.c. #5 at 48 in. o.c. #6 at 48 in. o.c. #7 at 48 in. o.c. #8 at 48 in. o.c. ------------------ ----------------------------------------------------- 0 • luj VERTICAL REINFORCING SEE SCHEDULE FRAMING ATOP WALL --SEE PLAN 6" MIN. I WELL -DRAINED .GRAN ILAR BACKFILL 'HORIZONTAL REINFORCING SEE SCHEDULE VERTICAL DOWELS 0" CLR. SEE SCHEDULE TALL THICKNESS RAIN TO CONC. DAYLIGHT SLAB s z r TRANSVERSE FOOTING Z . REINFORCING - SEE SCHED. ....... . ....... .........................'A`...... B' Lu UNDISTURBED...................................................... . SOIL 2" CLR FOOTING - DEPTH 3' CLR. KEY DEPTH LONGIT. FTG. REINF. 8" CANT. RET. IUALL RW' � 'C' SC: I'=1'-0" clI O RETAINED o o HEIGHT (FEET) . WALL THICKNESS (IN.) U1= 'd (IN.) I'A' (IN) IBl (IN.) 'C' OW° 11N.) 1 t2 r� � mq� VERTICAL DOWELS �! c� VERTICAL Q o REINFORCING r ^ S n # Vl HORIZONTAL vl REINFORCING 0 0 0 0 ra .q� TRANSVERSE FOOTING REINFORCING LONGITUDINAL FOOTING REINFORCING KEY DEPTH (IN.) ►" cv N N FTG DEPTH (IN.) - VERTICAL S� �f REINFORCING SEE SCHEDULE WELL—DRAINED GRAN ILAR BACKFILL HORIZONTAL REINFORCING 'd' 2 CLR\� SEE 5CHEDULE VERTICAL DOWELS 0" CLR. • SEE SCHEDULE WALL THICKNESS = DRAIN TO z DAYLIGHT w � :T TRANSVERSE FOOTING z `r REINFORCING — SEE SCHED. CL FF'g' Lu c� UNDISTURBED SOIL 2" CLR FOOTING DEPTH 3" CLR. . v KEY DEPTH / • LONGIT. FTG. REINF. v a F_100_A CANT. RET. WALL SC:I"=I' Ruv- 2 O T I I D RETAINED HEIGHT (FEET) . WALL THICKNESS (IN.) 1)i I'd' (IN.) 'A' (IN.) (IN.) 'C' (IN.) S VERTICAL DOWELS VERTICAL o REINFORCING HORIZONTAL REINFORCING 0 TRANSVERSE FOOTING REINFORCING 0 n LONGITUDINAL FOOTING REINFORCING 4 KEY DEPTH (IN.) t FTG DEPTH (IN.) VERTICAL REINFORCING SEE SCHEDULE WELL—DRAINED GRANULAR BACKFILL HORIZONTAL REINFORCING SEE SCHEDULE VERTICAL DOWELS SEE SCHEDULE v w z � z CN L CL < F w UNDISTURBED SOIL FOOTING DEPTH • LONGIT. FTG. REINF 'd' THICKNESS CANT. RET. WALL L Rw-3 'A' 2" CLR\, 0" CLR. DRAIN TO DAYLIGHT TRANSVERSE FOOTING REINFO,,CING — SEE SCHED. ,B, I - - - J 2" CLR 33" CLR. KEY DEPTH 'C' 5C: 1"=1'-0" F_100—A 95 T I RETAINED o HEIGHT (FEET) . WALL THICKNESS (IN.) I'd' (IN.) N -0 'A' (IN.) 'B' (IN.) tt # j' (D VERTICAL DOWELS VERTICAL R> REINFORCING HORIZONTAL . w REINFORCING 0 n 0 � 1 � w -�P TRANSVERSE FOOTING REINFORCING so o �' ro LONGITUDINAL FOOTING REINFORCING KEY DEPTH (IN.) w N FTG DEPTH (IN.) I VERTICAL REINFORCING SEE SCHEDULE WELL -DRAINED GRAN[ILAR BACKFILL HORIZONTAL REINFORCING 'd' SEE SCHEDULE — VERTICAL DOWELS SEE SCHEDULE `WALL THICKNESS CONC. " z 5LA6 s CN Z CL a ......._,.........................'A'.. Lu nc UNDISTURBED.................................................... SOIL FOOTING DEPTH • LONGIT. FTG. REINF. CANT. RET. WALL L Rw_4 I FRAMING, ATOP WALL - SEE PLAN c MIN. 2" CLR---- O" CLR. FI RAIN TO AYLIGHT ANSVERSE FOOTING EINFORCING -'SEE SCHED. B' 2" CLR 3" CLP.. KEY DEPTH 'C' S' F_900_ �1 O 1 , 1 • - C � ® Z RETAINED D o N HEIGHT (FEET) . 1 , 1 • Q9 RETAINED D o o HEIGHT (FEET) . WALL THICKNESS (IN.) 'd' .(IN.) �= 'A' (IN.) cp s -A 'B' (IN.) N 6` 'C' (IN.) �F r VERTICAL DOWELS 0 0 VERTICAL REINFORCING HORIZONTAL REINFORCING o N + TRANSVERSE CP o d' FOOTING REINFORCING ,o 0 LONGITUDINAL FOOTING f P 4h.REINFORCING KEY DEPTH (IN.) N N N FTG DEPTH (IN) Q9 LGA ► Des c5 1 • )90 ------------------------------------------------------------------------- Rev 11-9-93. Lateral design data 8/14/94 ------------------------ ------------------------------------------------ Description >> -------------------------------GENERAL DATA ------------------------------ Exposure > B Ce > .62 Importance factor 1.00 Height Exp. D Exp. C Exp. 8 15.00 1.39 1.06 .62 Basic wind speed > 80.00 qs > 16.40 Method > 1.00 Normal force method Roof pitch > 3.50 in 12 6 > 16.26 Degrees ------------------------------------------------------------------------- Primary frames and systems Description Cq p(ksf) Direction ------------------------------------------------------------------------- Walls: Windward walls .80 .0081 Inward Leeward walls .50 .0051 Outward Total wall .0132 Roofs: Wind perpendicular to ridge Leeward or flat roof .70 .0071 Outward Windward roof Slope 2:11 to less than 9:12 .90 .0092 Outward or Slope 2:12 to less than 9:12 .30 .0031 Inward " Roof total .0102 Wind parallel to ridge and flat roofs .70 .0071 Outward Elements and components Description Cq p(ksf) Direction ------------------------------------------------------------------------- Wall elements All structures Enclosed structures Open structures •Parapets Roof elements Enclosed structures Slope less than 9:12 Open structures Slope less than 9:12 Local areas at discontinuities 1.20 .0122 Inward 1.10 .0111 Outward 1.60 .0163 Outward 1.30 .0132 Inward/outward 1.10 .0112 Outward 1.60 .0163 Outward Description ------------------------------------------------------------------------- Cq p(ksf) Direction Wall corners 2.00 .0103 Outward Canopies or overhangs at eaves or rakes 2.80 .0285 Upward Roof ridges at ends of buildings or eaves and roof edges at building corners 3.00 .0305 Upward Eaves or rakes without overhangs away from building corners and ridges away from ends of building 2.00 .0203 Upward ------------------------------------------------7------------------------ Rev 11-9-93 Lateral design data 8/13/94 Description >> -------------------------------GENERAL DATA ------------------------------ EXDOSure > B Ce > .67 Importance factor 1.00 Height Exp. D Exp. C Exp. B 20.00 1.45 1.13 .67 Basic wind speed > 80.00 qs > _16.40 Method > 1.00 Normal force method Roof pitch > 3.50 in 12 B > 16.26 Degrees -----------------------------r------------------------------------------- Primary ------- - ----------------------------- Primary frames and systems Description CQ o(ksf) Direction ------------------------------------------------------------------------- Walls: Windward walls .80 .0088 Inward Leeward walls .50 .0055 Outward Total wall .0143 *perpendicular to ridge Leeward or flat roof .70 .0077 Outward Windward roof Slope 2:12 to less than 9:12 .90 .0099 Outward or Slope 2:12 to less than 9:12 .30 .0033 Inward Roof total .0110 Wind parallel to ridge and flat roofs .70 .0077 Outward Elements and components Description Ca p(ksf) Direction ------------------------------------------------------------------------- Wall elements All structures 1.20 .0132 Inward Enclosed structures 1.10 .0121 Outward 0 n structures 1.60 .0176 Outward pets 1.30 .0143 Inward/outward elements Enclosed structures Slope less than 9:12 1.10 .0121 Outward Open structures Slope less than 9:12 1.60 .0176 Outward Local areas at discontinuities Description CQ p(ksf) Direction Wall corners 2.00 .0220 Outward Canopies or overhangs at eaves or rakes 2.80 .0308 Upward Roof ridges at ends of buildings or eaves and roof edges at bui'ldinq corners 3.00 .0330 Upward Eaves or rakes without overhangs away from building corners and fl ridges away from ends of building . 2.00 .0220 Uoward • • ul V^ as • ion ��U, W W W W W W xxx N 4n #A O O O 0 O O ^ N H O 1* 1* 0 DCS (9 h �i f e /u c� a -Facet i W y'0 ' W2 = �2,��(z� + x.66(291 67 (.13s .o¢/ fZz. Z.ZI � o 4) m -{r✓ SSelyA" t c /oa kt-1 q- iO4 • 22-141 t. 50 SHEETS . 22-142 100 SHEETS AMPAO 22-144 200 SHEETS Q � o � N W cp n N : c° W G - S 'G O d NTr—� 7` p \ S `O 1 Q � o � N W cp n N : c° W G - S s W W 'G O d d Uk 0 22-141 50 SHEETS s F 22-142 100 SHEETS C? AMPAO 22-144 200 SHEETS 0 T s F 0 C? G W I N J + � Q N u � I a o N N N 0 +1 C? G W I N u � I a o N N N po CP u VI Ol w N j w G o •_ W --n 4_ w O W ' 0 +1 C? G W I N u � I u VI 0 IZO � N I G O N tA o , � N ° 0 w v O 22-141 50 SHEETS 22-142 . 100 SHEETS Amonc 22-144 200 SHEETS IZO � N I G O N tA o , � N ° 0 w v O In W W W W W W xxx ontAin Loo �n C4 v aaa C;rC; M N M • aj2 p� U self f(" To �p 201. OIZ + g/2(32-',ol 8�z (3Zu1� , io3 = , 001 0l2 + 9/.z, �71 o12' 4 (-7),0(] ,603 = . !Z¢�/' • 22-141 50 SHEETS 22-142 100 SHEETS AMPAD 22-144 200 SHEETS C56 ,10 D VI GIN -P- 7� o } T 7v � ` d tl V; fir _ o w o ' O ON � • 22-141 50 SHEETS 22-142 100 SHEETS - -PAC 22-144 200 SHEETS C9 rrr W W W W W W W N N Lnoo C4 �ra _aa_a CV CV CV rC4C4 tc, 4— 9 l2,(2) (. I) J (0 3 - . L71.k/ 22-141 50 SHEETS 22-142 100 SHEETS AMPAp 22-144 200 SHEETS C5 N o N N t71 N Vj U t p N ai o a F �V O T ` O r, -P N p VO 11 f 22-141 50 SHEETS 22-142 1 00SHEETS -- AMPAO 22-144 200 SHEETS T ` O r, -P N p VO 11 f iiI.- SU W W W W W IA 'A 0 O 00 Y1 O O N C4 a _vaa_ rrr N N' N U ej q h I l 5 c� S I -e w a T V r-ee Lew wvl r!LrA- 4,2 ( P, S/-,_ t3s�z� ,oft _ ,-72�. {� I C moo. - (Se is (,K, C,) I (� SIt-� "Y2), , o 0-1 (Z)�,?.L$ v T �S U IG�a.cQ, CJY^�P0 f 1 o� 0 -ISD c,k.o76 r C to C, r\) L = X3,o = 3 (2, TS SxS-x `'/IC.q, 1 = (3,4-r,J+ 0 rp� 0 -ISD c,k.o76 r C to C, r\) L = X3,o = 3 (2, TS SxS-x `'/IC.q, 1 = (3,4-r,J+ N N N W W W W W W N N N 000 N OO �N N V a_oa rV;r C N M 0 Skeavojc"dis S w h � " �-a a -� po��.�.o� S CA �.1 7', P7,, -i-( / wK r rr ` vioo9, 109"a rl / As 3/b"Lal. Llw/ o C Co �r / IZ'ro c: Sw 5/grr �(� wood- P041d SrGi�k/ - s'1Gc �!/ w/ $d@ 3"(1Z'") c- ,26(11 Sw 3/`� r cd Ply lb - • 22-141 50 SHEETS .7' 22-142 100 SHEETS ' AMPAD 22-144 200 SHEETS - N w 3 (� U _ .7' N Q 'Q O -x C) c, n �b - N w 3 (� U _ N Q 'Q O -x C) d n �b 0 G t 0 1' G W G X - N w 3 (� U _ N Q 'Q O -x C) d n �b 0 - N w 3 (� U _ FN N p �b t 0 1' G W G . 22-141 50 SHEETS n 22-142 100 SHEETS AMono 22-144 200 SHEETS n N 0 � � N � o CP N Q!1 -P' W W 1 C n 4- -P .. o k vI N 0 � � N � o Q!1 W 1 C n 4- -P .. o vI s • 22-141 50 SHEETS 22-142 100 SHEETS AMPAO 22-144 200 SHEETS 4n W W W W W w V=1 4A 0 O o o v1 O o �N er v aa_v N h h C H N 4-, S- -+- ¢,'1 S = 9,2,S 1.2z ,x-32 q.2S Sc�� hct.t. �rvt5 ,ASS" ,J- f -g "v c; P71a, GK o w (S —t—n VI. r� . 13 Z (9'S� tnLntn P- I- I.- W W W W W W xxx W)4AAn 000 v1 O O ^n aoa N M M MNC! 0 F a • sill vt a, ((,I 6 Z/ 4-'1S X35 yo 6 /% @ irt77. 112!cAX(D" (2 ZO ,b35e- s, ll c� o -F y -I- (O. (D 1) , 2- z s5TB2� . S-7- 120 22-141 50 SHEETS 22-142 100 SHEETS AMPAO 22-144 200 SHEETS s �j o` N � 1 c� N� (ZZ NODAL DATA ', Global Default Temperature = 0.00 NODE Coordinates Boundary Restraints Node LABEL X Y X-dof Y-dof Z-dof Temp ---------- ;--------- (ft) --------- '--- (0.1.2.in.K-in,radians)--;--- (F) --- A 0 0 1 1 'B ' 0 5 C O 14.5 D 6 14.5 E 6 5 ' F 6 0 BEAM DATA ---------------------- BEAM STRESS CHECK DATA ---------------------------------------------- BEAM Unbraced Lengths I K:Length Factors ;Bending Coeff; 2nd LABEL Y -Y (axis) X -X Y -Y (axis) X -X Cm Cb Member? --' (ft)- ---------- -----------;------------------ ;-------------'-------- • ,Default Beam Length 1 1 1 1 No ;COLI ' 2 COL2 ' 2 COL3 ' 2 �. ;COLO ' 2 BEAM PROPERTIES ------------------------------------------------------------------------ ! AISC/Other! --------------------------- ---------------- AISC/Other; Area Inertia Elastic Weight Coef. of; Fy Y -Y ;Property; SECTION I-xx Modulus Density Therm Ex.; Axis Tag ;PROP. .LABEL; (in -2) (in -4) (Ksi) (K/ft-3) (/100F,)! Flag ------------------------------------------------------------------------ Default 29000 0.4896 0:00065 36 TS5x5x3/16;3.51999 13.3999 TS4x4•x3/16;2.76999 6.59000 ----------------------------------------------------------------------- NODAL LOAD DATA -------------------------------------------- ---------------------------- NODE