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069-250-016
NOTES RESIDENTIAL PERMIT NO. 06S -2— e vo V // s • - kvig lL✓nb/��_ S OnCu�t c�3 �`9- Q5�Ly 2 . t\A, laca—ok ". /5 _b (o 91e a,�t c.tre�Q Se �A -vxo U C�K I _e4VFF�o T Y Address 53 3 GAS Meter gy e Meter y Ic U b Date Date od SPECIAL CONDITIONS r CHECKED . BY SRA FLOOD CERTIFICATE REQ. - FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS • VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER - 0 �'�--Y-LVL� Address GAS /� > Meter By Q. Datea-a� -(�(p ELECTRIC y Meter y JOB FINALED (Date)f Signature 'ingle & Duplex) ' Date FRAMING (Continued) 47. Hangers -Post Caps -Anchors -Connectors 48. Cling. Joist-Rftr. Ties- Purlin-Roll Brac.-Truss-Shting.-Rtng. 49. Fireplace Ties or Type A Flue -Fireplace Throat Clearance 50. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 51. Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 52. Garage Fire Protection Framing -RC Channel 53. Property Line Firewall & Openings 54. Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 55. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 56. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 57. Siding -Nailing Veneer 58. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 59. Glazing Area -Glass Protection -Skylights -Plastic 60. Shear Walls; Nailing -Bolts 61. Brace Interior/Exterior Wall Panels 62. Insulation -Walls -Ceilings 63. Infiltration -Walls -Windows Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 64. Ext. Steps -Door & Sidelight Protection -Landings 65. Smoke Detector 66. Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 67. Bedroom Exiting 68. G.F.I. & Bath Fixtures & Tub Access -Spa 69. Elec. Trim & Subpanel, Breaker Sizes & Labels 70. Stairs & Rails 71. Fireplace or Stove, Clearance -Hearth 72. Elec. Outlets at Wood Panel, Int. & Ext. 73. Kit. Fixt. & Appliance; Ground -Air -Gap -Cooking Clearance 74. Elec. Outlets & Receptacles at Kit. Counter 75. Garage Fire Door; Swing -Landing -Closure 76. A.C. Duct in Garage -Damper 77. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 78. Plb.; Elec. & Mech. Equip. Listed for Location 79. Elec. Receptacles in Garage (F.F.I.)-Romex Protection 80. Insulation -Foam -Looked in Attic 81. Guard Rails & Deck Construction -Post Caps 82. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth _ Clearance Looked under Floor ❑ Yes 83. Following Instld./Drive 0 Yes 0 No/Walks D Yes 0 No/Planters 0 Yes 0 No 84. Stucco Brown -Finish 85. A.C. Unit Disconnect, Electrical -Plumbing 86. Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 87. Water Well, Disconnect, Electrical, Plumbing 88. Exterior Elec. Trim, G.F.I. Receptacle -Underground 89. Ventilation Throughout House 90. Glass Protection 91. Corrections from Previous Inspections 92. Gas Test -Meters Tagged, Gas -Electric 93. Water & Sewer Connected -C/O to Grade -HD Approval 94. Energy Compliance Certificate -Other Certificates 95. Address Posted 96. Fire Sprinkler Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: NOTE S- J=OK 0 = Not OK . = NotReadyable MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support Sketch 3. Sewer; Location -Test -Fall -C/O -Concrete 4. Water; Location -Test -Easement Needed (Sketch) 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete 6. Gas; Location -Test -Wrap;-/ P' L 'ft. / P Nat. or/ /" L "ft./ P LPG 7. Well Clearance & Disconnect 8. Utility Clearance Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch 11. Cert. of Occupancy Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PERMANENT END SYSTEM (ONLY) 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Blocking 4. Gas; MH Test -Demand -Valve 5. Electricity; MH Test 6. Water; MH Test 7. Water and Sewer Connected 8. Gas and Electricity Tagged 9. Exits 10. License Decals 11. Verify #'s with Office Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 ! '4'.>..`�"+.4+�..i�``ti'i"+�}� ''`�. �� c,. �.. �"�" w'4"+a'++�•Y`.'+Y�'.s.t-..yµv,,c!,<'-Y3'..�'�..�•:t:w:. w• ;Gs , , , , ; , COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive • Oroville, CA • (530) 538-7541 y x; CORRECTION NOTICE' OWNER PERMIT NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at,. the above address and should be corrected. Please call for re-inspection when correction:of work is completed. If you have any questions pertaining to this matter, or need additional - ` explanation, please contact the Building Inspector as indicated below. I � 6;W14._4=Z —116,41 4 � T lelj,/w /aril %i /%/ h i/ t REV 4/.05 ;,FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 -t, r COUNTY OF BUTTE ... , BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive • Oroville, CA • (530) 538-7541? N CORRECTION NOTICE -zsy OWNER PERMIT NO A routine inspection indicates that the following violations of Butte County Ordinances exist at js the above address and should be corrected. Please call for re -inspection when correction of work is complete f If you have any questions pertaining to this matter, or need additional explanation, pl se contact the Building Inspector as indicated below. �Y1 i FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 7ao,,.- Sid ^'jz :4 kyr !44 ,1 x ax j. �" J /�1 '7 Date v Inspector /" `� REV 4/05 Phone # FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 . • - , ... « . ^.r".,'.-rt�'�.,-s/'..�'-+I T'.\v ♦A -r, r•L 'r . ,I-^n+r.^__ .ti.'•'•�'..' ,'1..1:.x- v� i COUNTY OF BUTTE - "` BUILDING DIVISION ` DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE i PERMIT NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected. Please call for re -inspection when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact the Building Inspector as indicated below. ro � . Date Inspector LQ•: REV 4/05 Phone # v FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 H1 M Date � � of S ��� Inspectorln O1/O REV 4/05 Phone # — "Y:31R FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 COUNTY OF BUTTE _^ BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES " 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE h c�2 1 (1-')4;` &5a OWNER PERMIT NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected. Please call for re -inspection when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanat n, please contact the Building Inspector as indicated below. ; H1 M Date � � of S ��� Inspectorln O1/O REV 4/05 Phone # — "Y:31R FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 . COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES <-:-' 7 County Center Drive • Oroville, CA • (530) 538-7541 C CORRECTION NOTICE (2 5QKZ, f. OWNER o PERMIT NO. " A routine inspection indicates that.the following violations of Butte County Ordinances exist at q* the above address and should be corrected. Please call for re -inspection when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanatio, lease contact the Building Inspector as indicated below. yr. 'r- e Date Inspector 7 �� REV 4/05 Phone # F: FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 .n145veaE INSUL.ATEO, CO., WIS. 0-r-WRIPTI N OF INSTALLATION I. ROOF pWTULTION CERTIFICATE VVA ms -daft — Brold Nome Thi* FI s ) ThmiW Rem (R Vahte) CHUNG or Egafto Type Eftq%sL9W4 N Johns IlAwmb Tlvtess 13 Th9emaf Re {R -VIS Z�ag LOOM Fm, Type Brand Mmm John Will-, CIM*Bdork mtn. kmWed weWdM sq. • 6i S �,. Wmkn am ThIcknew I Is • -q 5 Imo. "-Mn FaCturar% It ad dot per equate *wt to edgeve ThWMW ReWobnm (R Vako) 'Z3g 3. EXTERIOR WALL ,� .� : •rte t � •:,.:_.: :.et!i; 4. RAISED FLOOR a. SLAB FLOOR / PERIMETER • matedej •� PG(brsftr mon D 0. FOUNDATION WALL a±l rft' ' m "M DEGLARAIIMI TI"9"W Radatillum (RVehie) Brag Nene Band Nmr, Theme RGA (R Vakfa) _ v n r • c, 'e A-,�:..r z' •.•r. t' r � r "sSyvi� e • }yy(3 �� *. i ! yF a ..� r ...'•7�y�r{ � ►. • � • � v •` 'wt� , r � r '1'r 1f"9: - • ~ �� r r - r [If. /�, `x.13, �T°:fw �.•,. .• M1;y' t Yrs n• ♦� ,:' r ,.rn r r•r _ R ,a rd:�r..�a :T,::.�""'-�.r.. r, =*--. =Ht r • .� : :� . ENGINEERED WOOD SYSTEMS N Certificate of Conformance Certificate 054082 THIS 1S TO CERTIFY that the glued laminated timber products identified with a collective mark of Engineered Wood Systems (EWS) were manufactured in accordance with the applicable standards and associated specifications indicated below: ANSI Standard A190.1-1992, For Wood Products —Structural Glued Laminated Timber NER-486 Glued Laminated Timber Combinations And "GAP" Computer Program For Determining Design Stresses AITC 117-93 — Manufacturing — Standard Specifications For Structural Glued Laminated Timber Of Softwood Species IT IS HEREBY CERTIFIED that the APA EWS trademarked structural glued laminated timber members were produced in a manufacturing facility subject to regular audits in accordance with the Engineered Wood Systems (EWS) Quality Assurance Program. Routine audits include inspection of the manufacturing process and evaluation of the in -plant QA program with adequate sampling to verity conformance to industry standards for lumber grade and glueline bond quality. W 0 o�P 0 ifgr JA � 0 rn ,0 UW y Of, y ,N G' p9* ��. by eL, -- Thomas G. Williamson Executive Vice President ENGINEERED WOOD SYSTEMS is a relatea corporation o1 APA — rxE EIV?INEERED WOOD ASSOC(477QN 7011Sou1h I9tn apadl • P.O. Box 11700 • Tacoma. Wg98411.0700 Teftnone: (253) 565-6800 • Fax Numoar: (253) 505.7265 J=OK D= Not OK - = Not Applicable . =Not Ready MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Soils; Specidl MH Support Sketch 3. Sewer, Location -Test -Fall -C/O -Concrete 4. Water, Location -Test -Easement Needed (Sketch) S. Electricity; Location-Clearances-Gmd-/ /Amp -Concrete 6. Gas; Location -Test -Wrap;-/ /" L'ft. / P Nat. or/ /" L 'ftJ P LPG 7. Well Clearance & Disconnect 8. Utility Clearance Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Une 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-Connectoe 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert 10. Exits; Insp.-Sketch 11. Cert of Occupancy Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PERMANENT END SYSTEM (ONLY) 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Une 3. Blocking 4. Gas; MH Test -Demand -Valve 5. Electricity; MH Test 6. Water, MH Test 7. Water and Sewer Connected 8. Gas and Electricity Tagged 9. Exits 10. Ucense Decals 11. Verify #'s with Office Date Card B-'1 Date Card B-1 Date Card B-1 Date Card B-1 MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks, Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts-Beams-Rftrs-Connectors Shthg-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Will Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date POOLS (Plans) OK except #'s w 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining ' 4. Elec.; Receptacles and Ughting, Distance -GA 5. Elec.; Pool Ughting; 15 Volts -GA 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes-Enclosures-Panelboards-Ins. to Main Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche 12. Enclosure; Fencing -Alarms Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 = OK = Not OK = Not Applicable = Not Ready o RESIDENTIAL (Single & Duplex) Date UNDERFLOOR (Plans) OK except #'s 1. Zoning -Setbacks -Easements -Flood -Slope 2. Ftg., Main; Soils-Elec. Gmd.-/ /" Ftg. Depth 3. Ftg., Garage; Soils-Steel-Elec. Grnd.-/ /" Ftg. Depth 4. Ftg., Porches & Decks; Soils -Steel-/ /" Ftg. Depth 5. Stemwalls, Main; Steel-Blockouts-Wrapped 6. Stemwalls, Garage; Steel-Blockouts-Wrapped 6a. Hold Downs and Special Anchors 7. Slab, Steel -Wrapped 8. Piers -Fireplace Ftg.-Steel 9. QMf.V.; Fall-Frtting-Test-2 Way C/0 -S er Test _ _T•1 . UF, Gas Pipe; Size Anchors -Yard s Piping; Size Test 11. Water Pipe; Test -Anchors -Regulator -Service Test 12. Electric Underground 13. Plenums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts-Joists-Vents-Crippies 15. Access & Ventilation 16. Insulation Date Card B-1 Date Card B-1 Date Card B_1 Date Card B-1 Date PLUMBING (Permit) OK except #'s 1VV)We-r Htr.; Vent -Access -Combustion Air Baffle 18- C1.VIf.V.; Test Fittings & Anchor -Nail Protection Sb6wer Pan: Test. First Floor -Tub Access P'I t Tub & Shower, Second Floor -Tub Access Pipe; Sixe & Anchors Fire Sprinkler, Test Date 1,5-0 Cana B-1 [ J Date Card B-1 Date Card B-1 Date Card B-1 Date ELEC [CAL (Permit) OK except #'s 2 . F ure & Transformer Clearance -Ins. Protection 25. E>c: Receptacles Spacing -Lights & Switches at Doors 2 . yjze Boxes & No. of Conductors Stapled 27"."Rpmex Installed Close to Edge of Studs & C.J. 2 . uip. Ground made up w/Mech Fasteners -Bond Gas & Water liance Circuits in Kitchen & Conductor Size GFI t5 eed Wire Size/ /qL Cu or AI -AC. Wire Size/ /ga Cu or AI Range CircIe/Q /g C r Al-OvenCi /ga Cu or Al ,LwOated Neutral 0 Yes o SpWce-Riser Conductors & Ground Main Disconnect 33. i . Clearances Panels-Motors-Mech. Equip. CI thes Closet Light -Shower Light -Spa Light Smoke Detector Date -/ `j �OY Card B-1 U8 Date Card B-1 Date Card B-1 Date Card B-1 Date MEC ICAL (Permit) OK except #'s 4 . Eimplace A.C. Ducts Insulation & Support SB!AVic Access; Size & Romex Protection -Draft Stop -Ins. Baffles w 5]�B . Windows or Exiting Doors -Sill Ht. & Dimensions 3 e't.F-aft, Exhaust above insulation Fire Protection Framing -RC Channel 3 Con ensate Drain & Overflow, Size & Grade Line Firewall & Openings 39"FuT -Vent Access -Comb. Ait-Return Air Vent 115 Outlet 40 ttic Access & Platform if Furnace in Attic Date Card B-1 ` Date Card B-1 Date Card B-1 Date Card B-1 Date FRAMING (Permit) OK except #'s Si Proper Materials & Anchors W s Studs -Nailing Spacing & Braces -Plates -Sound 4 Baring Walls over Girders & Floor Nailing 4 94aft Stop in Walls (rat proof) 4 F Stops, Furred Ceilings -Stairs -Chasers -Tubs Headers & Beams -Size & Bearing Date FRANJIMM(Continued) 4 . Jeers -Post Caps -Anchors -Connectors 48'. Com. Joist-Rftr. Ties- Purlin-Roll Brac: Truss-Shting.-Rtng. 4 . Eimplace Ties or Type AFlue-Fireplace Throat Clearance SB!AVic Access; Size & Romex Protection -Draft Stop -Ins. Baffles w 5]�B . Windows or Exiting Doors -Sill Ht. & Dimensions 52'Carage Fire Protection Framing -RC Channel 1�) 5a"-Pyryerty Line Firewall & Openings V11 54< Ext -Doors -One T -Check Garaae 3rd Storv. 2 Exits Width -Headroom -Rise -Run -Landing -Fire Protection 5 . Ptoad-od on Roof Overhang -Attic Vents -Rafter Outriggers 5 .Si' -Nailing Veneer 5 . tyeco Mesh -Drip Screed -Fd. Vents-Underflr. Access _ i 5 Glazifiq Area -Glass Protection-Skvliahts-Plastic 61: 'Braee'Tnterior/Exterior Wall Panels 7'-l� W/�63rinfiftration-Walls-Windows 1'c-7 Date Cana B-1 Date Card B-1 Date Cana B-1 Date Card B-1 Date FINAL s) OK except #'s UoOSxf St s -Door & Sidelight Protection -Landings e Detector Furnac Vents -clearance -Comb, Air Connector - In Above Floor-Ducts-Mech. Protection E. !G ..t. & Bath Fixtures & Tub Access -Spa 6 . E rim & Subpanel, Breaker Sizes & Labels or 72—Etoc-Outlets at Wood Panel, Int. & Ext. Clearance O is & Receptacles at Kit. Counter G ge Fire Door, Swing -Landing -Closure . Duct in Garaoe-Damper i age; Above Floor-Mech. Protection gf.gat.; Elec. & Mech. Equip. Listed for Location 1 . Receptacles in Garage (F.F.I.)-Romex Protection In Ion -Foam -Looked in Attic u .d Rails & Deck Construction -Post Caps dn. VBents & Crawl Hole Door Drainage & Wood -Earth CI ce Looked under F or O Yes_ _ Ilowina InstldJDrive s O No/Walks es O No/Planterss 0 No nit Disconnect, Electrical -Plumbing Vents Above Roof, P[bg-Appliance-Fireplace-Clearance to Openings Disconnect, Electrical, 8mExterior Elec. Trim, G.F.I. Receptacle -Underground 89. Vpr6ation Throughout House Glass Protection 91. Corrections from Previous Inspections Jl C ,l - 92. GaU;Kst-Meters Tagged, Gas -Electric 93. W r & wer Connected -C/O to Grade -HD Approval 94-'E y Compliance Certificate -Other Certificates 95- Address Posted 96. Fire Sprinkle Date6- Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 �T, Date Card B-1 Comments nts at Final: :* BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 LICENSED CONTRACTORS DECLARATION I hereby affirm under penally 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 : to [^+rF^ o License Number: 1,I -RA 6S/ Dale: - /S -6A Contractor: Rt• IIIAnIFl 'OWNER -BUILDER DECLARATION I hereby affirm under penally of perjury that I am exempt from the Contractors' Stale License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a permit to construct, alter, Improve, demolish, or repair any structure, prior to its Issuance, also requires the applicant for such permit to Ole a signed statement that he or she Is licensed pursuant to the provisions of the Contractor's Slate License Law (Chapter 9 commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she Is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penally of not more than rive hundred dollars ($500).): ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the. structure Is not Intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' Slate License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or herself or through his or her own employees, provided that such Improvements are not Intended or offered for sale. If however, the building or improvements are sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or Improve for the purpose of sale.). ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' Slate License Law does not apply to an owner of properly who builds or Improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). ❑ 1 am Exempt under Article 3 of the Business and Professions Code Date: Owner: --- WORKERS' COMPENSATION DECLARATION I hereby affirm under penally of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -Insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit —/Is Issued. 0 I have and will maintain workers' compensation Insurance, as required by Section 3700 the Labor Code, for the performance of the work for which this permit Is issued. My workers' compensation insurance carrier and policy number are: nuY Carrier: S �t /'t .o Policy ft: l5 87 LIS ❑ 1 certify that in the performance of the work for which this permit Is issued, I shall not employ any person In any manner so as to become subject to the workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisldns of Section 3700 of the Labor Code, I shall forthwith comply with those provisions.. Date:��8 _6 i Applicant: WARNING: Fallur to secure workers' compensation coverage Is unlawful, and shall subject an employer to criminal penalties and one hundred thousand dollars ($100,000), In addition to the cost of compensation, damages as provided for In Section 3706 of the Labor code, Interest, and attorney's fees. CONSTRUCTION LENDING AGENCY _ I hereby affirm that there Is a conslrudlin lending agency for the performance of the work for which this permit Is issued (Sec 3097 CIV.) Name: PERMIT NO. BP050652 Issued Date: 04/18/2005 APN: 069-250-016-000 Site Address: 5336 TREASURE HILL DR ORO Map Index: Description: RETAINING WALL 80 L FEET Owner: BROWN GEORGE & DEBORAH 36 ROSEMEL CT OROVILLE, CA 95966-7725 Applicant: BETTER BUILDERS CONSTRUCTION INC 5263 ROYAL OAKS DRIVE OROVILLE, CA 95966 Contractor: BETTER BUILDERS CONSTRUCTION INC 5263 ROYAL OAKS DRIVE OROVILLE, CA 95966 License #: 323225 Architect: HAWKINS, GARY Engineer: Total Square Ft: Valuation: Census Code: I (i� ���LQSCP. This permit Is hereby Ise Resolutions to jdo_wor r PERMIT EXPIRES 0 S. F. $0.00 a./--9f�9 !d under -the appllcable•prc lcaled above fpr Which fee slons of the Butte -County Code and/on have been paid. (X�_ Da e: v 1 6 Address: 1 ware ❑ 1 hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, handling and use of hazardous materials. ❑ Notification In accordance with Section 19827.5 of California Health & Safely Code Is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above Information Is correct, and that I am the owner or the duly authorized agent of the owner. I agree to comply with all county and state laws relating to building construction. I acknowledge It Is unlawful to alter the substan sof any official form or document of Butte County. I hereby authorize representatives of Butte County to enter upon the above mentioned property for inspection purpo Print Name: C J �> '�� Signature: Dale: ❑ Owner A Contractor ❑ Agent for Owner ❑ Agent for Contractor B. C. Building Permit 01-16-04 on 1 APPLICANT NAME CONTRACTOR Name Name ��lis� �u�(ge,. �Rkc �•� Address Fax State City Phone State Fax Zip Phone State License Number Fax E-mail Lic. # a 3 ? Class 4'...0tA APPLICANT NAME ARCHITECT/ENGINEER Name City Address Zip City Fax State Zip Phone MaD.Book ju Fax E-mail . Pla ner State License Number APPLICANT NAME Name Address City State Zip Phone Fax E-mail APPLICANT SIGNATURE X jo/" For office Yise only: Zoning Flood Zone SRA I Yes I No Occ. Type Const. Subdiv' ion Name MaD.Book ju Pag 17S 77 Lot # 1 ?,0 Pla ner Date Approved: OVER FOR SUBMITTAL REQUIREMENTS )LINTY LOPMENT SERVICES 'APPLICATION tEQUIREMENTS (530) 538-7636 • CHICO: (530) 891-2834 l0) 538-7541 T TIMEOFAPPLICATION� n .county.net/dds 1� l0 1 C CLEARLY** q PERMIT NO. 6S— V/1 6Sz BP LOCATION OR, ..,� . pG3� City �I 0��7—me,4,,u VIORKER'S COMPENSATION Policy No,. Carrier If hiring anyone other than license contractors, a certificate of worker's compensation must he shown at the time of permit issuance. LENDING AGENCY Name Address Description or Scope of Work: AlIt Sq. Footage '6 z,f ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be required. REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. j-)1117 Received by Amount: (3� Bldg SRA Receipt #/UiSta � Sheriff -31 71 7 SMIP Date: /�j �� Other I ��rl (/'CIS /�� �� Total K:\FORMS\BUILDING FORMS\BldgApplSubRgmts.doc Page 1 of 2 REV 7-27-04 SUBMITTAL & PERMIT REQUIREMENTS The following drawings and specifications must be submitted to the Building Division in order to apply for a permit. INCOMPLETE SUBMITTALS WILL NOT BE ACCEPTED. ALL PLANS MUST BE LEGIBLE AND IN INK. ❑ 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. No graph paper.! ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans (No graph paper!) OR Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 3. Engineered truss details and layouts in duplicate (if required). No faxes! ❑ 4. Energy compliance design and supporting documentation in duplicate. (Note: Not required for additions to mobile or modular homes.) ❑ 5. Statement of Intent for Non -heated and A/C for Non -Residential Buildings. ❑ '6. Manufactured home's: (A) `Data sheets and installation inst, (B) Marriage line info, (C) Floor Plan, (D) Tie .down or fnd plans, all in duplicate;. ❑ 7. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the en ick neer. ❑ 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate (if required). ❑ 9. Site plan and business license approval from the City of Biggs. ❑ 10. Letter of intent for non-residential buildings. ❑ 11. Detached Accessory Building Form filled out by the owner (if required). ❑ 12. Hazardous Material Form (for Commercial Buildings only). ❑ 13. Sanitation and site plan approval from the Environmental Health Department. Remaining items needed to issue the permit. Additional items may be required after Plan Check and Planning review (May require additional plan review upon receipt of the following items.) ❑ 1. Agricultural Buffer clearance and site plan approval from the Ag Commissioner's office (if required). ❑ 2. Impact Fees. ❑ 3. California Department of Forestry plan approval (if required). ❑ 4. NPDES Form. ❑ 5. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). ❑ 6. Contractor's license information. (Number, Name Style, Classification). ❑ 7. Worker's Compensation Carrier and Policy Number. ❑ 8. Owner -Builder Verification (if required). ❑ 9. Letter of Signature authorization (if required). ❑ 10. Recorded copy of Agricultural Acknowledgment Statement. ❑ 11. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts, ❑ Letter from Legal Owner (for 433A's). If you have questions or would like additional information regarding this process, contact a Permit Application Assistant at (530)538.7541. EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after date of application. In order to renew action on an application after expiration, a new application, plans and fees will be required. REQUEST FOR FEE REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made within two years from the date of fee payment on permits not issued, and two years from the date of permit issuance for permits issued; however, on issued permits refunds can only be made if no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. OVER FOR BUILDING PERMIT APPLICATION KAFORMS\BUILDING F0RMS\B1dgApp1SubRgmts.doc Page 2 of 2 REV 7-27-04 Applicant: Starr, John Permit No: 05-0652 Project Type: IRetWall APN: 069-250-016 100% 70% Plan Check Fees $ 153.97 $ 107.78 $ 153.97 $ 107.78 WILLDAN Fee $ 107.78 Copies Attached: Qty Chk Application Site Plan Review FEMA Elevation Certificate Building Plans Truss Calculations Energy Calculations Structural Calculations Residential Plan Review Guide Residential Construction Requirements Other Other Butte County Department of Development Services BV Tr YVONNE CHRISTOPHER, DIRECTOR 00 1111111 1111, 00 N oGo 7 County Center Drive ° -=• - o Oroville, CA 95965 (530) 538-7601 TelephoneLO (530) 538.7785 Facsimile TO: WILLDAN ' qrm FROM: Scott Rutherford (530) 538-7160 srutherford()buttecounty.net 1 SUBJECT: Plans Transmittal For Review Per Contract O < DATE: 3/14/2005 Applicant: Starr, John Permit No: 05-0652 Project Type: IRetWall APN: 069-250-016 100% 70% Plan Check Fees $ 153.97 $ 107.78 $ 153.97 $ 107.78 WILLDAN Fee $ 107.78 Copies Attached: Qty Chk Application Site Plan Review FEMA Elevation Certificate Building Plans Truss Calculations Energy Calculations Structural Calculations Residential Plan Review Guide Residential Construction Requirements Other Other COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVI� OIV 627,sz 7 County Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET OWNER: a a J4 ASSESSOR PARCEL NUMBER Proposed Building Use: Counter Technician: Date: Items required in order to apply for a permit. All boxes MUST be checked OR marked NA in order to apply. :P- 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. ,:P= 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 4. Engineered truss details and layouts in duplicate. No faxes! ❑ 5. Letter from Engineer or Architect for truss design review. ❑ 6. Energy compliance design and supporting documentation in duplicate. ❑ 7. Statement of Intent for Non -heated and A/C for Non -Residential Buildings. ❑ 8. Manufactured homes: (A) Data sheets and installation inst, (B) Marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate. ❑ 9. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. ❑ 10. Flood Elevation Certificate, wet -stamped and signed, in duplicate ❑ 11. Site plan and business license approval from the City of Biggs ❑ 12. Letter of intent for non-residential buildings ❑ 13. Detached Accessory Building Form filled out by the owner ❑ 14. Hazardous Material Form ❑ 15. Sanitation and site plan approval from the Environmental Health Department in ❑ Chico ❑ Oroville, as applicable. ❑ 16. Other Remaining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) ❑ 17. Fire Sprinklers............................................................................................ ❑. 18. Agricultural Buffer clr and site plan apr from the Ag Commissioner Sent by ❑ 19. Soils Report and/or Engineered Foundation required ........................................... ........ ' 2 Erosion Control Plan Required.................................................................... ..... 2- . Fees as shown on the attached Schedule of Fees Due Sheet ..........................Cj ❑ 22. City of Chico Plumbing permit........................................................................ N / 23 California Department of Fore try plan approval ❑ paid. Sent by: ........... f2l 264 Planning approval (A) Use: (B)Parking: (C) Parcel Check: a�_� ❑ -25. Contact Land Development about _ Improvements, _ Drainage ......................... P26. NPDES Form............................................................................................. ❑ 27. Encroachment Permit for driveway from the Public Works Dept ........................... ❑ 28. Pre -Inspection for required....... ❑ 29. Contractor's license information. (Number, Name Style, Classification) ................... ❑ 30. Worker's Compensation Carrier and Policy Number .......................................... ❑ 31. Owner -Builder Verification (_ Given to owner, _Mailed to owner) ..................... ❑ 32. Letter of Signature authorization................:.....................:............................. ❑ 33. Recorded copy of Agricultural Acknowledgment Statement ................................. ❑ 34. Manufactured home utility clearance............................................................... ❑ '35. Existing violations and/or expired permits......................................................... ❑ 36. Deed Restriction......................................................................................... ❑ 37. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts, ❑ Letter from Legal Owner, ❑ Check to H.C.D. $ ❑ 38. Other: ❑ 39. Other: When issued Telephone d 2 ,50 4-al)a Or and hold for pickup. I have been inftnrmed of the above items and requirements for obtaining a building permit. Applicant: Date: ? -iu - h s 1. Index permit applicatyUyb, for t& above items numbered: Plan Check Letter 2. Additional items requt d Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Plans reviewed by: Date: Plans approved by:Date Structural reviewed by: Date: Structural approved by: I I Date: Note transfer by: Date: 4 1 V ' tb Yellow: Building Division COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 SCHEDULE OF FEES DUE OWNER PROPOSED BUILDING USE 1 �1. BUILDING PERMIT FEES --Balance Due ......................................................:. $ --Additional Fees Due ............................................ $ --Additional Fees Due ............................................ $ --Revised Plan Checking Fee ................................. $ 2. SCHOOL DISTRICT FEES (paid at District Office) 3. SHERIFF FEES (paid at Building Division) Residential .................................... x $360.00 = $ Units Commercial (sq. ft.) ...................... x $0.03 = $ Sq. ft. 4. URBAN AREA FEES Residential ............................ x = $ # Units Amt. Commercial (Sq. ft.) ............. x = $ Sq. ft. Amt. 5. RECREATION DISTRICT FEES 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) 7. SRA FIRE INSPECTION AND PLAN CHECK $89.00 (paid at Building Division) 8. WATER TENDER FEES (Battalion # ) $200.00 (paid at Building Division) 9. CSA 87 TRAFFIC FEE $2500.00 (paid at Building Division) 10. OTHER A. P. # DATE RECEIPT # D TE REC. At time of permit application, I was advised the above fees are required to be paid prior to issuance of the building permit. These fees may be changed during the plan checking process. APPLICANT DATE 3-16-03 Pursuant to Government Code Section 66020, you are hereby notified that items 2, 3, 4, 5, 6, 7, 8, 9, and 10 above may have been imposed on your project. You have 90 days from the.date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original - Building Div. 2nd Copy - Applicant 3rd Copy - Owner (Rev. 6/00) �V T TF 0 0 � 0 6 Ac0 V41 CLIC WO�� Department .0 o u n t 1 J. Michael Crump, Director ®f Public, ® f B u t Works LAND DEVELOPMENT DIVISION Storm Water Management Program 7 County Center Drive Oroville, CA 95965 (5.30) 538.7266 (FAX) 538-7171 National Pollutani Dischaarge Elimination System (NPDES) Phase H Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgement fLESS THAN 1 ACRE Project Description: )`ci'a•.✓.,..� 4s0 Project ]Location and/or Parcel Number: OG F • .2 so - of 6 -72efoskK /-�.y/ By signing below, I, the project owner/owner's agent, cerin that this project WIF�L NOT DISTURB 1 acre -or more.of land and that I, therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site build -outs of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. I am awafe that, submitting false and/or inaccurate information or failure to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board for a project that disturbs one acre or more of land may result in revocation of grading and/or other permits or other sanctions provided by law. Signed: Title: e . l., A. c oK Date: —/d - 13 Less than 1 Acre NPDES & SWPPP Compliance Certification Butte County Storm Water Management Program Revised 5/24/04 C� WILLDAN Serving Public Agencies April 14, 2005 Scott Rutherford Butte County Building Department 7 County Center Drive Oroville, CA 95965 Tel: (530) 538-7169 Fax: (530) 538-2140 117 C Street Marysville, California 95901 530/749.2373 fax 530/749.2199 www.willdan.com COUNTY OF BUTTE PLAN REVIEW Status: APPROVAL Willdan Project No: 14353-1491. Jurisdiction Job No: 05-0652 Assessor's Parcel No: 069-250-016 Applicant: John Starr Description: Stan -Ret. Wall Dear Mr. Rutherford: Willdan has completed a plan review of submitted plans and documents for the above referenced project and recommends your approval with the conditions noted on the 2nd page of this letter. The revisions were in response to a previous plan review and comments listed in our letter dated April 4, 2005. The plans and documents provided. for this review that have been found in compliance with the applicable codes are: �k Plans: Two (2) copies sheet 1, dated 6/27/04 by Better Builders Construction * Structural Calculations: Two (2) copies dated 3/10/05 by Gary Hawkins Architect * Retaining Wall Calculations & Detail: Two (2) copies sheets 27 and 28, dated 3/9/05 The plans have been stamped with the Willdan approval stamp and dated the date of this letter. On the pages to follow is the identification of the codes and standards applicable to the project, a code analysis, conditions - of -approval and identification of any deferred submittals. APPLICABLE CODES Unless noted otherwise, all comments are based on requirements of the 2001 California Building Standards Code found in the California Code of Regulations, Title 24: • Part 2, known as the California Building Code and abbreviated herein as "CBC." • Part 3, known as the California Electrical Code and abbreviated herein as "CEC." • Part 4, known as the California Mechanical Code and abbreviated herein as "CMC." • Part 5, known as the California Plumbing Code and abbreviated herein as "CPC." • Part 6, known as the California Energy Code, and Energy Commission Standards, and abbreviated herein as "CECS." CODE ANALYSIS Our plan review revealed the following information regarding the occupancy designation, type of construction, and other pertinent features. This information is consistent with that shown on the plans. CONDITIONS OF APPROVAL 1. Approval is contingent upon the review, requirements and approval of other departments and/or agencies that have jurisdiction over this project. 2. Revisions and/or notes as red -lined on the plans. DEFERRED SUBMITTALS Our plan review reveals no deferred submittals noted at this time. SPECIAL INSPECTION NEEDS Special Inspection pursuant to CBC 1701 is required for the following items: • During preparation of prisms, sampling and placing of CMU units, rebar placement, grout space inspection prior to closing cleanouts, and grouting operations for masonry wall construction. CBC 1701.5.7 Michael LeBeau Plans Examiner Cc: Alice Mefford, amefford@buttecounty.net Gary Hawkins, Architect, Fax (530) 893-0532 John Starr, Fax: (530) 589-2942 Page 2 of 2 4 Z> Ricardo Guzman, S.E. Structural Plan Check Engineer Wi.11dan '14353-1.491 PC2.F Butte County 05-0652 Butte County Department of Development Services YVONNE CHRISTOPHER, DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-7785 Facsimile ADMINISTRATION * BUILDING * GIS * PLANNING April 20, 2005 John Starr 5263 Royal Oak Drive Oroville, CA 95966 D6�-Z6—o - old Subject: Building Permit 05-0652 (APN Retaining Wall Dear Mr. Starr: The Butte County Department of Development Services, Planning Division, has reviewed and approved the submitted building permit application. Your site indicates that the retaining wall will be built in the setback, and that it does not cross the property line. The retaining wall may be built within the setback, however, the retaining wall and footings cannot cross the property line. Should you have any questions please feel free to call Chris Tolley, Assistant Planner, between the hours of 8:00 a.m. and 4:00 p.m. Monday through Friday at (530) 538-7603. Sincerely, c Dan Breedon Principal Planner Cc. Building Division r �3 } OWNER'S CERTIFICATE WE, SOUTHERN CALIFORNIA FINANCIAL CORPORATION. AS OWNER OF THE LANDS INCLUDLO WITHIN "'KELLY RIDGE ESTATES UNIT 48" AS 'SHOWN WITHIN THE COLORED BORDER LINES ON THE ANNEXED MAP.. DO 'HEREBY CERTIFY THAT WEARE 'T'HE ONLY PERSONS WHOSE CONSENT 'IS NECESSARY TO PASS CLEAR TITLE TO 'SAID LAND AND WE CONSENT TO THE PREPARA- TION AND RECORDA T, I ON OF -SAID MAP AS SHOWN WITHIN THE COLORED BORDER LINES. THAT PORTIONOF ROYAL OAKS DRIVE, WOODMAN DRIVE, DILLARD COURT, JACK HILL ORIVE , TREASURE HILL DRIVE, NANAKA AVENUE, ST. ELMO COURT, AND BLINZIG COURT AS SHOWN WITHIN THE COLORED BORDER LINES ON SAID MAP, IS 'HEREBY OFFERED FOR DEDICATIONFOR PUBLIC USE FOR COUNTY ROAD PURPOSES. WE ALSO OFFER FOR DEDICATION, AND 00 HEREBY DEDICATE FOR 'SPECIFIC PURPOSES. THE FOLLOWING: (1)'EASEMENTS FOR LIGHT AND AIR OVER -THOSE STRIPS OF LAND LYING BETWEEN THE FRONT AND/OR SIDELINES OF LOTS AND THE LINES SHOWN HEREON AND DESIGNATED "SETBACK LINE" ("S.B.L."1 SAID STRIPS 'TO BE KEPT OPEN AND FREE OF BUILDING f21 RIGHTS OF WAY AND EASEMENTS FOR WATER, GAS. 'SEWER AND FOR OVERHEAD AND UNDERGROUND WIRES FOR ELECTRIC AND TELEPHONE 'SERVICES, TOGETHER WITH ANY AND ALL APPURTENANCES AP PERTAIN. INC 'THERETO DN, OVER, UNDER AND TOGETHER WITH THE RIGHT TD TRIM OR REMOVE THE NECESSARY TRE E5, THEE LIMBS OR BRUSH ON THOSE PORTIONS OF LAND MORE PARTICULARLY DESCRIBED AS FOLLOWS: (A) A cTRIP OF LAND EIGHT IBI FEET IN WIDTH WITHIN THE LOTS Al CONTIG _jS TO ANY STREET OR OTHER PUBLIC WAY BI)A STRIP OF LAND SIX (6) FEET IN WIDTH WITHIN THE LOTS AND CONIIGUOUS In ALL SIDE AND REAR LOT LINES. IC) I'10::E STRIPS OF -LAND DESIGNATED AS PUBLIC UTILITY EASEMENT IP.U.E.) IN THE LOCATION AND OF THE WIDTH SHOWN HEREON. (3) RESERVATION PROHIBITING VEHICULAR INGRESS AND/OR EGRESS OVER AND ACROSS THOSE STRIPS OF LAND ABUTTING ARROYO DRIVE AND DESIGNATED "NO ACCESS STRIP.' (4) RIGHTS OF WAY AND EASEMENTS FOR DRAINAGE PIPES AND OTHER DRAINAGE WAYS TOGETHER WITH -ANY AND ALL APPURTENANCES APPERTAINING THERETO ON, OYER AND UNDER THOSE STRIPS OF LAND DESIGNATED "DRAINAGE EASEMENT" ("O.E,.") IN THE LOCATION AND OF THE W10'TH SHOWN HEREON. 151 RIGHTS OF WAY AND EASEMENTS FOR INGRESS AND EGRESS AND PUBLIC UTILITIES ON. OVER AND UNOER THOSE 'STRI PS OF LAND DESIGNATED AS COMMON PRIVATE DRIVEWAY EASEMENT (%.D.E.") AN THE LOCAT.IONS AN. OF THE WIDTHS SHOWN HEREON. SOUTH CALIFORNIA FINANCIAL CORPORATION a' A'SSI'STANT VICE PRESIDENT STATE OF CALIFORNIA 1 COUNTY OF + -+A Alb -A- ISS ON MAY 31 1977, BEFORE ME 11,1`461fterA Af,-4V6F A NOTARY PUBLI C,A N AND FOR L a s A 4k,L IW L COUNTY. STATE OF E -AI ;ZF a4-4 PERSONALLY APPEARED r 2. - KNOWN TO NE TO BE THE �%' " �'-�•A="r OF THE CO, PORATION THAT EXECUtED THE WITHIN INSTRUMENT AND ALSO KNOWN TO ME TO BE 'THEPERSON WHO EXECUTED IT ON BEHALF OF SUCH CORPORATION AND ACKNOWLEDGED TO ME THAT SUCH CORPORATION EXECUTED THE 'SAME. O SI 58� COMMIS ION EXPIRES < OppICLLL. SBAL NOTAR PUBLIC. �urr'rueuT � . �M ¢L SY ItD SURVEYOR'S CERTIRICATE I, RICHARD W. MORTON . HEREBY CERTIFY THAT'I AM A REGI'STEREO CIVIL ENGINEER OF THE 'STATE OF CALIFORNIA;' THAT THE ANNEXED MAP OF KELLY RIDGE ESTATES UNIT 4BCORRECTLY REPRESENTS A"SURVEY MADE UNDER MY SUPERVISION 'IN SEPT. 1976 : THAT THE 'SURVEY *IS COMPLETE AS 'SHOWN: THAT THE MONUMENTS WILL BE OF THE CHARACTER AND WILL OCCUPY THE POSITIONS A NDICATED AND WILL BE SET BY SEPT. 1977, AND TNAT'SA'ID MONUMENTS WILL BE SUFFICIENT TO ENABLE THE 'SURVEY TO BE RETRACED.A.. DATE OEC. 26.1970 /Z/U/ a BR SR11 - RICHARD W. MORTON , P.G.E. 145 °jn cwa r uLRb� 32 ( - &-lq7 ,6-8'- 73 AUDITOR'S CERTIFIICATE W, L. LAWRENCE. AUDITOR OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, DO HEREBY CERT.I FY THAT 'THERE ARE NO"TAX LIENS AGAINST KELLY RIDGE ESTATES UNIT 48AS HEREON'SET.FORTH OR UNPAID 'STATE. COUNTY. MUNICIPAL OR LO CAL 'TAXES OR'SPECIAL A'SSESSMENTS'NOT YET PAYABLE; TA%E5 OR AS WHICH ARE LIEN BUT NOT YET PAYABLE; I ESTIMATE TO SE'IN TH" AMOUNT OF G q _ 3-M r�aiDlTOR , 7 COU" Y A OITOft � COUNTY SURVEYOR'S CERTIFICATE 'I, CI -AY CA'STLEBERRY. COUNTY SURVEYOR OF THE COUNTY OF BUTTE, 'STATE OF CALIFORNIA. DO HEREBY CERTIFY 'THAT I HAVE E%AMINED THE FINAL MAP OF KELLY RIDGE ESTATES UNIT ASAND THAT ITIS 'SUBSTAN- TIALLY THE SAME AS WHAT APPEARS ON TME TENTATIVE MAP ON FILE AND ANY APPROVED ALTERATIONS; THAT ALL THE PROVISIONS OF THE 'S UBDI V I'S ION MAP ACT OF "THE'STATE OF CA L'IFORNIA, AND ANY LOCAL ORDINANCES APPLICABLE AT THE TIME OF APPROVAL OF SAID TENTATIVE MAP HAS BEEN COMPLIED WITH AND I AM 'SATISFIED THAT THE MAP :IS 'T ECHNICA LL�c7 YCORRECT. DATE Jam�, - CLAY CASTLEBERRY. NCE 1}4244 COUNTY 'SURVEYOR COUNTY CLERK'S CERTIRICATE .I DO HEREBY CERTIFY THAT ON- THE .3.Q DAY OF V N ., 'THE BUTTE COUNTY BOARD OF 'SUPERVISORS OFFICIALLY APPROV EO'THE SUBDIVISION MAP OF KELLY RIDGE ESTATES UNIT 48,THE RECEIPT OF SAT I'SF A CTORY SECURITY A N'THE AUDITOR'S ESTIMATED AMOUNT OF TO :INSURE PAYMENT OF'TA XES WHICH ARE A LIEN BUT NOT YET PAYABLE WA ACKNOWLEDGED. THOSE PORTIONS OF STREET NAMES AS SHOWN ON SAID APAP ANO OFFERED FOR DEDICATION ARE AC CE Pi'ED ON BEHALF OF THE PUBLIC FOR ROAD PURPOSES. COUNTY CLERK BY RECORDER'S CERTIRICATE RECORDED 'IN THE OFFICE OF THE RECORDER [ BUTTE COIN TN, 'STATE OF CALIFORNIA, AT THE REQUEST OF /./../.4�� C. 6' THI'S 10 DAY OF 12 . ISTF , AT_L. MINUTES PAST O'CLOCK g .M., 'IN MAP ROOK AT PAGES 3 J RECORDER NUMBER /%01 9 LOUISE KLUENDER, COUNTY RECORDER ILC SUBDIVISION NO. IN KELLY RIDGE ESTATES UNIT 413 A PORTION .OF THE W.I/2 OF SECTION 6 ,T,19N.. R.5 E.. M.D.M. AND A PORTION OF SE 1/4 SECTION I, T. 19 N, R.4 E., M.D. M. COUNTY OF BUTTE ,CALIFORNIA OCTOBER , 1976 OWNER 9 SUBDIVIDER: SOUTHERN CALIFORNIA FINANCIAL CORPORATION ENGINEERS: MURRAY Mc CORMICK INC. SHEET I OF 3 SHEETS 170 / N -41 LL N Apo 41 416 5 1- & SHEET 5 Id' TAOOeD ?6w -'s, stfft- BASIS OF BEARINGS KE; - L' * I RIDGE ESTATES UNIT 4A . BOOK #J M.0 R PAGES 17, 10, 91 ACIIeX445 20r5 ................ SFXPffS ........... 17.035 AC. OOVNOAXY._ 5079f AC Ms'Me'r 247 —O.R. -, — 248 roi 2 149 < 148 �ai'z ,mumr ARROYO DR/VE 'b 44 —7 KELLY IRJDC,' I,', c° —j 1, ( , A: T E- ii�14 GOOK 49 ptr,, ---1 5,46,47,46 SUBDIVISION NO. J -U KELLY RIDGE ESTATES UNIT 4B A PORTION OF THE W-1/2 OF SECTION 6 T19N., R.5 E., M.D.M. AND A PORTION OF S. E. 1/4 SECTION 1, T. 19 N., R. 4 E., M. D.M. COUNTY OF BUTTE CALIFORNIA SCALE : I"= 100' OCTOBER 1976 OWNER 13 SUBDIVIDER: SOUTHERN CALIFORNIA FINANCIAL CORPORATION ENGINEERS MURRAY McCORMICK INC. SHEET 3 OF 5 SHEETS i LEGEND IOUNO MONUMENT AS SHOWN* S ET 2" X 3' IRON PIPE TAGGED RCE 14617 .... ............ VO' 651A. IF NorNINO po&ffo , NVIHIHO 5er......................... .O O.W.R. 612A55 "0 SETCENTERLINE MONUMENT F.' ITE CO STD S-I� RADIAL 1: 1 HE .............................................._.(A1 ome, "l—edr 14 BUILVING SETBACK LINE iS R L I ................. N, COM.M.OX PRI 'AT[ L.. I VEWAY CASEMENT ............ V ORA (NAGE EASEMENT (D r ; ...................... —:P—, PUBL!�'. UTILITY EASENIENI ;P I: E I ................. DEPAR'' . ' •:-WATER D. W.A. 'SPAT; -': ,,L;FDRNIA ALL LOT CORNERS NOT 'INDICATED BY THE ABOVE SYMBOLS ARE TO BE MARKED Rl 3j4" IRON PI?l WITH TAG RCE /4519. ACIIeX445 20r5 ................ SFXPffS ........... 17.035 AC. OOVNOAXY._ 5079f AC Ms'Me'r 247 —O.R. -, — 248 roi 2 149 < 148 �ai'z ,mumr ARROYO DR/VE 'b 44 —7 KELLY IRJDC,' I,', c° —j 1, ( , A: T E- ii�14 GOOK 49 ptr,, ---1 5,46,47,46 SUBDIVISION NO. J -U KELLY RIDGE ESTATES UNIT 4B A PORTION OF THE W-1/2 OF SECTION 6 T19N., R.5 E., M.D.M. AND A PORTION OF S. E. 1/4 SECTION 1, T. 19 N., R. 4 E., M. D.M. COUNTY OF BUTTE CALIFORNIA SCALE : I"= 100' OCTOBER 1976 OWNER 13 SUBDIVIDER: SOUTHERN CALIFORNIA FINANCIAL CORPORATION ENGINEERS MURRAY McCORMICK INC. SHEET 3 OF 5 SHEETS i NOTES RESIDENTIAL PERMIT NO. — 069-250-016 _ _ _ _ _ _ 05-0652 STARR 5336 TREASURE'HILL, OROVILLLE Cont: OWNER' RETAINING WALL(80 L FT) M SPECIAL CONDITIONS SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. ,�S,gg,P,E,¢¢C�IAL INSPECTION ITEMS VERIF a>� USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER JOB FINALED (Date) Signature CHECKED BY J=OK 0 = Not OK . = NotReadyable DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except•#'s MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s Card B-1 Date Card B-1 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support Sketch 3. Sewer; Location -Test -Fall -C/O -Concrete 4. Water; Location -Test -Easement Needed (Sketch) 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete 6. Gas; Location -Test -Wrap;-/ P' L 'ft. / P Nat. or/ P' L "ft./ P LPG 7. Well Clearance & Disconnect 8. Utility Clearance Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except•#'s Card B-1 Date Card B-1 Date Zoning Requirements -Setbacks -Easements Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector . 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade=HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. 10. Exits;. Insp.