Nodal Loads (K.K-ft) Load Case Factors LABEL Global X Global Y Moment; 1 2 3 4 5 Beam Property End Releases Beam Definition Label I -end J -end BEAM Length -------------------------------------------------------------- I -node J -node -or- Tag x y z x y z LABEL (ft) A -B ;TS5x5x3/1 COL1 -------- 5.000 B -C ;TS5x5x3/1 ;, COL2 9.500 F -E .;TS5x5x3/1 COLS 5.000 E -D ;TS5x5x3/1 COLO 9.500 C -D ;TS4x4x3/1 BM1 6.000 B -E ;TS4x4x3/1 BM2 6.000 ---------------------- BEAM STRESS CHECK DATA ---------------------------------------------- BEAM Unbraced Lengths I K:Length Factors ;Bending Coeff; 2nd LABEL Y -Y (axis) X -X Y -Y (axis) X -X Cm Cb Member? --' (ft)- ---------- -----------;------------------ ;-------------'-------- • ,Default Beam Length 1 1 1 1 No ;COLI ' 2 COL2 ' 2 COL3 ' 2 �. ;COLO ' 2 BEAM PROPERTIES ------------------------------------------------------------------------ ! AISC/Other! --------------------------- ---------------- AISC/Other; Area Inertia Elastic Weight Coef. of; Fy Y -Y ;Property; SECTION I-xx Modulus Density Therm Ex.; Axis Tag ;PROP. .LABEL; (in -2) (in -4) (Ksi) (K/ft-3) (/100F,)! Flag ------------------------------------------------------------------------ Default 29000 0.4896 0:00065 36 TS5x5x3/16;3.51999 13.3999 TS4x4•x3/16;2.76999 6.59000 ----------------------------------------------------------------------- NODAL LOAD DATA -------------------------------------------- ---------------------------- NODE Nodal Loads (K.K-ft) Load Case Factors LABEL Global X Global Y Moment; 1 2 3 4 5 -------------------------------------------=---------------------------- IZ3 C ; 1.3 ; 1 ;C ; 4.18 ; 1 ;------------------------------------------------------------------------ BEAM DISTRIBUTED LOAD DATA ;------------------------------------------------------------------------ BEAM ; SMaa EMaa SLoc ELoc ;Dir; Load Case Factors LABEL; (K/Ft. Dea F) (ft) (ft) ; 1 2 3 4 5 ;------------------------------------------------------------------------ ;BM1 0.03, ; Y ; 1 BM2 ; 0.03 ; Y 1 ------------------------------------------------------------------------ LOAD COMBINATION DATA ;------------------------------------------------------------------------ Combination ;Run; Stress ; Load Case Multipliers ; Factors Y -Load Description ; ? ;Increase; 1 ' 2 3 4 5 Xarav Yarav Flag ---------------------------------------------------I------------------- 1:TL+WLL1 ; 1 ; 1.33 ; 1 1 2:TL+WLL2' ; 1 ; 1.33 ; 1 -1 r 4: i 5: i 6: 7: , i 8: '10: , '12: !, ,13: , ----------------------------------------------------------------------- • Ok ' ----------------------------------------------------------------------- ------------------------------------------------------------------------ NODAL DISPLACEMENTS AND SPRING/SUPPORT REACTIONS .NODE Load Displacements (in. rad) Reactions (k.k-ft) LABEL Comb. X Y Rotation X Y Rotation ---------------------------------- ------------------------------------- A 1 0.000 -0.000 -0.0074 -0.64 1.45 0.00 A 2 -0.000 -0.000 0.00753 0.66 7.73 0.00 B 1 0.386 -0.001 -0.0044 0.00 0.00 0.00 B 2 -0.391 -0.005 0.00448 0.00 0.00 0.00 C 1 0.998 -0.004 -0.0027 0.00 0.00 0.00 C 2 -1.018 -0.011 0.00280 0.00 0.00 0.00 'D 1 0.997 -0.004 -0.0026 0.00 0.00 0.00 D 2 -1.018 0.003 0.00292 0.00 0.00 0.00 E 1 0.386 -0.002 -0.0043 0.00 0.00 0.00 E 2 -0.391 0.002 0.00453 0.00 0.00 0.00 F 1 0.000 -0.000 -0.0074 -0.66 3.55 0.00 F 2 -0.000 0.000 0.00750 0.64 -2.73 0.00 ------------------------- ' '------ ----------------------------_----------------------------- .---------------------------------------------- BEAM END FORCES BEAM ;Load ;....... I Node End ...;....... J Node End ........ LABEL ;Comb.; Axial Shear Moment Axial Shear Moment '-------------------- (K) ----- (K)----(K-ft) --- ;---(K) ------ (K)----(K-ft)-- COL1 1 1.448 0.641 0.000 -1.389 -0.641 3.207 ;COLI 2 7.732 -0.658 0.000 -7.672 0.658 -3.290 COL2 ;_ 1 3.219 0.634 2.531 -3.105 -0.634 3.492 .;COL2 2 5.597 -0.667 -2.689 -5.483 0.667 -3.645 COL3 1 3.552 0.659 -0.000 -3.492 -0.659 3.293 COL3 2 -2.732 -0.642 0.000 2.791 0.642 -3.210 COL4 1 1.425 0.666 2.659 -1.312 -0.666 3.668 ;COL4 2 -0.953 -0.633 -2.553 1.067 0.633 -3.464 BM1 1 0.666 -1.075 -3.492 -0.666 1.312 -3.668 BM1 2 -0:633 1.303 3.645 0.633 -1.067 3.464 !BM2 1 -0.008 -1.830 -5.738 0.008 2.067 -5.952 BM2 2 -0.009 2.075 5.978 0.009 -1.839 5.763 ------------------- ' ------------------ BEAM ; Load LABEL ; Comb. ------------------- ;COL1 ; 1 •;COCl ; 2 ` .I ;COL2 ; 1 ;COL2 ; 2 ;COL3 ; 1 ;COL3 ; 2 I I ;COL4 ; 1 :COLO ; 2 I ;BM1 1 ;BM1 ; 2 I ;BM2 ; 1 ;BM2 ; 2 � I --------------------------------------=•--------------- AISC UNITY ------------------------------------------------------ CHECK RESULTS Overall ; 'V Center Points 'J' Maximum ; ------------------------------------------------------ Node 1/4 1/2 3/4 Node 0.244 ; 0.018 0.075 0.131 0.188 0.244 0.328 ; � I 0.096 0.154 0.212 0.270 . 0.328 0.309*! 0.243 0.136 0.097 0.203 0.309 0.367 ; I 0.302 0.189 0.144 0.256 0.367 0.276 ; 0.044 0.102 0.160 0.218 0.276 0.255 ; I 0.027 0.084 0.141 0.198 0.255 0.286 ; 0.217 0.104 0.063 0.174 0.286 0.256 ; I 0.190 0.484 0.042 0.149 0.256 0.432 ; 0.412 0.221 0.020 0.211 0.432 0.428 ; I 0.428 0.208 0.018 0.218 0.407 0.686.; 0.661 0.340 0.008 0.334 0.686 0.689 ; 0.689 0.335 0.008 0.341 0.664 IZS W W W W W W xxx In4A&A 000 to O O C4 v_a rrri Ci N CI n Ul I r vie A A z P, M+(tA/) ; l,�l.