-Sketch 11. Cert. of Occupancy Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date POOLS (Plans) OK except #'s Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PERMANENT END SYSTEM (ONLY) Pool Structure; Steel -Connections -Thickness Dead Men -Lining 1. Zoning Requirements -Setbacks -Easements Elec.; Receptacles and Lighting, Distance-GFI 2. Footings; Size -Spacing -Marriage Line Elec.; Pool Lighting; 15 Volts-GFI 3. Blocking Elec.; Enclosures; Conduit Entries -Terminals -Listed 4. Gas; MH Test -Demand -Valve Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 5. Electricity; MH Test Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosures- Panel boards- Ins. to Main Conduit 6: Water; MH Test Health Department Approval 7. Water and Sewer Connected Plumb.; Cir. Test -Water Supply Test 8. Gas and Electricity Tagged Light Niche 9. Exits Enclosure; Fencing -Alarms - 10. License Decals 11. ' Verify #'s with Office - Card B-1 Date Card B-1 Date Date Card B-1 Date Card B-1 Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except•#'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks, Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts- Beams- Rftrs-Connectors Shthg-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing -11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date POOLS (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosures- Panel boards- Ins. to Main Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche 12. Enclosure; Fencing -Alarms - Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 J=OK e = NotOK Ap RESIDENTIAL - =Not Applicable . = Not Ready Date UNDERFLOOR (Plans) OK except #'s 1. Zoning -Setbacks -Easements -Flood -Slope 2. Ftg., Main; Soils-Elec. Grnd.-/ /" Ftg. Depth 3. Ftg., Garage; Soils-Steel-Elec. Grnd.-/ /" Ftg. Depth 4. Ftg., Porches & Decks; Soils -Steel-/ /" Ftg. Depth 5. Stemwalls, Main; Steel-Blockouts-Wrapped 6. Stemwalls, Garage; Steel-Blockouts-Wrapped 6a. Hold Downs and Special Anchors 7. Slab, Steel -Wrapped _ 8. Piers -Fireplace Ftg.-Steel 9. D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 10. UF, Gas Pipe; Size Anchors -Yard Gas Piping; Size Test 11. Water Pipe; Test -Anchors -Regulator -Service Test 12. Electric Underground 13. Plenums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts-Joists-Vents-Crippies (Single & Duplex) Date FRAMING (Continued) 15. Access & Ventilation Hangers -Post Caps -Anchors -Connectors 16. Insulation Cling. Joist-Rftr. Ties-Purlin-Roll Brac.-Truss-Shting.-Rtng. 49. Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except #'s 53. 17. Water Htr.; Vent -Access -Combustion Air Baffle 54. 18. Water Pipe; Test & Anchor -Nail Protection 55. 19. D.W.V.; Test Fittings & Anchor -Nail Protection 56. 20. Shower Pan; Test, First Floor -Tub Access 57. 21. Test Tub & Shower, Second Floor -Tub Access 58. 22. Gas Pipe; Sixe & Anchors 59. Glazing Area -Glass Protection -Skylights -Plastic 23. Fire Sprinkler; Test Shear Walls; Nailing -Bolts 61. Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s Card B-1 Date Card B-1 24. Fixture & Transformer Clearance -Ins. Protection Card B-1 Date Card B-1 25. Elec. Receptacles Spacing -Lights & Switches at Doors 64. 26. Size Boxes & No. of Conductors Stapled 65. Smoke Detector 27. Romex Installed Close to Edge of Studs & C.J. 28. Equip. Ground made up w/Mech Fasteners -Bond Gas & Water 29. 2 Appliance Circuits in Kitchen & Conductor Size GFI 30. Subfeed Wire Size/ /ga. Cu or AI-A.C. Wire Size/ /ga Cu or AI 31. Range Circle/ /ga Cu or AI -Oven Circ. / /ga Cu or Al Insulated Neutral O Yes O No 32. Service -Riser Conductors & Ground Main Disconnect 33. Equip. Clearances Panels-Motors-Mech. Equip. 34. Clothes Closet Light -Shower Light -Spa Light 35. Smoke Detector Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s 36. A.C. Ducts Insulation & Support 37. Vent Fan, Exhaust above insulation 38. Condensate Drain & Overflow, Size & Grade 39. Furnace -Vent Access -Comb. Ait-Return Air Vent 115 Outlet 40. Attic Access & Platform if Furnace in Attic Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FRAMING (Permit) OK except #'s 41. Sills Proper Materials & Anchors 42. Walls Studs -Nailing Spacing & Braces -Plates -Sound 43. Bearing Walls over Girders & Floor Nailing 44. Draft Stop in Walls (rat proof) 45. Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs 46. Headers & Beams -Size & Bearing Date FRAMING (Continued) 47. Hangers -Post Caps -Anchors -Connectors 48. Cling. Joist-Rftr. Ties-Purlin-Roll Brac.-Truss-Shting.-Rtng. 49. Fireplace Ties or Type A Flue -Fireplace Throat Clearance 50. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 51. Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 52. Garage Fire Protection Framing -RC Channel 53. Property Line Firewall & Openings 54. Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 55. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 56. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 57. Siding -Nailing Veneer 58. Stucco Mesh -Drip Screed -Fd. Vents-Underfir. Access 59. Glazing Area -Glass Protection -Skylights -Plastic 60. Shear Walls; Nailing -Bolts 61. Brace Interior/Exterior Wall Panels 62. Insulation -Walls -Ceilings 63. I nfiltration-Wal ls-Windows Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 64. Ext. Steps -Door & Sidelight Protection -Landings 65. Smoke Detector 66. Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 67. Bedroom Exiting 68. G.F.I. & Bath Fixtures & Tub Access -Spa 69. Elec. Trim & Subpanel, Breaker Sizes & Labels 70. Stairs & Rails 71. Fireplace or Stove, Clearance -Hearth 72. Elec. Outlets at Wood Panel, Int. & Ext. 73. Kit. Fixt. & Appliance; Ground -Air -Gap -Cooking Clearance 74. Elec. Outlets & Receptacles at Kit. Counter 75. Garage Fire Door; Swing -Landing -Closure 76. A.C. Duct in Garage -Damper 77. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 78. Plb.; Elec. & Mech. Equip. Listed for Location 79. Elec. Receptacles in Garage (F.F.I.)-Romex Protection 80. Insulation -Foam -Looked in Attic 81. Guard Rails & Deck Construction -Post Caps 82. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor - O Yes 83. Following Instld./Drive Cl Yes O No/Walks O Yes D No/Planters 0 Yes O No 84. Stucco Brown -Finish 85. A.C. Unit Disconnect, Electrical -Plumbing 86. Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 87. Water Well, Disconnect, Electrical, Plumbing 88. Exterior Elec. Trim, G.F.I. Receptacle -Underground 89. Ventilation Throughout House 90. Glass Protection 91. Corrections from Previous Inspections 92. Gas Test -Meters Tagged, Gas -Electric, 93. Water & Sewer Connected -C/O to Grade -HD Approval 94. Energy Compliance Certificate -Other Certificates 95. Address Posted 96. Fire Sprinkler Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 PERMIT NO. BPO51489 B. C. Building Permit 01-16-04 pg 1 LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under Issued Date • 08/30/2005 APN: 069-250-016-000 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. /! Site Address: 5336 TREASURE HILL DR ORO License Class : L r ++4 License Number: .$e2 1.? 2-S Date: -9-GS Contractor: s c1 c -t �a �� ru. �� Map Index: Description: NSF ,(1657) GAR (2369)COV (976) OWNER -BUILDER DECLARATION 1 hereby affirm under penalty of perjury that I am exempt from the Contractors' Slate License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a Owner: BROWN GEORGE & DEBORAH permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to the provisions of 36 ROSEMEL CT the Contractor's State License Law (Chapter 9 commencing with Section ORO.VILLE, CA 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any 95966-7725 violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).): ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an Applicant: BETTER BUILDERS CONSTRUCTION INC owner of property who builds or improves thereon, and who does such work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for sale. If however, the building or improvements are sold within one 5263 ROYAL OAKS DRIVE year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of OROVILLE, CA 95966 sale.). O I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). Contractor: BETTER BUILDERS CONSTRUCTION INC ❑ I am Exempt under Article 3 of the Business and Professions Code Date: Owner: 5263 ROYAL OAKS DRIVE OROVILLE, CA 95966 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 License #: 323225 Labor Code, for the performance of the work for which this permit / is issued. I have and will maintain workers' compensation insurance, as required by Section 3700 the Labor Code, for the performance of Architect: HAWKINS, GARY the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Engineer: A9 �f Kw/ Carrier: / *- Policy #: l 1-3 677 ❑ I certify that in the performance of the work for which this permit is Total Square Ft: 5002 S.F. issued, I shall not employ any person in any manner so as to Valuation: $180,177.00 become subject to the workers' compensation laws of California, and agree that if I should become subject to the workers' Census Code: compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Date: R -a S'— Applicant: J �� WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest, and attorney's fees. CONSTRUCTION LENDING AGENCY This permit is her y issuedy the pplicaOfe provisions of the Butte County Code and/or been I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097 Civ.) Resolutions t o work' iEa d abov for ich fees have paid. -- r-30-75 BY Date: j Afi,�,&Wr 6..0 er J Name: �s �c PERMIT EXPIRES ON: J �- Address: [� ce (Date) ❑ 1 hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, handling and use of hazardous materials. ❑ Notification in accordance with Section 19827.5 of California Health & Safety Code is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above information is correct, and that I am the owner or.the duly authorized agent of the owner. I agree to comply with all county and state laws relating to building construction. I acknowledge it is unlawful to alter the substance of any official form or document of Butte County. I hereby authorize representatives of Butte County toenter upon the above mentioned property for inspection purpo s. Print Name: ��f 1 J �i4�it Signature: Date: g 'nZ Y�QS ❑ Owner Contractor ❑ Agent for Owner ❑ Agent for Contractor B. C. Building Permit 01-16-04 pg 1 WO %' BUTTE COUNTY PERMIT o �o DEPARTMENT OF DEVELOPMENT SERVICES No. o'� o BUILDING PERMIT APPLICATION 0 o AND SUBMITTAL REQUIREMENTS oO 24 HOUR INSPECTION#: OROVILLE: (530) 538-7636 • CHICO: (530)-891-2834 BP o 0 OFFICE #: (530) 538-7541 .� A FEE W. L BE REQUIRED AT TIME OFAPPLICATION BIN # e00 N•t Website: www.buttecounty.nettdds O 1� **PLEASE PRINT CLEARLY" OWNER Last Name 1 nl irst Name apt Address S rrt City 1e State R , - Zg s YY Phone Fax E-mail APPLICANT NAME CONTRACTOR Name Name 13tilen.`3 1 Ztp City Fax ,oma Address 1R&VP+1 QaJCs Vt City E-mail State State License Number Zip Planner M Phone Fax ' S w 4 Y E-mail Lic CI APPLICANT NAME ARCHITECT/ENGINEER Name City Address Ztp City Fax State Zp Phone TYP6 Const. Fax E-mail Map Book State License Number APPLICANT NAME Name Address City State Ztp Phone Fax E-mail • APPLICANT SIGNATURE X For office u onl . Zoning Flood Zone SRA es No Occ. TYP6 Const. Subdivision Name Map Book Page Lot # Planner Date Approved: OVER FOR SUBMITTAL REQUIREMENTS LOCATION AP# 101-2- Asa d! Property Address i4 4N A�Ctityl Q2 Cross Street 16%,44 1<4 WORKER'S COMPENSATION Policy Number 15G Carrier �J'''�� S' t / I'A Mti If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name Address eperi 'nor Scope of Work: Sq. F of ge ❑ Structure Built without Permits ❑ Proposed .Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. Received by: Amount: Bldg o?b •� SRA Re 'pt #: Sheriff SMIP f4 Other Date(,, ! Total SUBMITTAL & PERMIT REQUIREMENTS The following drawings and specifications must be submitted to the Building Division in order to apply for a permit. INCOMPLETE SUBMITTALS WILL NOT BE ACCEPTED. ALL PLANS MUST BE LEGIBLE AND IN INK. ❑ 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. No graph paper! ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans (No graph paper!) OR Engineered plans,.3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 3. Engineered truss -details and layouts in duplicate (if required). No faxes! ❑ 4. Energy compliance design and supporting documentation in duplicate. ❑ 5. Statement of Intent for Non -heated and AIC for Non-Residential.Buildings. ❑ 6. Manufactured homes: (A) installation inst, (B) Marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in -duplicate., ❑ 7. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) floor plans in triplicate. All -of these -must be stamped and wet -signed by the engineer. ❑ 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate (if required). ❑ 9. Site plan and business license approval from the City of Biggs. ❑ 10. Letter of intent for non-residential buildings. ❑ 11. Detached Accessory., Building Form filled out by the owner (if required). ❑ 12. Hazardous Material Form (for Commercial Buildings only).. Remaining items needed to issue the permit. Additional items maybe required, after Plan Check and,Planning review (May require additional plan review upon receipt of the following_ .items.). ❑ 1. Agricultural Buffer clearance and site plan approval from the Ag C'ommissioner's office (if'required)." ' ❑ 2. Impact Fees. ❑ 3. California Department of Forestry plan approval (if required). ❑ 4. NPDES Form. ❑ 5. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). ❑ 6. Contractor's license information. (Number, Name Style, Classification). ❑ 7. Worker's Compensation Carrier and Policy Number. ❑ 8. Owner -Builder Verification (if required). ❑ 9. Letter of Signature authorization (if required). ❑ 10. Recorded copy of Agricultural Acknowledgment Statement. ❑ 11. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts. ❑ 12. Sanitation and site plan approval from the Environmental Health Department. If you have questions or would like additional information regarding this process, please contact a Permit Assistant at (530)538.7541. EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after date'of application. In order to renew action on an application after expiration, a new application, plans and fees will be required. REQUEST FOR FEE REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be -'made within two years from the date of fee payment on permits not issued, and two years from the date of permit issuance for permits issued; however, on issued permits refunds can only be made if no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. OVER FOR BUILDING PERMIT APPLICATION KAFORMBUILDING F0RMS\BIdgApp1SubRgmts.doc Page 2 of 2 REV 2-24-05 Butte County Department of Development Services YVONNE CHRISTOPHER, DIRECTOR WILLDAN Scott Rutherford (530) 538-7160 �vT TF 00 11 00 0 0 0 srutherford(@buttecountv.net Plans Transmittal For Review Per Contract 06/14/2005 Applicant: I Brown, George Permit No: 05-1489 Project Type: NSF/Gar/Cov APN: 069-250-016 100% 70% Plan Check Fees $ 1,056.96 $ 739.87 $ 1,056.96 $ 739.87 WILLDAN Fee $ 739.87 Copies Attached: Qty Chk Application Site Plan Review FEMA Elevation Certificate Building Plans Truss Calculations . Energy Calculations Structural Calculations Residential Plan Review Guide Residential Construction Requirements Other Other 7 County Center Drive M Oroville, CA 95965 (530) 538.7601 Telephone w (530) 538.7785 Facsimile TO: ' FROM: L M SUBJECT: O DATE: WILLDAN Scott Rutherford (530) 538-7160 �vT TF 00 11 00 0 0 0 srutherford(@buttecountv.net Plans Transmittal For Review Per Contract 06/14/2005 Applicant: I Brown, George Permit No: 05-1489 Project Type: NSF/Gar/Cov APN: 069-250-016 100% 70% Plan Check Fees $ 1,056.96 $ 739.87 $ 1,056.96 $ 739.87 WILLDAN Fee $ 739.87 Copies Attached: Qty Chk Application Site Plan Review FEMA Elevation Certificate Building Plans Truss Calculations . Energy Calculations Structural Calculations Residential Plan Review Guide Residential Construction Requirements Other Other COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVIS/Oiy; 7 County Center Drive, Oroville, CA ' 95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET OWNER: ASSESSOR PARCEL NUMBER b v Ct Proposed Building Use: _ /.moi" Permit Technician: Date: Items required in order to apply for a permit. All boxes MUST be checked OR marked NA in ordert apply. ,Cjj'' 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. 