� wu P.e= 4.S'+ 4,S- 9,0 �I. o Sr�l viarlivtti, G �3-7/,Il ' ,7 16�`ae9 0- - Aii JL oy bo f-�S P�3S (�D to P -3S 0 )alae A 3S C 3 ©"O.c, T f� .179 • 22-141 50 SHEETS 22.142 100 SHEETS ' AMPAO 22-144 200 SHEETS N G` C) 1 � v o O � N o W N 4- Glb � r N G` 1 � v � N W N G` o IA'Atn Itis W W W W W W &AOA0 000 too �n M V aa_a N M N NCI CI o n F 7 ,sac, Av� cAt ov gZ/,ZSq- A3s c- . s, O C K- o T I(Sd@G"o-c, (�Zr�x�p�� b-7 r"/ See lime r3 10, 0 �-7� z { • 22-141 50 SHEETS 22-142 100 SHEETS AMPAo .22-144 200 SHEETS Pm 1 S • S 0 A `n . > Q4 - N _— U w k o � A `n . W W W W W W 00 4n20 C4 •-wv aa_a_ rrr h N N • -7.7S* -7S"' z1.�5 Sal -132�13z = I.o I%d0`' 12-"o.c_ Z/ l/Z�`�Ju /o' �7Z"O C, _ a � sell GK o OK by W W W W W W xxx N VI Y1 000 U1 O O r -C+v ava rrr N N N • 3, (-2 . A3 �-Q P" vo of z C,(93), 19,1 Z IK 55Y�(6 C) 7 U d 22.141 50 SHEETS 5 22-142 100 SHEETS -A AMPAD 22-144 200 SHEETS C) 7 U d i J 5 � -A � N O1 � W -3) V_ N � � w o a ,n T o n � i V! V! h ►-HH W W W W W W xxx NI W U! OOO v1 O O N C4 of _oa_v rrr N N N • 1,0 cl Al Il,o , 13-7 016 = ►, � 3 � G d �. �� ``J �- � c�.e-y L✓o �-�S ►lZ x (0 w 7 Z "o _ 133 • 22-141 50 SHEETS 22-142 100 SHEETS AMOAO 22-144 200 SHEETS 22 W G � N � Vi , in R3 In 22 • 22-141 SO SHEETS 22-142 100 SHEETS N. AMPAO 22-144 200 SHEETS (Cl) I N � n N. O t^ c TT N u N Tr r 1 ' N\ (Cl) I N � n N. TT �1 J g k N N N F � H W W W xxx N N N N O O N - N et aa_a N N N N N N U 1 r V1 e- (3 '2__ Asg- e P/moi &7/a 4--3ZK Sw V?j�`�s x l O "� / 4- � )-C. G� o L'i CU. I S tYi✓� 1�= COLLCTR2 2:05 AM 8/15/94 ------------------------------------------------------------------------ Rev 2-13-94 Collector design ------------------------------------------------------------------------ Description >>Main level - line 1 --------------------------------- SUMMARY -=-"--------------------------- V1 > 2.110 kips V2 > kips Length subject to V1 > 59.500 feet Diaphragm shear due to V1 > .035 kips/ft Length subject to V2 > feet Diaphragm shear due to V2 > kips/ft Shear per foot - shearwalls (v) > .162 kips/ft <Shearwall v> Segment W/0 Wall Opnq. V1 V2 Force 4.000 w 4.000 v .000 21.000 0 21.000 v .507 5.000 w 5.000 y -.237 25.500 0 25.500 V .397 w 4.000 V -.501 9000 LCTR2 ; 2:07 AM 8/15/94 ------------------------------ 2-13-94 Collector design ------------------------------------------------------------------------ Description >>Main level - line 2 ---------------------------------SUMMARY-----------=----=--------------- V1 > 3.420 kips V2 > kips Length subject to V1 > 44.750 feet Diaphragm shear due to V1 > .076 kips/ft Length subject to V2 > feet Diaphragm shear due to V2 > kips/ft Shear per foot - shearwalls (v) > .204 kips/ft <Shearwall v> Segment W/0 10750 w -000 Wall 4.750 Opnq. V1 V V2 Force .000 0 3.000 v .607 4.500 w 4.500 V .378 20.000 0 20.000 v .952 4.000 w 4.000 v -.576 (G 5.000 0 5.000 v -.065 b _ . 3.500 w 3.500 v -.447 3°v COLLCTR2 2:11 AM 8/15/94 ------------------------------------------------------------------------ Rev 2-13-94 Collector design Description »Main level - line 3 ---------------------------------SUMMARY-------------------------------- V1 > 2.110 kips V2 > kips Length subject to V1 > 55.500 feet Diaphragm shear due to V1 > .038 kips/ft Length subject to V2 > feet Diaphragm shear due to V2 > kips/ft Shear per foot - shearwalls (v) > .222 kips/ft <Shearwall v> Segment W/0 Wall ODnq. V1 V2 Force 26.000 0 26.000 y ..000 14.000 0 14.000 y -.988 4.000 w 4.000 y -1.521 6.000 0 6.000 y -.784 �5.500 w 5.500 y -1.012 LLCTR2 2:13'AM 8/15/94 ------------------------------------------------------------------------ Rev 2-13-94 Collector design --------------------------------------------------------------- -------- Description >>Main level - line 4 `+ ---------------------------------SUMMARY-------------------------------- Vi > 1.220 kips V2 > kips Length subject to V1 > 26.250 feet Diaphragm shear due to V1 > .046 kips/ft Length subject to V2 > feet Diaphragm shear due to V2 > kips/ft Shear Der foot - shearwalls (v) > .132 kips/ft <Shearwall v> Segment W/0 Wall Opnq. V1 V2 9500 w 4.500 y 7.000 0 17.000 Y 4.750 w 4.750 y COLLCTR2 ------------------------------------------------------ Rev 2-13-94 Collector design ------------------------------------------------------ Description >>Main level - line 4.1 ---------------------------------SUMMARY-------------- V1 > 2.260 kips V2 > kips Length subject to V1 > 42.500 feet Diaphragm shear due to V1 > .053 kips/ft Length subject to V2 > feet Diaphragm shear due to V2 > kips/ft Shear Der foot - shearwalls (v) > .411 kips/ft Force .000 .384 -.406 2:17 AM ---------------- 8/15/94 ------------- d <Shearwall v> Segment W/O Wall Oonq. V1 V2 Force 14.500 0 14.500 y .000 2.500 0 2.500 v -.771 5.500 w 5.500 y -.904 20.000 0 20.000 v 1.064 COLLCTR2 2:19 AM 8/15/94 ------------------------------------------------------------------------ Rev 2-13-94 Collector design ------------------------------------------------------------------------ Description »Main level - line Al. A2 ---------------------------------SUMMARY-------------------------------- V1 > .805 kips V2 > kips Length subject to V1 > 14.000 feet Diaphragm shear due to V1 > .058 kips/ft Length subject to V2 > feet Diaphragm shear due to V2 > kips/ft Shear per foot - shearwalls (v) > .179 kips/ft <Shearwall v> Segment W/0 Wall Dow VI V2 Force 09.500 o 9.500 y .000 4.500 w 4.500 y -.546 COLLCTR2 2:20 AM 8/15/94 ------------------------------------------------------------------------ Rev 2-13-94 Collector design ------------------------------------------------------------------------ Description »Main level - line A a ------------------------------- V1 V2 Length subject to V1 Diaphragm shear due to V1 Length subject to V2 Diaphragm shear due to V2 Shear per foot - shearwalls (v) -SUMMARY -------------------------------- > 2.090 kips > kips > 29.500 feet > .071 kips/ft > feet > kips/ft > .220 kips/ft <Shearwall v> lWegment W/0 Wall ODng. V1 9.500 w 9.500 v 20.000 0 20.000 y V2 Force .000 1.417 (V COLLCTR2 2:21 AM 8/15/94 ----------------------------------------------------------=------------- Rev 2-13-94 Collector design ------------------------------------------------------------------------ Description »Main level - line C ---------------------------------SUMMARY-------------------------------- V1 > 2.540 kips V2 > kips Length subject to V1 > 38.000 feet Diaphragm shear due to V1 > .067 kips/ft Length subject to V2 > feet Diaphragm shear due to V2 > kips/ft Shear per foot - shearwalls (v) > .254 kips/ft <Shearwall v> Segment W/0 Wall Opnq. V1 V2 Force 10.000 w 10.000 v .000 20.000 o 20.000 v 1.872 �-- 8.000 0 8.000 v .535 COLLCTR2 2:25 AM 8/15/94 -------------------------------------------------------------------- ev 2-13-94 Collector design ------------------------------------------------------------------------ Description >>Main level - line B1 ---------------------------------Su V1 V2 Length subject to V1 Diaphragm shear due to Vl Length subject to V2 Diaphragm shear due to V2 Shear per foot - shearwalls (v) Segment W/O Wall Opnq. 3.000 0 3.000 7.750 w 7.750 .1*8.000 0 8.000 4.500 w 4.500 11.000 0 11.000 9.500 w 9.500 3.000 0 3.000 T-------------------------------- .880 kips kips 6.750 feet .062 kips/ft feet kips/ft .132 kips/ft <Shearwall v> V1 V2 Force V .000 v -.185 v .364 v -.129 v .190 �- V . -.488 v .185 140 K COLLCTR2 8:15 AM 8/15/94 ------------------------------------------------------------------------ Rev 2-13-94 . Collector design COLLCTR2 8:18 AM 8/15/94 ------------------------------------------------------7----------------- Rev 2-13-94 Collector design Description >>Main level -.Line E » -------- ------------------------SUMMARY-------------------------------- VI ) 4.070 kips V2 > kips Length subject to V > 44.000 feet Diaphragm shear due to > .093 kips/ft Length subject to V2 > feet Diaphragm shear due to V2 kips/ft Shear per foot - shearwa-lls (v) > . 39 kips/ft <Shearwall v> Segment W/0 Wall Opng. V1 Force 24.000 0. 24.000 y .000 17.000 w 17.000 y - . '0 3.000 0 3.000 y .278 COLLCTR2 8:18 AM 8/ a4 ------------------------------------------------------------------------ Rev 2-13-94 Collector design ------------------------------------------------------------------------ Description >>Main level - Line 62 ---------------------------------SUMMARY-------------------------------- V1 > 3.170 kips V1 > kips Length subject to V1 > 27.000 feet Diaphragm shear due to V1 > .117 kips/ft Length subject to V2 > feet Diaphragm shear due to V2 . > kips/ft Shear per foot - shearwslls' (v) > .343 kips/ft <Shearwall v> Segment W/0 Wall Opng. V1 V2 Force 8.250 0 9.250 w 9.250 8.250 y y .000 -.969 D- 9.500 0 9.500 y 1.115 -- COLLCTR2 8:18 AM 8/15/94 • --------------------------------=---------9----------------------------- Rev 2-13-94 Collector design -------------------------------- Description >>Main level ---------------------------------------- - Line E » ---------------------------------SUMMARY-------------------------------- V1 > 4.070 kips V2 > kips Length subject to V1 > 44.000 feet Diaphragm shear due to V1 > .093 kips/ft Length subject to V2 > feet Diaphragm shear due to V2 > kips/ft Shear per foot - shearwalls (v) > .239 kips/ft (Shearwall v> Segment W/0 Wall Opng. V1 V2 Force 24.000 0 24.000 y 000 / C� 17.000 w 17.000 y -2.210 3.000 0 3.000 y .278 COLLCTR2 8:18 AM 8/15/94 ------------------------------------------------------7----------------- Rev 2-13-94 Collector design Description >>Main level -.Line E » -------- ------------------------SUMMARY-------------------------------- VI ) 4.070 kips V2 > kips Length subject to V > 44.000 feet Diaphragm shear due to > .093 kips/ft Length subject to V2 > feet Diaphragm shear due to V2 kips/ft Shear per foot - shearwa-lls (v) > . 39 kips/ft <Shearwall v> Segment W/0 Wall Opng. V1 Force 24.000 0. 24.000 y .000 17.000 w 17.000 y - . '0 3.000 0 3.000 y .278 COLLCTR2 8:18 AM 8/ a4 ------------------------------------------------------------------------ Rev 2-13-94 Collector design ------------------------------------------------------------------------ Jo, COLLCTR2 8:19 AM 8/15/94 ------------------------------------------------------------------------ Rev 2-13-94 Collector design Description » Main level - Line F » ---------------------------------SUMMARY--------------------------------- V1 > 1.060 kips V2 > kips Length subject to V1 > 44.000 feet Diaphragm shear due to V1 > .024 kips/ft Length subject to V2 > feet - Diaphragm shear due to V2 > kips/ft Shear per foot - shearwalls (v) > .096 kips/ft <Shearwall v> Segment 11/0 Wall Opng. V1 V2 Force 30.000 0 30.000 y .000 11.000 w 11.000 y -.723 3.000 o 3.000 y .072 COLLCTR2 8:20)AM 8/15/94 • Rev -2-13-94 2-13-94 Collector -design ---------------------=-------------------------------------------------- Description >>Main level - Line G ---------------------------------SUMMARY-------------------------------- V1 > 3.350 kips V2 > kips Length subject to V1 > 30.250 feet Diaphragm shear due to V1 > .111 kips/ft Length subject to V2 > feet Diaphragm shear due to V2 > kips/ft Shear per foot - shearwalls (v) > .194 kips/ft <Shearwall v> Segment W/0 Wall Opng. V1 V2 Force 5.150 w 5.750 y .000 3.000 0 3.000 y .480 11.500 w 11.500 y148 6 10.000 o 10.000 y 1.107 0 COLLCTR2 8:21 AM 8/15/94 ------------------------------------------------------------------------ Rev 2-13-94 Collector design Description >"Basement level - Line 4 ---------------------------------SUMMARY----------- --------------------- V1 > 1.860 kips V2 > kips Length subject to V1 > 25.750 feet Diaphragm shear due to V1 > .072 kips/ft Length subject to V2 > feet Diaphragm shear due to V1 > kips/ft Shear per foot - shearwolls (v) > .213 kips/'ft <Shearwall v> Segment W/O Wall Opng. V1 V2 Force 4.000 w 4.000 y ,000 G� 17.000 0 17.000 y .561 4.750 w 4.750 y -.667 COLLCTR2 8:22 AM 8/15/94 �• Rev -2-13-94 ------------------------Collector----------desig----n ----------------------------- ------------------------------------------------------------------------- Description »Basement level - Line 62 ---------------------------------SUMMARY--------------------- V1 > 4.320 kips V2 > kips Length subject to V1 > 18.250 feet Diaphragm shear due to V1 > .237 kips/ft Length subject to V2 > feet Diaphragm shear due to V2 > kips/ft Shear per foot - shearwalls (v) > .691 kips/ft <Shearwall v> Segment W/0 Wall Opng. V1 V2 Force 5.000 0 5.000 y .000 6.250 w 6.250 y -1.184 �°� 1.000 0 1.000 y 1.651 —'�— t � -- 22-141 SO SHEETS - 22.142 100 SHEETS A -AC 22.144 200 SHEETS o w � N J 14, M CAP 1:55 AM 8/15/94 ------------------------------------------------------------------------ Rev 2-15-94 Concrete section moment capacity ----------------------------------------------------------------7------- Description »line B2 line footing » ------------Section data -----------;---------Material constants --------- b > 8.000 inches f'c > 2.500 ksi d > 22.000 inches fv > 40.000 ksi 0 > .850 0 . > .900 --------------------------------load data ------------------------------- Service moment M > 16.020 ft -kips Overload factor > 1.300 Wind or earthquake loads Mu > 20.826 ft -kips See calcs As reod. > .427 in"2 Includes 33% increase since p actual is less than p min. ------------------------ --------Summary--------------------------=----- Actual As > 620 n <O > min. > 5 <200/Fy> z :actual > .0035 <p:As/b*d> > 24:800 kips <T:As*Fv> a > 1.459 inches <a:T/(0#F'c*b)> 0Mn > 39.563 ft -kips > Mu - <OD ------------------------------------------------------------------------ Return to: Building Division AGRICULTURAL STATEMENT OF ACKNOWLEDGEMENT _ " 9 J ` "0 9 9 7 4 FOR RESIDENTIAL DEVELOPMENT Section 26-8.1 of the Butte County Code requires this - acknowledgement be recorded prior to issuance of a building I I 009974 permit. I Rec Fee 12.00 I COP 2.00 The property described herein is adjacent to land or included Recorded t Check 14.00 within an area zoned for agricultural purposes, and residents Official Records I of this property may be subject to inconveniences or County of I discomfort arising from the use of agricultural chemicals, Butte t including, but not limited to herbicides, pesticides, and Candace J. Grubbs I _' fertilizers; and from the pursuit of agricultural operations Recorder I including, but not limited to cultivation, plowing, spraying, 9: 17 a m 27 -Mar- 9 5 I P U B L X X 3 pruning, and harvesting which occasionally generate _ dust,smoke, noise, and odor. Butte County has established agricultural zones which have as a priority use for productive agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: a Date: PROPERTY OWNERS: /F • 5os&q04 4 go 4 y •y State of7�0 a Countyo.On 2before ", /1U N ✓ c"pens nall personally known to me (or provkd 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 he/she/they ekecuted the same in his/her/their authorized capacity(ies), and by his/her/their signature(s) on the instrument, the person(s), or the entity upon behalf of which the person(s) acted, ex ed the instrument. �mnnmlmlm�nnnwnwwnnum�nmi�mnmmmmmannc�mn�mxnRu WITNESS mypt and and official seal. OFFI� I CI 6 SEAL D N N W.J. GOLLING A 09 NOTARY PUBLIC - CALIFORNIA W Signature Seal: _ COUNTY OF BUTTEEF R&, n—mkc lnn Fxniras Sept. 20.1998 A.P. i I / — "? % - 0 <, 95-09974 ORDER NO. BU -133382 BG DESCRIPTION ALL THAT CERTAIN REAL PROPERTY SITUATE IN THE STATE OF CALIFORNIA, COUNTY OF BUTTE, DESCRIBED AS FOLLOWS: PARCEL I: LOT 5, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "FALCONS POINTE PLANNED UNIT DEVELOPMENT - PHASE 191, WHICH MAP WAS. RECORDED IN THE OFFICE OF' THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 10, 1993, IN BOOK 126 OF MAPS, AT PAGES 89 THROUGH 92. SUBJECT TO COVENANTS, CONDITIONS AND RESTRICTIONS, RECORDED APRIL 19, 1993, UNDER BUTTE COUNTY RECORDER'S SERIAL NO. 93-15102. PARCEL II: A NON-EXCLUSIVE EASEMENT FOR PUBLIC UTILITY PURPOSES INCLUDING WATER, SEWER, DRAINAGE, ELECTRIC, GAS AND COMMUNICATION FACILITIES, ALSO FOR PRIVATE ROAD, PRIVATE STORM DRAINAGE FACILITIES AND OTHER RELATED APPURTENANCES, OVER, UNDER AND ON LOT "C", AS SHOWN ON THAT CERTAIN MAP ENTITLED, "FALCONS POINTE PLANNED UNIT DEVELOPMENT - PHASE 1111 WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER. OF THE COUNTY' OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 10, 1993, IN BOOK 126 OF MAPS, AT PAGE(S) 89 THROUGH 92. PARCEL III: A NON-EXCLUSIVE EASEMENT FOR CONSTRUCTING, RECONSTRUCTING, OPERATING AND MAINTAINING A COMMUNITY LEACHFIELD SYSTEM OVER, UNDER AND ON LOTS "A" AND "B", AS SHOWN ON THAT CERTAIN MAP ENTITLED, "FALCONS POINTE PLANNED UNIT DEVELOPMENT - PHASE 111, WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 10, 1993, IN° BOOK 126 OF MAPS, AT PAGES 89 THROUGH 92. PARCEL IV: A NON-EXCLUSIVE OPEN SPACE EASEMENT TOGETHER WITH THE FREE AND UNLIMITED RIGHT OF ENJOYMENT THEREOF OVER LOTS "E" AND "F", AS SHOWN ON THAT CERTAIN MAP ENTITLED, "FALCONS POINTE PLANNED UNIT DEVELOPMENT - PHASE 111, WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 10, 1993, IN BOOK 126 OF MAPS, AT PAGES 89 