4. Engineered truss details and layouts in duplicate. No faxes! 5. Letter from Engineer or Architect for truss design review. 6. Energy compliance design and supporting documentation in duplicate. ❑ 7. Statement of Intent for Non -heated and A/C for Non -Residential Buildings. ❑ 8. Manufactured homes: (A) Installation manual, including marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate. ❑ 9. Metal bidgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. ❑ 10. Flood Elevation Certificate, wet -stamped and signed, in duplicate. ❑ 11. Letter of intent for non-residential` buildirigs ❑ 12. Hazardous Material Form il ❑ 13. Acknowledgement of building permit application without required clearances. ❑ 14. Other Remaining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) 15. Sanitation and site plan approval from the Environmental Health Department in ❑ Chico ❑ Oroville, as applicable ❑ 16. Fire Sprinklers............................................................................................ ❑ 17. Agricultural Buffer clr and site plan apr from the Ag Commissioner Sent by ❑ 18. Soils Report and/or Engineered Foundation required ........................................... ❑ Erosion Control Plan Required........................................................................` 20. Fees as shown on the attached Schedule of Fees Due Sheet .............................. ❑ . City of Chico Plumbing permit......:................................................................. ❑ 22. Site plan and business licerise`appr al'from the City of Biggs....... 23. California Department of Forestry glan approval maid. Sent l 24. tanning approval for (A) Use:(B)Parking: (C) Parcel h...--- 05. Contact Land Development about -Improvements, -Drainage ........................ V�26. NPDES Form............................................................................................ l 27. Encroachment Permit for driveway from the Public Works Dept..CoMK.A1..W ❑ 28. Contractor's license information. (Number, NamejStyle, Classification) ................... ❑ 29. Worker's Compensation Carrier and Policy Number .......................................... ❑ 30. Owner -Builder Verification (_ Given to owner,. _Mailed to owner) ..................... UN31. Letter of Signature authorization................................................................... 32. Recorded copy of Agricultural Acknowledgment Statement ................................. ❑ 33. Existing violations and/or expired permits....................:.................................... ❑ 34. Deed Restriction..........................................................:: r............................. ❑ 35. ❑ Legal description, ❑ M.H. Title, title search, registration or MCO ......................... ❑ 36. Other: ❑ 37. Other: When issued Telephone rDWR • a T and hold for pickup. I have been informed of the above items and requirements for obtaining a building permit. Applicant: �� Date: C/, ' 9 - 05 1. Index permit application forbe above items numbered: Plan Check Letter 2. Additional items requi)ed Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Plans reviewed by: Date: Plans approved by: I^::�^ Date: Structural reviewed by. -.,Date: Date: Structural approved by: I LW -Date: Note transfer by: �61'i Date: 30402S Yellow: Building Division OWNER COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 �- SCHEDULE OF FEES DUE PROPOSED BUILDING USE ` 0•� J 1.UILDING PERMIT FEES Balance Due ....................... $ Additional Fees Due ................. $ A.P.# DATE RECEIPT # DATE REC. Additional Fees Due ................. $ Revised Plan Checking Fee .............$ 2. SCHOOL DISTRICT FEES 3k 11� C--� -� 1 n g/2q/05 Lb . Rlid t ��/05 (paid at District Office) (Available after Plan Check) 3.RIFF FEES (paid at Building Division) Re 'den al ...................... x $360.00 = $ Units Comme ial (sq. ft.) ............... x $0.03 = $ Sq. ft. 4. URBAN AREA FEES (paid at Building Division) Residential ................... —x—=$ # Units Amt. Commercial (sq. ft.) ............ —X—=$ Sq. ft. Amt. 5. RECREATIONAL DISTRICT FEES�� �(� 6 i �n �2�105 k6. Pa'd g/90 /J'5 (paid at District Office) (Available after Plan Check) 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) —e -7. SRA FIRE INSPECTION AND PLAN CHEC 4"-% (paid at Building Division) aU 8. WATER TENDER FEES (Battalion # ) $200.00 (paid at Building Divisioonnl)- Og4.71` Lo5 10.0OTHER�� 12•�� 66016<' j ?jO 6� At time of permit application, I was advised the above fees are required to be paid prior to issuance of the building permit. These fees may be changed during the plan checking process. APPLICANT DATE �--9 -O_S Pursuant to Government Code Section 66020, you are hereby notified that items 2, 3, 4, 5, 6, 7, 8, 9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original - Buiding Div. 2nd Copy - Applicant 3rd Copy - Owner (Rev. 6/00) COPY of Document Recorded AND WHEn RECORDED MAIL TO: _ 30 -Aug -2005 2005-0051793 suTre COUNTI' BUILDING lllvlSlOn 7 COUNTY CENTER DRIVE Has not been compared rith OROVILLE, CA 95965 original BUTTE COUNTY COUNTY RECORDER AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomiort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: -13\--I ,7S ak5o -(3N�- o00 C- U,\ - v'\n o moi 73 ; ►x,110 Date -MDA' co 0�0� PROPE Y OWNERS: �'A �3� �, ('e�►s����+11� �j -ebb^►�, ��'oy�� � ,1 3 [� go C-� State of California ) County of On -P) "--k 9 , before me, personally appeared ,Ue b�2ct,R Q„ �r,r„�� tet) personally Known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that helshe/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. Signature -M . 9 . Ck"a�Xi Seal M. E. CHATMAN Commission 61366761 Notary Public - Cankrnia Contra Costs County My Comm. E)pires Jul 27, 2006 BUTTE COUNTY DEVELOPMENT FEE CERTIFICATION FORM FEATHER RIVER RECREATION AND PARK DISTRICT (FRRPD) ❑ CHICO AREA RECREATION AND PARK DISTRICT (CARD) 0 PARADISE RECREATION AND PARK DISTRICT (PRPD) 0 DURHAM RECREATION AND PARK DISTRICT (DRPD) Assessor Parcel Number (s) 0 CD Building Permit Number 0 Property Owner (s) rawn T t /� Project Location /Address S3�� ire'a,Ur tJ' JJ Oro yjll�T Subdivision Name Assessable Sq. Ftge Type of Residential Development (check one) New Development Alteration/Addition(s) Mobile home Demo Permit (date issued Continents: Department Single Family -Detached Non -Residential to Residential Mobile home replacement ❑ FRRPD 0 CARD ❑ PRPD ❑ DRPD certifies that: Date Single Family -Attached Multi -Family Dwelling verified by Assessor Department verified by Building Department �36Lr, r . ,� -v Ste- . f7 Applicant Name�% ' Phone Number � / �4 l/ //"- Mailing AddresV City State Zip Has complied with requirements of the Butte County Board of Supervisors Resolution No. by Payment of: Dwelling Units @ $ n - 00 per unit fora total of $ _ / f](p . 03 Square Feet @ $ per sq foot for a total of $ Remarks: , Paid by Cash: Receipt No: _I L Recreation and Park District Representative D to KAFORMS\BUiLDING FORMS\park-rec standard form rev t.doc BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) School District O royi' li, 11- minorv Building Department No. A.P. Number _/ s -Q& Jurisdiction: City County Property Owner Bnowi1 PropertyLocaWn/Address �,� ��, jrP�.Sl�re All imnrnvil�P � TRA Oq1 X005 ry- Subdivision r Lot No. .................................... ............................. Residential Development `) / ' ='< ,- . Q Q Sq. Footage 5 No'o Livingf Mobile Home"' � Addition/ Su to (Group R) Units Installation Conversion Permit # '(No foundation inspection) .......................................................... _.. Deed Restricted Sq. Footage (Attach a signed copy of Deed Restriction and Notice of Limited Use Facility document) Commercial/Industrial Q Q New Addition Department Sq. Footage (Including Exterior Roofed Areas) 2- 9 Date t / District Identification No. 3 L)N-,,.1, l In e- School District certifies that �,r a %-.3 h. (Applicant) V A (Street Address) (Phone Number) 6V- J . l (City) (State) has complied with the requirements of Resolution No. -re representing �a S 1 square feet. School District 13irrl Paid by Check # ;,- Remarks: O k (Zip Code)_. by payment of $ 3 -Vy -3v OS Date Node-: You may protest the Imposition of the fess Identified above by submitting a written protest to the District, in compliance with x Government Cods flection 66020(x), within W days from the date hes are paid. Failure to submit a timely written protest wiil'protdbit you from challenging the Imposition of the hes In any court action. M, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Foran, the School District Is rnotMled by the applicable Local Planning Agency that this project Is being revlsrwd under the California Environmental Quality Act (CEQA), this project may be subject to additional school fees to fully rnitkoe.Its Impact on the school district's schools. White (applicant), Yellow (building department), fink (school district) feeform.xis 00/03)dmm 9 f 18-05 *ERMIT NO.: Lake Oroville Area Public Utility District 1960 Elgin Street OROVILLE, CALIFORNIA 95966 533-2000 DISTRICT APPROVAL AND VERIFICATION OF INSPECTION BUILDING SEWERS This verification form must be submitted to the Butte County Department of Public Works Building Department prior to issuance of a building or occupancy permit, whichever is applicable. Prior to final approval by Butte County of a Building or an Occupancy Permit, a copy of this verification form, signed off by Lake Oroville Area Public Utility District, must be submitted to Butte County. Date: Applicant: Applicant Address: Applicant Phone No.: March 3, 2005 George & Debbie Brown (Better Builders) 36 oseme .Roya Oaks Dr. Oroville CA 95966 (Oroville CA 95966) 538-R&2A 8563 (589-2574) Property LOcations(s): 5336 Treasure Hill Dr. Oroville CA 95966 KRE Unit 4 B Lot 219 A. P. No.(s): All fees paid as of 3/3/05 Fees due: 069-250-016 Application for service approved: LARE OROVILLE AREA PUBLIC UTILITY DISTRICT Inspection(s) made and successful test(s) observed: Location: Lake Oroville Area Public Utility District release to close permit: Date: By: f Date: • ' - Serving WI LLDA�N Public August 26, 2005 Scott Rutherford Butte County Building Department 7 County Center Drive Oroville, CA 95965 (5,30) 538-7169 (530),538-2140 FAX BUTTE COUNTY PLAN REVIEW REPORT Status: Approved Jurisdiction Job No: 05-1489 Assessor's Parcel No: 069-250-016 Description: Brown-NSF/Gar/Cov Willdan Project No: J4353 -1721-M 117 C Street Marysville, California 95901 530/749.2373 fax 530/749.2199 www.willdan.com Willdan has completed a plan review of submitted plans and documents for the above referenced project and recommends your approval with the conditions noted on the 2nd page of this letter. The plans and documents provided for this review that have been found in compliance with the applicable codes are: * Plans: Two (2) copies, sheets 1 through 9 dated 3/9/05, revised date 6/5/05 by Better Builders Construction * Structural Calculations: Two (2) copies dated 5/11/05 revised date 8/23/05 by Gary Hawkins, Architect # Truss (Floor) Calculations: Two (2) copies dated 6/17/04 by Longfellow Lumber Co., Inc. # Truss (Roof) Calculations: Two (2) copies, dated 6/17/04 by Longfellow Lumber Co., Inc. # Energy Calculations: Two (2) copies dated 5/12/05 by Gary Hawkins, Architect �k Miscellaneous: Two (2) copies AOR's truss review letter dated 6/8/05 by Gary Hawkins, Architect The plans have been stamped with the Willdan approval stamp and dated. According to our previous letters relating to this project, the superseded plans and documents will be discarded within 10 days unless we receive other instructions. On the pages to follow is the identification of the codes and standards applicable to the project, a code analysis, conditions -of -approval and identification of any deferred submittals. ` N47 W I LLDAN Serving Public Agencies APPLICABLE CODES Our review was based on requirements of the 2001 California Building Standards Code found in the California Code of Regulations, Title 24: • Part 2, known. as the California Building Code (CBC). • Part 6, known as the California Energy Code, and. Energy Commission Standards (CECS). CODE ANALYSIS Our plan review revealed the following information regarding the occupancy designation, type of construction, and other pertinent features. This information is not consistent with that shown on the, Permit Application*. ' Specific Use - Type of ccu anc Occupancy Type of Construction Stories Lower Level ft2 Upper Level ft22 -. Total Sq Ft } v� y+{� Dwelling R-3 V -N 2 0 1657 1657 Garage U-1 V -N 1 2075 294 *2369 Covered Deck, Patio & Porch R-3 V -N 2 477 499 *976 CONDITIONS OF APPROVAL 1. Approval'is contingent upon the review, requirements and approval of other departments and/or agencies that have. jurisdiction over this project. 7 2. Revisions and/or notes as red -lined on the plans. 3. *Permit application building areas specified in the scope -of -work shall be reconciled with plans to Butte County's satisfaction. 4. Gable -End Truss calculation submittal is deferred to Butte Co.'s review at their discretion SPECIAL INSPECTION NEEDS Our plan review rev`e`als no special inspection needs pursuant to CBC 1701. DEFERRED SUBMITTALS Our plan -review reveals no deferred submittals. Sincerely,' Air Rick Essenwanger. . Nancy Springer Plans Examiner II Senior Plans Examiner Cc: Alice Mefford, amefford@buttecounty;net - John `Starr, 243 -Ward Blvd, Oroville;'CA'95966, Fax: (530) 589-2942 Gary Hawkins, Architect, 3045 Ceres!Ave, Ste 135, Chico, CA 95973, garyarch@sbcglobal.net 'George Brown, 36 Rosemel, Oroville; CA 95966 Page 2 of 2 County of Butte 05-1489 Willdan 14353- 1721..PC2F '-Job number >> '05-037 �lto1 PFROVE AUG 2 6 mm DATE 5 Structural Calculations for John Starr Brown Residence ' Treasure Hill Drive Oroville,„Ca. S$$ �c-EIVE ' Gary Hawkins Architect AUG 2 4 2005 3045 Ceres Ave. Ste 135 •,• - Chico,. Ca. 95973 • (530`) 892-2700���®�� (530`) 893-0532 Fax' EO ARC HAV�kyOf ' No. C1 86 REN. ' OF'. CALF 1• ® BUTTE COUNTY BUILDING DIVISION APPROVE® i ' CALCDA.TA 11/13/97 . Rev 4-20-94 Calculation data ------------------------------------- Description -=`----------- .