THROUGH 92. CONTINUED 95-09974 ORDER NO. BU -133382 BG PARCEL V: A NON-EXCLUSIVE EASEMENT FOR THE PURPOSE OF CONSTRUCTING, RECONSTRUCTING, OPERATING AND MAINTAINING LANDSCAPING, LANDSCAPE IRRIGATION; FENCES, WALLS, AND RELATED' LANDSCAPING FACILITIES OVER LOT "D", AS SHOWN ON THAT CERTAIN MAP ENTITLED, "FALCONS POINTE PLANNED UNIT DEVELOPMENT PHASE 1111 WHICH MAP -WAS RECORDED IN THE OFFICE OF THE RECORDER..OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 10, 1993, IN BOOK 126 OF MAPS, AT PAGES 89 THROUGH 92. PARCEL VI: A NON-EXCLUSIVE EASEMENT FOR THE PURPOSE OF CONSTRUCTING, RECONSTRUCTING, OPERATING AND MAINTAINING A FIRE PROTECTION WELL AND APPURTENANCES THERETO OVER LOT "G", AS SHOWN ON THAT CERTAIN MAP ENTITLED, "FALCONS POINTE PLANNED UNIT DEVELOPMENT - PHASE 101, WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 10, 1993, IN BOOK 126 OF MAPS, AT PAGES 89 THROUGH 92. END OF DOCUMENT ARCHITECTURAL ENGINEERING SPECIALISTSr,E A C4 A2O CONSTITUTION DRIVE. SUITE I r M n CHico. CALIFORNIA 95926 j 23 SEP County of Butte. Building Division 7 County Center Drive ATTN: GEORGE KELLOGG Oroville, CA 95966 _ -*4--M-32 -32 COUNTY OF BUTTV BUILDING DEPT 0 C T 0 1 M&: 00 ARCHITECTURAL ENGINEERING SPECIALISTS 20 CONSTITUTION DRIVE, SUITE 1 CHICO, CALIFORNIA 95926 TELEPHONE 916-892-9715 September 28, 1995 County of Butte Building Division 7 County Center Drive Oroville, CA 95966 Attn: George Kellogg Re: Retaining walls at Hogan residence George, COUNTY OF BUTTE BUDDING DEPT 0 C T 0 1 1995 I would like to thank you and Bart for coming out to the site on such short notice. I have received your fax summarizing our meeting this morning. I appreciate your support regarding the discontinuation of work in the affected areas. The less constraints I have to work with, the better. After our meeting this morning, I contacted Meinfelder in Redding regarding non-destructive methods for determining steel reinforcing depths. I spoke with Corky Metcalf, who informed me that they did have equipment which would very accurately determine the reinforcing depth relative to the face of masonry. I have contacted Lenn Goldmann regarding the engagement of their services, and if all goes well, they'll be at the site on Monday. Kleinfelder will produce a written report which will most likely eliminate much of the guesswork regarding the wall construction. Per our conversation earlier today, I feel very strongly that I shouldn't make any assumptions regarding reinforcing spacing, size or placement relative to depth. I also feel that Kleinfelders report will provide critical information which will be necessary to determine whether the allowance ofAsonry overstresses is acceptable. informed of any new information as it becomes available. :ring Specialists {' 1i• e, OCT -25-95 WED 09:08 BRA NO HAWKINS i 5930532 WN �rt/ 1 P AM I ti fi tk FAX, TRANSMITTAL 'a Date: Company: Fax #: -� 3 71' , From:A Number of -Page s�; � (Cover Sheet -Included) RE: ~� Y Remarks. { i / 20 Constitution Driyc i Suite A 1i f� Chico, CA 95926 916/995-1125 • �ti�t�S�3 c'F11:IWN�1 C"Uga SQ: eV S3W Ce--4S—.T;Do 2A VlVI ■ �1 OVlA 2T�3TIN�A JAT 1 flUI]ABMAR 1 XM lY yrs»gctoD yc, (69bu:[�ni 199da 19VOD) !to, _9ct :slu r : a3l 0 a�hcl noilwiizno'J OS A 2102 6MQ A),o%(!) zsiI•c.MIe 0 OCA' 2'4— 5 �9TUE 13:49 RRUNO & HAWKINS — 0930532 � � F.01 , Se.Y FAX, TRANSMITTAL �j Date: Attn: el Company: _�-z _ . c.C�C�.L•c-�-��i%.vim-= • 0 ` Fax #: From: { Number of Pages: (Cover Sheet Included) 29r l R E : y Remarks: 20 Constitution Driyu Suilc A Chico, CA 95926 i ' 916/895-1125 c S=GOSE,t' �k12;iL1AH -R rJNl19J3 Ems: s t 3WT� -FT�ICi j z � JATTIMFoHART XA91 J. \ J�vx���.�^ y-J�JV•�'c-� -''- A-,+R-3�.r...1 : ti�flT�fii'.J� xrq Ino {iJ9bilSatI1. �99i"{? Y9V0�) : u9gf S jQ ledmuM c A wiu2 MO AJ twaO OCT -25-95 WED 09:09 ERUNCi & HAWKINS .1936532 P.02 AP.GIT7'TTC'l�'CJP *T1 Z+,'NGYNEEF;INC_T'sPF-:CI.A.L.1STS ''n (,'ONSTITUTI0V 7 )i?iv?s, SUITE _l_ CII.Ico. C ALIT-oRrzYA rPLLIpFHO E 916-89M.4)715 October 23, 1995 County of Butte Building Division 7 County Center Drive , Oroville, CA 95966 I Attn: Mr. George Kellogg RE: RETAINING WALLS AT JOE HOGAN RESIDENCE LOT 5 FALCONS POINTE, CH.ICO, CALLFORNIA Dear Mr. Kellogg: a Pursuant to a telephone conversation with Lenn Goldmann, effective October'10, 1995, Architectural Engineering Specialists (A.E.S.) is no longer involved with the engineering related to the retaining wall repairs'�at the above referenced residence. As you are aware, a large portion of the retaining walls recently constructed at this job site were incorrectly constructed of masonry instead of concrete. The following is a summary of our knowledge and concerns. regarding the matter. / During the week of September 11, 1995, 1 spoke with Donna Rose at Lenn Goldmann'sOffice' regarding this project. She requested clarification of,:' a detailton the plans. The conversation raised concerns that the retaining,,walls had not been constructed using concrete as the plans specified. On September 15, 1995, I received a telephone call, from Lenn Goldmann confirming that the ietaining walls had, in fact, been constructed of masonry and not concrete. An hour later, I met;Mr. Goldmann at his off ice,and we proceeded to ' the job site to determine a course of: action.. At this time, Mr. '• Goldmann informed me that he had authorized the contractor to substitute masonry for concrete due to the cost difference. He did not consult with.us or request our permissiori before authorizing the substitution. At that time, I told Mrd Goldmann it would be necessary to obtain as much information -about the walls as f possible, to determine if the wall, could effectively be repai.red'. I requested that he'provide verifiable informati.ojiNrelating to the depth, spacing and size of reinforcing in the as -built wall., ' t Page 1 of :3� �. e, 9 .9 S: emcee 214I AWAH �? 