-----=--------------- ---------------------- Jurisdiction Butte County ' Code referenced 1997 UBC 2001 CBC Wind loading ' Basic wind speed : 75 MPH Exposure B ' Seismic loading'. Seismic zone 3 Gravity loading: ' Roof live load Floor live ,load 16 .40 PSF PSF "Balcony live load: n/a PSF ' Soil data Allowable bearing: 1200 PSF 1 LOADS 6:25 PM- REV 8-13-92 LOAD SUMMARY,MODULE 5/11/05 ' ----------------------------=--------=----------------------------- DESCRIPTION >> ----- ' -------------------'-----------------------=----------------------------- ASSEMBLY >roof SLOPE > 4.00IN 12 > 18.43 DEGREES NO.., DESCRIPTION UNIT WT. PITCH? ADJ. WT. 12 Comp shingles 3.00 3.00 ' 22 1/211 -PLYWOOD 1.50 1.50 39 2 X 6 --24" 1.10 1.10 39 2 X 6 - 24" 1.10 1.10 ' 60 INSULATION R38 2.20 2.20 64 MISC. 2.00 -2.00 84 5/8" GYPSUM BD 2.80 2'.80 ' ---------------------------=------------------------------------ -------- DL, 13.70 USE: 14.00 PSF LL 16.00 PSF -----=-----=--------------------------------- ------------------------ 30.00 PSF TL ASSEMBLY >wall SLOPE > IN 12. > DEGREES ' NO. DESCRIPTION UNIT WT. PITCH? ADJ. WT. 88 ONE COAT PLASTER 4.00 4.00 21 3/8" PLYWOOD 1.1.0 1.10 ' . 38 2 -X 6 - r 16," 1. ,7 0 1.7 0 .58 INSULATION R19 1.10 1.10 64 MISC. 2.00 2.00 83 1/2" GYPSUM BD 2.50 2.50 ' --=-----'---------------------------------------------------------------- DL 12.40 USE: 13.00 PSF LL PSF ------------=------------------------------------------=----=----------- TL 13.00 PSF 1 LOADS 6:26 PM ------------------------------------------------------------------------. REV 8-13-92 LOAD SUMMARY MODULE 5/11/0.5 -------------------------------------------------------- DESCRIPTION >> ' --------------------------- ASSEMBLY >floor -------------------.------------------=------- SLOPE' > IN 12 > DEGREES NO. DESCRIPTION UNIT WT. PITCH?, ADJ. WT. 77 CARPET/PAD 1.00 1.00 26 1-1/8° PLYWOOD 3.40 3.40 90 TJI/PRO-150 11 7/8 2:50 .2.5--0 58 INSULATION R19 1.10 1.10 ' 64 MISC. 2.00 2.00 83' 1/2" GYPSUM BD 2.50 2.50. ---------------------------------------- -------------------------------- DL 12.50 USE: 13.00 PSF LL 40.00 PSF ' -------------------------------------------------------------- TL 53.00 PSF -----=----. ASSEMBLY > ,SLOPE > IN 12 > DEGREES ' NO. DESCRIPTION UNIT WT. PITCH? ADJ. WT. 1 ' ---------------------------=--------------------------------------------- DL: USE: PSF LL. PSF ' ------------------------- TL ----------------------------------------------- PSF t. i i ' "' ,:� ... '--SSBM-6 6:38 AM ---- Rev 9-13-93 SIMPLE SPAN BEAM UNIFORM LOAD 5/17/05 ' --------------=------------=---------------------------- Description >> RB -1 '---------------------------------GENERAL-------------------------------- Span (L) > 14.000 feet Reduce shear for bm depth > Y Repetetive ? > N Laterally supported (Y/N) > Y lu > .000 feet ' le > .000 feet Slenderness factor Cs > .000 ' Ck > 22.210 ---------------------------------ACTIONS--------------------------------- Uniform dead load > 336 kips/ft 47 Is TL ' Uniform live load > Uniform total load > .384_ .720 kips/ft 53 a TL End reactions. :kips/ft DL > 2.352 kips LL > 2.688' kips ' TL > Design loads ............................... 5.040 kips ' Total load moment (M) > Total load shear (V) > 17.640. 5.040 ft -kips kips ---------------------- ---- LUMBER DESIGN VALUES ---------=---------------- Base values Species Grade Fb° Ft Fv Fc1 FcJJ E DFGL 24F -V4 2400 1150 165 650 1650 1800000 ' Size factor.Cf Size factor Cf Size factor Cf Repetitive member factor Cr Load duration factor Cd Adjustment for lateral support Adjusted values > .987 > 1.000 >. 1.000 > 1:000 > 1.000 > 1.000 Apply to Fb Apply to Ft Apply to Fc LL « Species Grade Fb Ft Fv FcL FcJ E DFGL 24F -V4 2369 1150 165 650 1650 1800000 ' -------------==----------------- BEAM DATA --- Member width > 5.125 inches ' Member depth > Required 13.500 Actual inches. Comment S (in^.3) > 89.362 155.672 <ok> A (in"2) > 38.455 I (in"4) > 69.188 1050.785 <ok> '. --------------------------=--- DEFLECTIONS ------=---------------------- -- ' Total load deflection > Live load deflection > Dead load deflection > Minimum camber (glu-lams) > 329 .175 .154 .230 inches inches inches inches L/ 511 <OK> L/ 95.7 <OK> <1.5*DL,deflection> ' Standard 20001R camber > .147 inches --------------------------CHECK MIN. BRG. AREA-------------------------- Minimum area > 7.754 in"2 Minimum length > 1.513 inches Assuming full width bearing- ' 1 SSBM_6 6:41 AM ------------------------------------------------------------------------ Rev 9-13-93 SIMPLE SPAN BEAM - UNIFORM LOAD 5/17/05 -------------'----------------------------=------------------- Description » RB -2 ---------------------------------GENERAL------------------------ Span (L) > 14.500 feet Repetetive ? > N Reduce shear for bm depth > Y Laterally supported (Y/N) > Y lu > .000 feet le > .000 feet Slenderness factor Cs > .000 Ck > 22.210 --------------------------------ACTIONS--------------------------------- Uniform dead load > .336 kips/ft 47 o TL Uniform live load > .384 kips/ft 53 o TL' Uniform total load > .720 kips/ft End reactions ................. ........ DL > 2.436 kips LL > 2.784 kips TL > 5.220 kips Design loads.. ........................ Total load moment (M) > 18.923 ft -kips Total load shear (V) > 5.220 kips ------------- - ------------ LUMBER DESIGN VALUES -------------------------- Base values Species Grade Fb Ft Fv Fc -L FcJJ E DFGL 24F -V4 2400 1150 165 650 1650 1800000 Size factor Cf > .987 Apply to Fb Size factor Cf > 1.000 Apply to Ft Size factor Cf > 1.000" Apply to FILL Repetitive member factor Cr > 1.000 Load duration factor Cd > 1.000 Adjustment for lateral support > 1.000 Adjusted values Species Grade Fb Ft Fv Fc -L FcJJ E DFGL 24F -V4 2369 1150 165 650 1650 1800000 --------------------------------BEAM DATA ------------------------------- 'Member width > 5.125 inches Member depth > 13.500 inches Required Actual Comment S (in -3) > 95.859 155.672 <ok> A (in -2) > 40.091 69.188 <ok> I (in -4) > 1050.785 ------------------------------ DEFLECTIONS ------------------------------- Total load deflection > 1.379 inches L/ 460 <OK> Live load deflection > .202 inches L/ 862 <OK> Dead load deflection > .177 inches Minimum camber (glu-lams) > .265 inches <1.5*DL deflection> Standard,200,01R camber > .158 inches ---------=----------------CHECK MIN. BRG. AREA -------------------------- minimum area > 8.031 in^2 Minimum length > 1.567 inches Assuming full width bearing ; i L vw. 1 ■ ■ w c,� rr •n � i IM cn cr, / /• -.l 01 t z ZOo cti C• kN j j i i ! l I �7 It) '--SSBM_6--- 6:33 AM -----------.-------------------------------------------------- Rev 9-13-93 SIMPLE SPAN BEAM - UNIFORM LOAD 5/17/05 -------------------------------------------------------- Description >> hdr-1 ' ---------------------------------GENERAL-------------------------------- Span (L) > 9.5,00 feet Repetetive ? > N Reduce shear for bm depth > Y Laterally supported (Y/N). > Y lu > .000 feet ' le > .000 feet Slenderness factor Cs > .000 ' Ck > 34.680 --------------------------------ACTIONS-------------------------------- Uniform dead load > .175 kips/ft 47 o TL Uniform live load > Uniform total load > .200 .375 kips/ft kips/ft 53 o TL End reactions. DL > .831 kips LL > .950 kips ' TL > 1..781 kips Design loads ............................ ' Total load moment (M) > Total load shear (V) > 4.230 1.781 ft -kips kips --------------------------LUMBER DESIGN VALUES-------------------------- Base values Species Grade Fb Ft Fv Fc1 Fc1 E ' DFL NO2 875 575 95 625 1300 1600000 Size factor Cf > 1.100 Apply to Fb Size factor Cf Size factor Cf > 1.000 > 1.000 Apply to 'Ft Apply to Fc1 Repetitive member factor Cr > 1.000 Load duration factor Cd Adjustment for lateral support > 1.000 > 1.000 << Adjusted values Species Grade Fb Ft Fv Fc1 FcJ E DFL --- ----.--NO2------963 575 95 625 1300 1600000 --------BEAM DATA -------------------------------- Member width > 3.500 inches ' Member depth > Required 11.250 Actual inches Comment S (in -3) > 52.744 73.828 <ok> A (in -2) > 22.574 39.375 <ok> I (in -4) > 415.2.83 ' ------------------------------DEFLECTIONS------------------------------- Total load deflection > .103 inches L/ 1102 <OK> ' Live load deflection > Dead load deflection > .055 .048 inches inches - L/ 2067 <OK> Minimum camber (glu-lams) > .072 inches <1.5*DL deflection> ' Standard 2000'R camber. > .068 inches --------------------------CHECK MIN: BRG. AREA -------------------------- minimum area > 2.850 in -2 Minimum length > .814 inches Assuming full width bearing I W UJ W a: ji 1 • I .l C.•^ p :1-t O O fJ 1 I � ��• 'f c 1s t L .'Dl 4-) 07-0 I 1 1 I •i SSBM_6 E"V 6:36 AM ----------------------------------------------- ------------------------ Rev 9-13-93 SIMPLE SPAN BEAM - UNIFORM LOAD 5/17/05 Description >> HDR -2 ---------------------------------GENERAL------------- Span (L) > 5.500 feet Repetetive ? > N Reduce shear for bin depth > Y Laterally supported (Y/N) > Y lu > .000 feet le > .000 feet Slenderness factor Cs- > .000 Ck > 27.920 -------------------------------- ACTIONS --------- ------------------------ ------ACTIONS--------- -- Uniform dead load > .336 kips/ft 47 TL Uniform live load > .384 kips/ft 53 o TL Uniform total load > .720 kips/ft End reactions ...... ....... ... ...... DL > .924 , kips LL > 1.056 kips,. TL > 1.980 kips Design loads ............................ Total load moment (M) > 2.723 ft -kips Total load shear (V) > 1.980 kips --------------------------LUMBER DESIGN VALUES -------------------------- Base values , Species Grade Fb Ft Fv -Fc1 FcJ E DFL N01 -BM 1350 67585 625 925 1600000 Size factor Cf > 1.000 Apply to Fb Size factor Cf > 1.000 Apply to Ft Size factor Cf > 1.000 Apply to Fcl Repetitive member factor Cr > 1.000 Load duration factor Cd > 1.000 Adjustment for lateral support > 1.000 Adjusted values Species Grade Fb, Ft Fv Fc1 Fc -fl E DFL N01 -BM 1350 675 85 625 925 1600000 -----------= ------ -------------- BEAM DATA ---------- ----------------- Member width > 5.500 inches Member depth > 11.250 inches Required Actual Comment S (in -3) > 24.200 116.016 <ok> A (in -2) > 23.029 61.875 <ok> I (in^4) > 652.588. ------------------------------DEFLECTIONS------------------------------- Total load deflection > .014 inches L/ 4649 <OK> Live load deflection > .008 inches L/ 8716 <OK> Dead load deflection >. .007 inches Minimum camber (glu-lams) > :010 inches <1.5*DL deflection> Standard 20001R•camber > .023 inches- -------------------------- CHECK nches------------------------CHECK MIN. BRG. AREA -------------------------- Minimum` area > 3.168 in -2 Minimum length > .576 inches Assuming full width bearing (1 � ��.�afiz�Crol..��-±-����ic7t.3� �..��i���C ��1�} � 1�v�4 �l� . Ll -1A I CO 4, Lam- -22, t)2 -A, 6L O -P) A- 1� I� 14 SSBM_6 6:53 AM ------------------------------------------------------------------------ Rev 9-13-93 SIMPLE SPAN BEAM - UNIFORM LOAD 5/17/05 Description >> HDR73 ---------------------------------GENERAL-------------------------- Span (L) > 16.500 feet Repetetive ? > N Reduce shear for bm depth > Y Laterally supported (Y/N) > Y lu > .000 feet le > .000 feet Slenderness factor Cs > .000 Ck > 22.210 --------------------------------ACTIONS--------------------------------- Uniform dead load > .551 kips/ft 43 % TL Uniform live load > .724 kips/ft 57 o TL Uniform total load > 1.275 kips/ft End reactions......... ................... DL > 4.546 kips LL > 5.973 kips TL > 10.519 kips Design loads .......................... Total load moment (M) > 43.390.ft-kips Total load shear (V) > 10.519 kips --------------------------LUMBER DESIGN VALUES -------------------------- Base values Species Grade Fb Ft Fv FC -L FcJJ 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 Fc 1 Repetitive member factor Cr > 1.000 Load duration factor Cd > 1.000 Adjustment for lateral support > 1.000 Adjusted values Species Grade Fb Ft Fv Fcl FcJJ E DFGL 24F -V4 2317 1150 165 650 1650 1800000 --------------------------------BEAM DATA ------------------------------- Member width > 6.750 inches Member depth > 16.500 inches Required Actual Comment S (in"3) > 224.763 306.28 ,1 <ok> A (in -2) > 79.688 111.375 <ok> I (in -4)- > 2526.820 ------------------------------DEFLECTIONS------------------------------- Total load deflection > .468 inches L/ 424 <OK> Live load deflection > .265 inches L/ 746 <OK> Dead load deflection > .202 inches Minimum camber (glu-lams) > .303 inches <1.5*DL.deflection> Standard 20001R camber > .204 inches ---------------------- - --- CHECK -MIN. BRG .AREA -----.--------------------- Minimum area. > 16.183 in"2 Minimum length .> 2.397 inches Assuming full width bearing FE 06 ' PT_FTG2 ----7:03 AM ------------------------------------------------------------- Rev 9-30-93 Point footing 5/17/05 ----------------------------------=--------------------- Description »F-1 -------------Load data ------------- P > 11.890 kips --------------Soil Soil brg data------------- capacity> 1.200 ksf , Uniform load > .000 kips/ft Live load o > 58.000 ' ------------- Concrete ------=_----- - ----------Reinforcing steel --------- FIc > 2.500 ksi Fy > 40.000 ksi m > 18.824 900 ----------------� ---- ---=-Footing - data----------------------------- Footing size > 3.500, feet Footing thickness -(t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000' inches Footing weight > 1.838 kips Total P axial > 13.728 kips ' Total bearing pressure > 1.121 ksf <ok>. Net bearing pressure > .971 ksf Factored bearing pressure > 1.528 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- Diagonal,tension - factored loads - one way action <ok> ' Vu=(P net)*(effective area) > 7.575 kips Vn=Vc=2(F'c) .5*bw*d .> 33.600.kips Vn > 30.240 kips Diagonal tension - factored loads - two way action <ok> ' Vu=(P net)*(effective area) > 18.036 kips Vn=Vc=4(Flc)-^.5*bo*d > 51.200 kips (P.Vn > 46.080 kips -----=------------------- Footing reinforcement --------- '------------------ Mu=(P net)*bl"2/2 > 2.339 ft-kips/ft Required Rn=(Mu/o)bd"2 > 40.614 psi Required p (bending moment) > .0010 Required As.(bending moment) > .098 in^2/f.t =_ .344 in"2 Mina required p UBC 2610(f) > .0014 336-Ancrease applied ' Min. required As UBC 2610(f) > .131 in"2/ft = .458 in -2 Minimum reinforcement as governed by: ---Minimum reinforcement -- ' 3 No. 4 -bars e.w. 2 No. 5 bars e.w. ' 2 No 6 bars e.w. 1 No. 7 bars e.w. PT_FTG2 7:04 AM ------------------------------------------------------------------- Rev 9-30-93 Point.footing 5/17/05 I -------------------------------------------------------- ->>F-2 » Description I -------------Load data ------------- P > 14.180 kips --------------Soil data------------- Soil brg capacity> 1.200 ksf Uniform load > .000 kips/ft Live load o > 58•.000 --------------Concrete------------- ----------Reinforcing steel-----.---- F'c > 2.500 ksi Fy > 40.000 ksi m > 18.824 .900 ------------------Footing data ----- ------------------------- Footing size > 3.750 feet Footing thickness (t)• > 12.000 Distance to reinf. (d) > 8.000 inches inches <ok> Footing weight > 2.109 kips Total P axial > 16.289 kips Total bearing pressure > 1.158 ksf <ok> Net bearing pressure >. 1.008 ksf 1 Factored bearing pressure > 1.587 ksf (1.7*LL+1.4*DL) ------.----------------------Footing stresses ------ ---------------------- Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 9.176 kips Vn=Vc=2(F'c)".5*bw*d > 36.000 kips 0 Vn > 32.400 kips Diagonal tension - factored loads - two way action <ok> Vu=(P net)*(effective area) > 21.614 kips Vn=Vc=4(F'c)-.5*bo*d > 51.200 kips Vn > 46.080 kips I------------------------ Mu=(P net)*bl"2/2 > 2.790 ft-kips/ft.. Required Rn=(Mu/o)bd"2 > 48.436 psi Required p (bending moment) > .0012 Required As (bending moment) > .118 in-2/ft = .441 in -2 Min. required p UBC 2610(f) > .0016 33% increase applied ' Min. required As UBC 2610(f) > .156 in-2/ft = .587 in"2 Minimum reinforcement as governed by: ---Minimum reinforcement-- -` I 3 No. 4 bars e.w. 2 No. 5 bars e.w. 2 'No. 6 bars e.w. 1 No. 7 bars e.w. 1 Z., 1 1 w 1 Ii ILI t f�L. r.L - - e]5i CVI C j 1� 1 1 Z., ' SSBM_6 ------------------------------------------------------------------------ 6:46 AM Rev 9-13-93 SIMPLE SPAN BEAM - UNIFORM LOAD 5/17/05 ------------------------------------------------------------- Description >> FB -1 ' ---------------------------------GENERAL-------------------------------- Span (L) > 15.000 feet Repetetive ? > N Reduce shear for bm depth > Y Laterally supported (Y/N) > Y lu > .000 feet ' le > .000 feet Slenderness factor Cs > .000 Ck > 22.210 ' ----------------- --------------- ACTIONS --------------------------------- Uniform'dead load > .19.5 kips/ft 25 o TL Uniform live load > .600 kips/ft 75 o TL ' Uniform total load > .795 kips/ft End reactions ........................... DL > 1.463 kips LL > 4.500 'kips TL > 5.963 kips Design loads.. ... ' Total load moment (M) > Total load shear (V) > 22.359 5.963 ft -kips kips ------- ------------------- LUMBER DESIGN VALUES --------------------------- Base values ' Species Grade Fb Ft Fv FC -L FcJJ E DFGL 24F -V4 2400 1150 165 650 1650 1800000 Size factor Cf > .987 Apply to Fb ' Size factor Cf Size factor Cf > 1.000' > 1.000 Apply to Ft Apply to Fcl Repetitive member factor Cr > 1.000 Load duration factor Cd > 1.000 ' Adjustment for lateral support > 1.000 Adjusted -values Species Grade Fb Ft Fv Fc1 FcJ E DFGL 24F -V4 2369 1150 165 650 1650 1800000 ' --------------------------------BEAM DATA -------------------------------- Member width > 5.125 inches ' Member depth > Required 13.500 Actual inches Comment S (in -3). > 113.270 155.672 <ok> A (in -2) > 46.074 69.188 <ok> I (in"4) > 1050.785 ------------------------------DEFLECTIONS------------------------------- Total load deflection > .479 inches L/ 376 <OK> Live load deflection > .361 inches L/ 498 <OK> ' Dead load deflection > .117 inches Minimum camber (glu-lams) > .176 inches <1.5*DL deflection> Standard 20001R camber > .169 inches --------------------------CHECK MIN. BRG. AREA --------------- ---------- Minimum area > 9.173 in"2 Minimum length > 1.790 inches Assuming full width bearing ' PT_FTG2 ---------------------------------------------------------------------------- 7:08 AM Rev 9-30-93 Point footing 5/17/05 ------------------------------------------------------------------------ Description >>F-3 » ' --------------Load data ------------- P > 11.963 kips --------------Soil 'Soil brg data -------------- capacity> 1.200 ksf Uniform load > .000. kips/ft. Live load % > 58.00'0 ---------- Concrete -- --'c- -y-------- Reinforcing steel F > 2.500 ksi F > 40.000 ksi m > .18.824 �900 -----------------� ---- -----Footing data------------------------ ------ Footing size > 3.500 feet ' Footing thickness (t) > 12.000 Distance to reinf. (d) > 8.000, inches inches <ok> Footing weight > 1.838 kips ' Total P axial > 13.801 kips Total -bearing pressure > 1.127 ksf <ok> Net bearing pressure > .977 ksf Factored bearing pressure > 1.537 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ----------------------------- Diagonal tension - factored loads - one way action <ok> 1 Vu=(P net)*(effective area) > 7.622 kips Vn=Vc=2(F'c)-.5*bw*d > 33.600 kips (k Vn > 30.240 kips • Diagonal tension - factored loads - two way action <ok> ' Vu=(P net)*(effective area) > 18.147 kips Vn=Vc=4(F'c)-.5*bo*d > 51.200 kips Vn > 46.080 kips --------------------- Footing reinforcement -------------------------- Mu=(P net)*bl"2/2 > 2.354 ft-kips/ft Required Rn=(Mu/o)bd-2 > 40.863 psi Required p.(bending moment) > .0010 Required As (bending moment) > .099 in-2/ft = .347 in -2 Min. required p UBC 2610(f) > .0014 33% increase applied '. Min. required As UBC 2610(f) •> .132 in-2/ft = .461 in"2 Minimum reinforcement as governed by: ---Minimum reinforcement-- 3 No. 4 bars e.w. 2 No. 5 bars e.w. 2 No. 6 bars e.w. 1 No. 7 bars e.w. IQ PT_FTG2 7:10 AM ------------------------_------------------------------------------------ Rev 9-30-93 Point footing 5/17/05 Description >>F-4 -------------- Load data--------- -=- --------------Soil data ------------- P > 5.963 kips Soil brg capacity> 1.200 ksf Uniform load > .000 kips/ft Live load 6 > 58.000 ---=----------Concrete-----------------------Reinforcing steel --------- FIc > 2.500. ksi Fy > 40.000 ksi M > 18.824 > .900 ------------------------------Footing data --------- -------------------- Footing size > 2.500 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches Footing weight > .938 kips Total P axial .> 6.901 kips Total bearing pressure > 1.104 ksf Net bearing pressure > .954 ksf Factored bearing pressure > 1.502 ksf <ok> (1.7*LL+1.4*DL) ------------------------------ Footing stresses ---------------------------- Diagonal tension*- factored loads - one way action <ok> Vu=(P, net)*(effective area) > 3.441 kips Vn=Vc=2(F'c)^.5*bw*d > 24.000 kips q5 Vn > 21.600 kips Diagonal tension - factored loads - two way action <ok> ' Vu=(P net)*(effective area) Vn=Vc=4(F'c,)^5*bo*d 0 Vn > 8.718 kips > 51.200 kips > 46.080 kips -------------------------Footing reinforcement --------------------------- Mu=(P net)*bl"2/2 > 1.173 ft-kips/ft Required Rn=(Mu/4))bd-2 > 20.368 psi Required p (bending moment). > .0005 Required As (bending moment) > .049 in-2/ft .123 in -2 Min. required p UBC 2610(f) > .0007 336 increase applied Min. required As UBC 2610(f) > .065 in-2/ft = .163 in -2 Minimum reinforcement as governed by: ---Minimum reinforcement -- 1 No. 4 bars e.w. 1 No. 5 bars e.w. 1 No. 6 bars e.w. 1 No. 7 bars e:w. 1 s(11( �u;, 0 0 o f:U n cn Cl C�t :t 0., (N I 1 I IL � � �. .7.� i I i I I I I I j 1 � I tv ' SSBM_6 7.:29 AM ------------------------------------------------------------------------ Rev 9-13-93 SIMPLE SPAN BEAM - UNIFORM LOAD 5/17/05 ' ----------------------------------------------------- Description >> FB -2 ---------------------------------GENERAL----------------------------- Span (L) > 14.500 feet Repetetive.? > N Reduce shear for bm depth > Y ' Laterally supported (Y/N) > lu > Y .000 feet le > .000 feet Slenderness factor Cs > .000 Ck > 27.920 ---------------------------------ACTIONS --------------------------------- ' Uniform dead load > Uniform live load > Uniform total load > .075 300 .375 kips/ft 20 a TL kips/ft 80 o TL kips/ft End reactions..... ...... ............. DL > .544 kips LL > 2.175 kips ' TL > ,2.719 kips Design loads ............................ ' Total`load moment (M) > Total load shear (V) > 9.855 2.719 ft -kips kips ----------"--- - ------------ LUMBER DESIGN VALUES --------------------------- Base values ' Species Grade Fb Ft Fv Fc1 Fcl E DFL N01 -BM 1350 675 85 625 '925 1600000 Size factor Cf Size factor.Cf Size factor Cf Repetitive member factor Cr > 1.000 Apply to Fb > 1.000 Apply to Ft > 1.000 Apply to Fc IL > 1.000 Load duration factor Cd Adjustment for lateral support. Adjusted values > 1.000 > 1.00"0 -Species Grade Fb Ft Fv Fc1 Fc -u- E DFL N01 -BM 1350 675 85 625 925 1600000 ' ---=------ ---=-- ---------------- BEAM DATA ----------------------------- Member width > 5.500 inches Member depth > Required 11.250 Actual inches Comment .S (in -3) > 87.604 116.016 <ok> ' A (in^2) > 41.774 I (in -4) > 61.875 652.588 <ok> ------.------------------------ DEFLECTIONS ------------------------------- Total load deflection > .357 inches L/ 487 <OK> Live load deflection > .286 inches. L/ 609 <OK> ' Dead load deflection > .071 inches Minimum camber (glu-lams) > .107 inches <1.5*DL def,lection> Standard 20001R camber > .158 inches -------"-------------------CHECK MIN.-BRG. AREA --------------------------- minimum area > 4.350 Minimum length > .791 in^2 inches Assuming full width bearing . PT_FTG2-------------------------------31-AM Rev 9-30-93 Point footing 5/17/05 Description >>F -5 -------------Load data ------------- --------------Soil data ------------- P > 5.438 kips Soil brg capacity> 1.200 ksf Uniform load > .000 kips/ft Live load o > 58.000 --------------Concrete------------- ---------- Reinforcing.steel--------- F'c- > 2.500 ksi Fy > 40.000 ksi m > 18.824 0 > .900 - -------------------- ------ --- Footing data ----------- size > 2.330 feet Footing thickness (t). > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches Footing weight > .814 kips Total P axial > 6.,252 kips Total bearing pressure > 1.152 ksf <ok> Net bearing pressure > 1.002 ksf Factored bearing pressure > 1.577 ksf (1.7*LL+1.4*DL) -------,---------------------Footing stresses ---------------- ------------- Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 3.055 kips Vn=Vc=2(F'c)^.5*bw*d > 22.368 kips Vn > 20.131 kips .Diagonal tension - factored loads - two way action <ok> Vu= (P net) * (effective area) Vn=Vc=4(Flc)-.5*bo*d 0 Vn > 7.859 kips > 51.200 kips > 46.080 kips --------------=---------- Footing reinforcement -------------------------- Mu=(P net)*bl-2/2 > 1.070 ft-kips/ft Required Rn=(Mu/O)bd"2 > 18.575 psi Required p (bending moment) > .0005 Required As (bending moment) > .045 in"2/ft = .104 in -2 Min, required p UBC 2610(f) > .0006 336 increase applied Min. required As UBC 2610(f) > .060 in"2/ft = .139 in^2 Minimum reinforcement as governed by: ---Minimum reinforcement -- 1 No. 4 bars e.w. 1 No. 5 bars e.w. 1 No: 6 bars e.w. 1 No. 7 -bars e.w. ' zk PT_FTG2 ---- 7:34 AM --------------------------------------------- Minimum reinforcement as governed by: Rev 9-30-93 Point footing 5/17/05 2 ------------------------------------------------------------ 4 bars e.w. Description »F-6 1 No. 5 bars e.w. ' 1 1 -------------Load data ------------- --------------Soil data ------------- P P > .7.939 kips Soil brg capacity> 1.200 ksf Uniform load > ..000 kips/ft Live load o > 58.000 ------------ =- Concrete ------------- ----------Reinforcing steel --------- FIc > 2.500 ksi Fy > 40.000 ksi. m > 18.824 900 ' ---------------------------Footing data------------------------------ Footing size > 2.750 feet ' Footing thickness (t) > 12.000 Distance to reinf. (d) > 8.000 inches inches <ok> Footing weight > 1.134 kips ' Total P axial > 9:073 kips Total bearing pressure > 1200. ksf <ok> Net bearing pressure > 1.050 ksf Factored bearing pressure > 1.652 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---=------------------------ Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 4.733 kips Vn=Vc=2(F'c)".5*bw*d > 26.400 kips ' 0 Vn > -23.760 kips Diagonal tension - factored loads - two way action <ok> ' Vu=(P net)*(effective area) > 11.762 kips Vn=Vc=4(Flc)-.5*bo*d > 51.200 kips 4) Vn > 46.080 kips -------------------------Footing reinforcement -------------------------- Mu=(P net)*bl-2/2 > 1.562 ft-kips/ft Required Rn=(Mu/o)bd"2 > 27.118 psi ' Required p (bending moment) > .0007 Required As (bending moment) >, .066 in-2/ft = .180 in"2 Min. required p UBC 2610(f) > .0009 33% increase applied ' Min. required As UBC 2610(f) > '-:087 in-2/ft = .240 in -2 Minimum reinforcement as governed by: ---Minimum reinforcement -- ' 2 No. 4 bars e.w. 1 No. 5 bars e.w. ' 1 1 No. No. 6 7 bars e.w. bars e.w. 1 i� T-1 PT_FTG2 7:37 AM ------------------------------------------------------------------------ Rev 9-30-93 Point footing 5/17/05 Description >>F -7 -------------Load data ------------- --------------Soil data ------------- P > 4.178 kips Soil brg capacity> 1.200 ksf Uniform load > .000 kips/ft Live load o > 58.000 --------------Concrete-----------------------Reinforcing steel --------- FIc > 2.500 ksi Fy > 40.000 ksi m > 18.824 0 > .900 ------------------------------Footing data ------------------------------- Footing size > 2.000 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches Footing weight > .600 kips Total P axial > 4.778 kips Total bearing pressure > 1.195 ksf <ok> Net bearing pressure > 1.045 ksf Factored bearing pressure > 1.644 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses---------------------------- Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 2:192 kips Vn=Vc=2(F'c)".5*bw*d > 19.200 kips Vn > 17.280 kips Diagonal tension - factored loads - two way action <ok> Vu=(P net)*(effective area) > 5.845 kips Vn=Vc=4(F'c)-.5*bo*d > 51.200 kips Vn > 46.080 kips -------------------------Footing reinforcement -------------------------- Mu=(P net)*bl"2/2 > .822 ft-kips/ft Required Rn=(Mu/o)bd^2' > 14.271 psi Required p (bending moment) > .0004 Required As (bending moment) > .034 in-2/ft = .069 in -2 Min. required p UBC 2610(f) > .0005 3301 increase applied Min. required As UBC 2610(f.) > .046 in-2/ft = .091 in -2 Minimum reinforcement as governed by: ---Minimum reinforcement -- 1 No. 4 bars e.w. 1 No. 5 bars e.w. 1 No. 6 bars e.w. 1 No. 7 bars e.w. i �D'w• Ise-,,�� I o��I = oZo r�, �p 1 coo iI l� �V-C, � fn w�c�� �xIS Ih C2� Ic�GOL VA 0 C+ 0 re M22 ,[Klp•ft] 0.49 Tor [Kip'ft] 0:00 M22 [Kip'ft] 0.78 Tor [Kip'ft] 0.00 2S•2 RAM RAM Advanse File F:\Frank\05-017 Hawkins Starr\Railing.AVW Units system English Date 8/23/2005 7:30:29 AM . Steel CodeCheck Design by group for each load condition Design code L R F D MAX. INTERACTION RATIO PER DESCRIPTION ' REL.F = Bending stress ratio (if rel.f=NPC, it is not possible to calculate) S.Ratio = Shear interaction ratio . Stat.b =Station where max. B.Ratio occurs . ' Stat.v = Station where max. S.Ratio occurs NOTE.- Non-steel members are not printed Important.- Maximum values will only be computed from graphically selected elements ' MAX. INTERACTION RATIO IN DESCRIPTION: LOAD CONDITION dl=Dead load ' LOAD CONDITION :.11=Live load. DESIGN STATUS OK Max RELB occurs at member 1 ' SECTION STube 1x3x3/16 B.RATIO Eqn STAT.B [ft] Axial [Kip] M33 [Kip'ft] 0.12 • H1-1b 7.00 0.00. 0.00 S.RATIO Eqn STAT.V [ft] V2 [Kip] V3 (Kip] .0.01 F2 0.00 0.00 0.14 LOAD CONDITION C1=1.2dl+1.611 DESIGN STATUS OK Max RELB occurs at member 1 ' - SECTIONSTube 1x3x3/16 --_–---- -- — ------ ------- B.RATIO Eqn . STAT.B [ft] Axial [Kip], ---- ----� M33 [Kip'ft] ' 0.19 H1-1b 7.00 0.00 0.00 S.RATIO Eqn. STAT.V [ft] V2 [Kip] V3 [Kip] 0.0't F2 14.00 0.00 -0.22- ---- –------- --- —---------- ------------- – ---- —--------------------------------------- --- –_ LOAD CONDITION C2=1.4dl Pagel M22 ,[Klp•ft] 0.49 Tor [Kip'ft] 0:00 M22 [Kip'ft] 0.78 Tor [Kip'ft] 0.00 2S•2 Lag screw connection Lag screw diameter; .3/8" 1 W1 D 0.375 inches Lag screw length; 3° 'Dr 0.265 inches Fyb 45000 psi Min. embedment; 1.50 inches ' Min. embedment for full values;. 3:00 inches Actual embedment in main member (p); . 1.78 inches Cd 0.594 Wood species;, jboqglas=Fir Larch ' ' G 5 0.500 Angle to grain Side -member thickness (ts); 0188 inches 0.00 degrees Main member ihlckness (tm); X5:500 Inches-. 