0HURa t O: eG GaW P-,\ J F" Tf=T.If..AN,ID24-EP, A� I UT;.Ua Zr vTsrCT t:01TUTIT&KOD.0 flSi'c�:' �2•rlfiu'iI.IAO .O�TIi:.I 2Q91 ,Es 19dolo0 9:11ma 10 y.lnuoa naiaiviQ pnibliuti 9vi7EI YsfnaO y_fnuo0 C aaQ2e AO ,9111VO10 gpollax sp7090 .714 :nIJA aO%ZG1:23A KAOOii aOL TA 2JJAtd OHIZIAT3R :3ff AIMR03MAO ,00THO ,3THXOq 8MODJAq Z TOS : ppol 19x . 7M xssd sv,ilos339 ,ansmbloD ansa A11w noifsa7svnoo srioAq.919l s of .lnsuzxuq a1ail6lDsg2 pai7e9nilpa3 1s71Jl39.1idDiA ,cQPl ,01 7900100 pninisl91 9ril of b9.i61s1 palle9nioaa sal d1ft'l bsvlovni Y9pnol ort ,a7sws azs uoy aR .99R9bia9'Y b9on9Ys3s7 9vodB edl db ,aai6gax flaw aldl 16 bsjouxlanoo y1ln9o9Y allsw pninislaY erfl to aoilxoq epael s to bs9l2n! y7nOasm 3o bsloriaJanoO ylln9'x7oant 9"Y9W 9 -lie doe am[9oaoo bn6 spb9SwonA amo to ya6mmue s 2i palwollal 91sT _ 9197onoo . i9jJzm edi paibasp9Y Is eaoA snaoQ rJhq 99oga I ,2eel ,11 i9dln9fig92 to Asaw M1 pnilua 6s318sups-1 eti2 .loetouq airfl paibasps-i "'9oi110 2'nn6mb1o0 arisd boalal nailsaanvnoO 9dT . aji5lq 9111 no 11,615b s 10 ntii.ltoi� t 7r�lo palam bslouulanoo Read Ion bsd a.C1sw 9tfl lsrlj ar179�700 bsvis0sz I ,2(?E1 ,21 a9dm91g92 no .bailioege an6lq aril 2s sJgaoaoa grsirz.c�l9.x sAl l6dJ palmallno9 nnsmbloO nriad 1110'13 1160 snodgsl9l 6 .sl97onoo Jon bas y1noasm to beloualenoo n99d ,lost rr! ,bzd 2I1sW o.l bsbosooiq sw bns so.illo 2rri is nasmbloO .7M lam I , sslsl 7uod nA .iM ,9mil aldl JA .aoiJo5 :io 9a7uoo s 9alm7515b of 9312 .dot 9dJ of so-1osYlrioo sdj 69mi7orfJus, bsri ad -lerfl ern bsmaolni nnsmbloO bib sH .sonsasllib laoo 9dl of sub eJainnoo 7ol yanoesm 9tuilledua .pnisi7odJus 97o39d noiaeImx9q =o dasups7 so 2u rlliw lluenoo Jon sd bluow li nnsmbloa . YM blol I ,smil fsdl JA noiluJiladme srll zt affaw 9di luods noij6m1o1ni Aoum a6 aisido of y1688so9a .bsalff qea 9d yl9vilo9319 blvoo . If5w aril 3i 9n.im7sleb of ,91di22oq gdfi of 91dsijix9v sbivo7q'3A lsAJ b9la9upai I .11sw lllud-'as edl ni gnio7o1ni97 10 ssi2 bn.s pni05ga ,Algsb E. 10 1 qpSq OCT -24-95 TUE 13:49+ P.R INO :s' HA WY-.'INS'`'r'�' .4 HOGAN RESIDENCE Page 2 of 3 89305332 r P. 02 On October 4, 1995, I met with"Cliff Curry, from Kleinfelder, at the job site. He used an."R-Meter" to determine the spacing, and the depth of the reinforcing relative to the face of the wall. The contractor had indicated that he had used #5 bars and. had modified the spacings as necessary to comply with the block module. Mr. Curry's test indicated that the reinforcing is #5 at 8" o.c. vertically and ##5 at 16" o.c. horizontally. The`plans called for reinforcement of ##5 at 9" o.c. vertically and 45 at 15" o.c. horizontally in the concrete wall. The plans specified that the reinforcing was to be placed near the dirt face of the wall. The test indicated that the reinforcing had been placed near the opposite face of the wall. This placement in .a cantilevered retaining wall renders th.e. reinforcing very ineffective. Calculations for the waYl•� as constructed show stresses in excess of 7000 of allowable. Please also note that our plans indicate a maximum backfill of 91, where actual backfill appears to be 10' maximum. A quick check of the wall, assuming support top and bottom, trying to take advantage of the mis-located reinforcing, shows a. stress in excess of 180% of allowable. Use of the floor to support the top of the wall will require redesign of the floor diaphragm and the shear walls. The change to masonry raises �- additional concerns including bearing/capacity at columns, capacity of inserts, failure to install inserts and possibly others. Applied Testing Consultants were retained to take several core saniple.s of the masonry wall. z spoke with Mark Hayden at Applied Testing on October 11, 1995 regarding this matter. Mr. Hayden stated that the cores showed poor consolidation of the grout as well as poor bond to the reinforcing. These results would certainly disallow any overstresses in the design of the as -built wall. Other items of concern are as follows.: 1: The fireplace footing at the living room fireplace surcharges the retaining wall. The height of this wall and the relative elevation of .the fireplace footing doesn't match that shown on the approved plans. The resulting surcharge was not, considered in the original design. 2. The family room fireplace base was intended to be constructed of concrete. 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Anchor bolts for one end of the steel frame at line 5 were omitted on the unapproved masonry construction. It will be necessary for the new engineer to design anew base anchorage. Since, we are, Architect/Engineer of record for the project, we are very concerned about our liability. In addition, we have been advised by Mx. Goldmann that we are no longer involved with the engineering or in this project. As such, we can no longer assume any liability or responsibility and request that you remove our name as architect of record. Thank you/%_ es your assistance with this matter. S i n c e r e��/ Fon, Glazewski A itectural Engineering Specialists FG.bf cc: Lenn Goldmann Joe Hogan John Linhart Charles Roberts Robert McGhie, attorney Q P a v E19 . a ^sc�F+rC':3 �'kiI?IidAFf '3 QtlUgg Ge: c t 3UT yt-3-S-TJU 3OZaCT 99 KADOM E Iv E 9p5q 9jsW a Sail js .small 19913 9df 10 bn9 silo xoi allod iodonR . 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