90:00 _ o degrees Total thickness; S' 5:688 jnches inches Threads not in .1.00 shear•plane ' Fe(parallel) Fe(perpendicular) 5600 3646 psi psi End grain.? No . • Ke 1.25 Fes % 58000 psi Metal_side plate? Yes • " Fem' ' 3646 psi ' Re 0.06 ' k 8.19 Yield modes; Z'.' CD Cd Ce4. Z' Mode 1 818.. -Ibs�+'133 0.594 1.00 646 Mode IIIc 292o- lbs 1.33 0.594 ' 1.00: 230; Mode IV 556 lbs 1.33 0.594 1.00 439 . Withdrawal from side grain; W 305 lbs/in penetration W' 543. lbs - Is withdrawal from end grain? INo Combined lateral and withdrawal loads; Angle of application a ®, degrees Z'a 230 lbs i —` To f a �cncn w W .X 2_ c9 cn CP r ca 0 F, Ci 'J C I'In 1 'r 1 —` To f a 1(9 File >SHEARW 6:22 PM .5/11/05 ------------------------------------------------------------------------- REV. 6-17-99 Shearwall schedule Description >> Common nails ------------------------------------------7----------------------------- >> (Box nails) Mark Description HF DF 1 3/8" cdx plywood with 8d nails .213 .260 at 611, 12" o.c. (.173) (.211) 2 3/8" cdx plywood with 8d nail's .312 .380 at 411, 12" o.c. (.'253) (.308) 3 3/8" cdx plywood with 8d nails .402 .490 at 311, 12" o.c. (.326) (.397) 4 1/2" cdx plywood with 10d nails 254 .310 at 611) 12" o.c.' (.206) (.251) 5 1/2" cdx plywood with 10d nails .377 .460 at 4!1, 12" o.c. (.305) (.373-) 6 1/2" cdx plywood with iOd nails .492 .600 at 311, 12° o.c. (.399) (.486) 7 1/2" gyp bd with 5d nails wind- ..082 .100 .at 7" o.c. edge & field Unblocked seismic .041 050 8 5/8" gyp bd with -6d nails wind .094 .115 at 7" o.c. edge & field Unblocked seismic ..047 .058 9 7/8" cement plaster over expanded -metal .148 .180 or woven wire lath with no. 16 gage staples, (7/8" leg) at 61' o.c. 10 3/8"plywood siding with 8d nails .131 ..160 at 611, 12" o.c. 11 Simplex "Thermo -Ply structural (red) 144 .175 sheathing (0.115 inch thickness) with no. 16 -gage staples'(7/16" crown. 1-1/4" legs) ' File >LATDATA3 ' Rev 8-8-95 Wind pressures on structures Description >> Exposure > B ' Importance factor > 1.00 Basic wind speed > 75.00: mph qs >, 14.50 psf 'Roof pitch > 4.00 in 12 0 > 18.43 degrees * * * P R I M A- R Y F R A M E S A N D S Y S T E'M S ' Direction Ht. <0'-151> <201> <251> Assembly description Ce, .62 .67 .72 Cq ' W A L L S ' Windward,walls!' Leeward walls .80 .50 .0072 .0045. .0078 .0049 .0084 .0052 Total wall .0117 .0126 .0136 R 0 0 F ' Wind,perpendicular to ridge Leeward or flat roof .70 .0063 .0068 .0073 Windward roof_ Slope 2:12 to less than 9:12 .90 .0081 .0087 .0094 ' Slope 2:12 to.less than 9:12 .30 .0027 .0027 .0031 Roof total .0090 .0095 .0104 Wind parallel to ridge and flat roofs .70 .0063 .0068 .0073 * * * E L E'M E N T S A N D C 0 M'P 0 N E N T S W A L L , All structures 1.20 .0108, ..0117 .0125 Enclosed structures 1.20 .0108 .0117 .0125 Open structures 1.60 .0144 .0155 .0167 Parapets 1.30 .0117 .0126 .0136 ' R 0 0 F Enclosed structures Slope less than 9:12 1.10 .0099 .0107 .0115 ' Open structures Slope less than'9:12 1.60 .0144 .0155 .0167 F *** L O C A L A R E A S A T D I S C 0 N.T I N U I T I E S ' Wall corners 2.00 .0180 .0i94_ .0209 Canopies or overhangs at eaves or,rakes 2.80 .0252 .0272 .0292 Roof ridges at ends of buildings. or eaves and`roof edges at building corners. 3..00 .0270 .0291 .0313 .Eaves or'rakes without-overhangs , ' away from building corners',and ridges away from ends of building 2.00 .0180 .0194 .0209 un U) . i I\ n I . rz 47 Cs i ^ 1 .1677 -71 I � r I � 1 211 k<< ,Msre ,--7- iY .� I 'T C.Ch ' k t ID ' O `6t'v oro bo 1411�-, 1 ;q I � r I � 1 211 k<< ,Msre ,--7- iY .� I 1 4m k -A 4 04 w ►.a�� 6! 6 Cvo 'l i�/ �•ll t',�� ! ' PPP e..,.�.......A.,..,.-. - 1 ( / / Z. 3. 1 ji eb 4�a" v\o , 4 I 5(l � ` L(®5 71.2,,rAl 3 1 t ,T J 1 i o I i lol (fie° aihrhq wa1�a�' (%�✓�,-►�ei'e✓ o� �aj��eh-f-;�C—.uJ� j �W_oyJ��}3 � Co,ve d wal(— 4p _,o3c�f�c�, � 1 2, OK � . ar Nir,rnq wu �( aty�✓ewU,y i CUfe Z% t2W0"�� 14�rZ 1 ve v e -ja - _, D 3 o ISG r B rax a i1 -rv- vial ' o (c, a} �� �— d4ecl� � s .� y 1 Cl�2G(tl q10 lol Y-:13 FM '., Job, rt '' "' 'Description; Basementre,Faining walf Case 1 -14ft°retained General data; r Wall construction; Masonry " , Configuration; . ; Cantilevered , t Lateral load type; Soil pressure Backfill slope; No slope r ' ..:Allowable design stresses,, Soil, "Clasi of materials (CBC); User-defi�ed User defined;, Allowable bearing pressure; Allowable passive; 1.500 0.250 ksf ksf/ft depth 150®" ksf 0250 ' ksf r, Lateral sliding coefficient; .0:350 ' Soil weight, 2 Increase allowed forseismic1wind; Q 110 kcf 1,330 Applied No - . Concrete; Masonry; fc 2®0 ksi , ` Pm 1500.. ksi FY , Zia 60 ksi Fy. . 60 ksi FS 24.00 ' ksi Es- X290®0000 ` psi:,ES 290000'00 psi m _ 28.235 E,, 1125000 . Flexural - n 25 78 4 0:850. Shear Unit weight 0`135.. ` kcf Unit weight 0150 kcf We 900= Y-:13 FM ' Wall data Cantilevered wall may use varying thickness segments Segment; (ft) (ft) Segment wai Actual t (in) Actual d(in) Max. d(in) '. 1. 0'000 to 2.00 ; ' 0.262 1i.6Zs 5.813 9.250 2 2.000 to 4,00. '0.262 ii,6zs 5.813 9.250 3 0.000 to 0:00 ,,: '0.000 0.000 0.000 Segment; b*d M(it*ips) 1 363.00. 0.441 2 192.00 0.070 3 0.00 0.000 . Input user defined wall thickness; �0,E x, inches: Override wall height for lateral sliding; QF00 feet ❑ override? 1 . F e' Loading WpL Axial;, . 0 ®®0• ' . , , kips/ft 1 ;Axial; _ 1..600 kipslft ,WAC Equivalent fluid pressure (EFP); ' 0.®30 kcf ,• Sloping backfill surcharge; 0.000 kcf Design EFP 0.030 kcf Surcharge; _ _ :Distance- .j Surcharge ' P(kips) Description to wall(ft)„ height(ft) 2'000 Vehicle •0.505 feet .. Input surcharge height;. feet Summary of lateral loads acting on wall (Cantilevered wall); ` } ' yr iate�i at top of wall; + 0.0152. k/ft . 'w1a1efai at bottom of wall; 0.1352 klft., . �'. w Iateraj at bottom of footing; ' t 'Additional 0.1652 k/ft 0. 0 k/ft Load type;N/A � concentrated load at top of wall; ' Min: EFP for cantilevered walls designed for. restraint;' 'i0.055 ' kcf ` w.lateral,at top of wall; (Restrained wall); 0.028 k/ft vv lateral at bottom of wall; (Restrained wall); 0.248 k/ft Uniform lateral load; ": 0.®000; . ksf.' Seismic/wind. F Ci 1'A Masonry stem design 77Special inspection? No Segment; (ft) (ft) r h'/r Segment wdi Actual t Actual d Max. d 1 0.000 to 2.000 3.36 14.30 • .'•. 0.262 11.625 5$&1.3 9.313 2 2.000 to 4.000 3.36 28.61 0.262 11.625 5r81>3 9.313 3 0.000 to 0.000 0.00 , 0.00 0.000 0.000 OOOU 0.000 Segment; - ' F e9 a Equation Q - F b - . M service X column: 1 0.371 UBC (7-11) 0.250 0.441 2 2 - 0.359. ' . UBC (7-11) 0:250 0.070 2 3 0.000 UBC (7-11) 0.250 0.000 2 Segment 1 reinforcing; As As min. Vertical reinforcing; #s bars at 24 inches o/c - 0.155 0.098 Horizontal reinforcing; us bars ; at 24 inches olc Combined_ 0.155. 0.310 0.098 . 0.279 Axial load at critical section; 2.123 kips/ft % 0.015 ksi ' Service moment (M);, 0.441 f( -kips fb 0.101 .. ksi < 2M I j * k " d2 > , fS6.495, ksi <M/As*j*d> Check unity; 0.015 + 0.101 0.445 Ok! 0.371 0.250 Check shear at base of wall: V 0.301 .. kipslft f� 0.005 ksi <Vl(j*d*b)> F� 0039 ksi allowable . < pm os > . Check dowel embedment into footing; Dowel size: #5 bars Idh 15.000 inches < (0.02 * ye.* X * f,) I (f.'-5) *db > < ACI 12.5.1 > Reduction factors: 0.700 < ACI 12.5.3a > 0.184 < ACI 12.5.3d > ldh 1.932 inches Ok! When wall is designed as restrained - check moment at base of wall during backfill operations, or provide shoring until ' floor slab is in place. Segment 2 reinforcing; As As min. . ' Vertical reinforcing; us bars at 24, inches o/c 0.155 0.098 Horizontal reinforcing; us bars . at !24 inches o/c 0.155 0.698 Combined 0.310 0.279 ' Axial load at critical section; 1.862 kipslft fa 0..013 ksi Service moment (M); 0:070 ft -kips fb 6.016 ksi fs 1.035 ksi Check unity; 0.013 + 0.016 = 0.101 Ok! 0.359 .0.250 , Segment 3 reinforcing; As As min. . Vertical reinforcing; None at 0, inches o/c 0.000 0.000 Horizontal reinforcing; None at ''0 inches 0.000 0.000 1'A 40 ' Combined 0.000 0.000 Axial load at critical section; 1.600 kipsfft fa 0.000 ksi Service moment (M); 0.000 ft -kips fb _ 0.000 ksi (: fs 0.000 ksi Check unity; 0.000 + 0.000 = 0.000 Ok! 0.000 0.250 . 1 _ tet', Check cantilevered walls to resist lateral forces when inadveftantly supported at top; O Applicable ? ' M max. 0.000 ft -kips M max occurs at; 2.240 feet Segment 2 Vertical reinforcing; ue bays • at. 16° inches olc. Ag 0.330 in d EJF9a25p,inches Axial load at critical section; 1.862 kipslft fa 0.013 ksi fl, 0.000 ksi % 0.000 ksi Check unity; 0.013 + 0.000 - 0.037 Ok! 0.359 0.250 1 1 i 1 1 0 ' Footing design; Toe length; al8.00 , r inches Safety factor; 2.706 ' Heel length; 0.365 feet Soil pressure; 1.158 ksf Total footing length (L); 24.00 ' inches Allowable; ksf Footing depth; YQU } inches Overturning and soil pressure; Consider ftg depth for gross OTM and sliding ? No Design overturning moment (OTM); 0.441 ft-kips/ft Ignore footing weight when calculating soil pressure? res • Check stability and soil pressure; w Arm DLRM ' WDA 0.000 kips' 1.151 feet 0.000 ft -kips WLL 1.600 kips 1.151 feet 1.842 ft -kips Segment 1 0.262 kips 1.151 feet 0.301- ft -kips Segment 2 0.262 kips 1.151 feet 0.301 ft -kips ' Segment 3 0.000 kips 1.151 feet 0.000. ft -kips Soil 0.160 kips - 1.818 feet 0.292 ft -kips Keyway 0.000 kips 1.500 feet 0.000 ft -kips Footing 0.300 kips 1.000 feet 0.300 ft -kips WDA 0.984 kips MDL min. 1.194 ft=kips WDL + WLR 2.584 kips MDr*Mu 3.035 ft -kips tCheck safety factor against overturning; MDL min.lOTM .. 2.706 > 1.5 Ok! Eccentricity (e); -0.004 feet . [A/2-( M-OTM/ W] . U6; ,. 0.333 feet 2.988 feet [3*U2-e] Resultant is vvithin middle third of footing Allowed; Maximum soil pressure; 1.158 ksf 1.500 ksf [ WtIIA +6*Wtl*e/A^2 ] Minimum soil pressure;. 1.126 ksf, 1.500 ksf 4V Footing reinforcement Heel design; Heel length; 0.365 feet Vertical reinforcin spacing; Reinforcing #s bars Iw at 24 48 = . inches o/c inches oIc d; 8:00` inches Load factor AS 0.078 in"/ft Mu 0.050 ft-kips .-.2.758 ft-kips Vu Heel 0.366 kips/ft =. n ,. 8.160 kips/ft (Concrete strength only) Toe design; Toe length; 0.667 feet Reinforcing;- #5 bars at 24 inches o/c d; X8;00©' inches AS 0.155 in`/ft ' Max. soil pressure; 1.158 ksf At face of wall; 0.899 ksf . Load factor Mu 0.405 ft-kips`17g �Me 5.453 ft-kips. . Vu Toe .. 1.166 kips/ft �Ve .8.160 kips/ft (Concrete strength only) ' Longitudinal footing reinforcement: AS required = Area * .002 As min. - 0.576 in` 2 ; � #s bars • AS .0.620 in r . 0 Lateral sliding; . 9 R,, of wadi 0.000 kips/ft' "' Min. As 0.000 in RDaseorwzu 0.301kipslft None at inches o/c Nla Calculate Wog *friction coefficient; ' Lateral sliding resistance; 0.344 kips/ft - For class 5 soils Lateral,sliding resistance 0.000 0.000 kips/ft Limited to; 0.492 max (0.5*Wdl) Allowable lateral passive pressure 0.250 ksf/ft.depth Consider footing for passive resistance? Yes Lateral, passive pressure provided; 0.125. kips/ft [Footing only] Net resistance provided by footing only; 0.469 kips/ft [Footing only] • Concrete slab at base of wall ? Slab thickness; 4.000 inches No Width of slab; 12:000; feet ❑Q Ignore lateral sliding by inspection Resistance provided by slab; 0.000 kips/ft Total resistance;. 0.469 kips/ft " Factor of safety; 0.000 — Shear key not required by inspection Shear key must,provide additional; ' .0.000 kips lateral resistance Shear key provides; Calculate equivalent depth of key due to overburden; 0.000 kips latera resistance Bearing pressure (p) / soil weight; Equivalent depth of shear key; 4.471 feet [Maximum 15'1 Allowable passive pressure; 1.118 ksf [at bottom of footing] ' Allowable passive pressure; 1.118 ksf [at bottom of key] Shear key depth;' " 0.00 inches Shear key thickness; ' 1+2.00 inches d , 6t®© inches Load factor Me 0.000 ft -kips. 17 , Reinforcing in key; #5 bars at 48 inches o/c AS 0.078 in /ft Mn 2.06 ft -kips 0 t _ , A ' 4,4 Job; Description; Basement retaining wall Case 1, Eft retained General data; -Wall construction;' Masonry Configuration; CabOevered Lateral load type; Soil pressure -n Backfill slope;' No slope Allowable design stresses; .� $011; "'• « Class of materials (CBC);User defined User defined; Allowable bearing pressure; 1.500 ksf 1t5®® ksf " Allowable passive; r 0.250 ksf/ft depth 0 25©z ksf f Lateral sliding coefficient; `- 0.350. 0350 Soil weight-,-. 0.110. kc_f -'Increase allowed ;for seismic/wind; 1.:330 Applied? No _ Concrete; . ' Masonry; fc Y ;2 ksi . fm 1:5®0 ksi ksi Fy bo ksi FS . 24.00 ksi ES 2:90®0000: psi ES 290®x®000 psi m 28.235 Er, 1125000' 0, 900. Flexural n 25.78.' 0.850< Sheat Unit weight 01'35-- kcf �' Unit weight kcf; • We 1..000 ti. '.AV Wall :data Cantilevered wall may use varying thickness segments Segment; (ft) , (ft) Segmentwdi Actual t (in) Actual'd(in) Mai. d(in) 1 0.000 Ao ; 2s©®.-. 0.262 rr.62s 9.250 9.250 -2 2.000 to M01115 0.523 11.625 5.813 9.250 3 .0.000 to 0100 uk 0.000 0 0.000 0.000 .Segment; b*d2 M(ft-kips) .1 363.00 1.353 2 - 192.00 0.441 3 0:00 0.000 Input user defined wall thickness; 0 00 inches Override wall height for lateral sliding;. ',0,00`° feet •❑ override? 4/1 Loading i Wog Axial;O.OQO kips/ft Wu Axial; 1600 kips/ft : Equivalent fluid pressure (EFP); 0.®3©: kcf Sloping backfill surcharge; 0:000: kcf EFP; ' 0.030 kcf �Design r' Surcharge; Distance Surcharge P(kips) Description to walI(ft) height(ft) `20;00 Vehicle :. .; 3000'' 0.505 feet. " Input surcharge height; 0 ., feet Summary of lateral loads acting on wall (Cantilevered wall); ... w laterat at top'of wall 0.0152 k/ft W iatmj at bottom of wall; 0.1952 k/ft w iateai at bottom of footing;. 0.2252 k/ft Additional concentrated load at top of wall; 0 OOO� r klff Load type; N/A 'Min. EFP for cantilevered walls designed for restraint,, " 0.055 '__; kcf w lateral at top of.wall; _(Restrains' d wall); w lateral at bottom of wall; (Restrained wall); 0.028 k/ft 0.358 k/ft Uniform lateral load; 0.®000 ksf Seismic/wind Masonry stem design Special inspection? No • . Segment (ft) (ft) t'I t A t I d M d ' C Ua C Ua aX. 0.262 11.625 9 250 " 9.313 0.523 11.625.3 9.313 0.000 1 0.000 to 2.000 ` 3.36 14.30 0.155 2 2:000 to , 6.000 3.36 42.91 1 3- 0.000 to 0.000. 0.00 0.00 Axial load at critical section; Segment; Fa Equation Fb M'semce K column 1 0.371 UBC (7-11) ..0.250 1.353 2 ksi < 2M I j * k * dZ > 2 0.340 UBC (7-11) 0.250 0.441 2 % 3 0.000 UBC (7-11) 0.250 0.000 2 0.017 Segment 1 reinforcinq; 0.146 = 0.631 Ok! 0.371 0:250 "di C Ua C Ua aX. 0.262 11.625 9 250 " 9.313 0.523 11.625.3 9.313 0.000 0.000 ` 0!000". " 0.000 As As min. 0 Vertical reinforcing; xs bars . at 24 . inches o/c 0:155 0.098 Horizontal reinforcing; us bars at .24 inches o/c 0.155 0.098 Combined 0.310 0.279 ' Axial load at critical section; 2.385 kips/ft fa 0.017 ksi Service moment (M); 1.353 ft -kips fb 0.146 ksi < 2M I j * k * dZ > % 12.283 ksi <M/k*j*d> Check unity; 0.017 + 0.146 = 0.631 Ok! 0.371 0:250 Check shear at base of wall: •V 0.631 kips/ft f" 0.006 ksi <VI(j*d*b)> F„ 0.039 ksi allohable <'fm o.a> ' Check dowel embedment into, footing; Dowelsize: #5 bars Idb 15.000 inches < (0:02 * we * X fy)1(fc o s) * db > < ACI 12.5.1 > Reduction factors: 0.700 < ACI 12.5.3a > 0.348 < ACI 12.5.3d > ' lah 3.654 inches Ok! When wall is designed �as restrained -check moment at base of wall during backfill operations, or provide shoring until floor slab is in place. Segment 2 reinforcing; As As mm. Vertical reinforcing; ns ban at 24 " inches olc 0.155 0.098 Horizontal reinforcing; xs bars at 91, inches o/c 0:155 0.098 Combined 0.310 0.279 ' Axial load at critical section; 2.123 kips/ft % 0.015 ksi Service moment'(M); 0.441 -ft-kips fb 0.101 „ ksi fs 6.496 ksi Check unity; 0.015 + 0.101 = 0.449 Ok! 0.340 0.250 Segment 3 reinforcinq As As min. Vertical reinforcing; None at 0 " inches ole 0.000 0.000 . Horizontal reinforcing;. None at 0 : ", inches o/c 0.000 0.000 0 ' Combined 0.000 0.000 Axial load at critical'section; 1.600 kips/ft fa 0.000 ksi Service moment (M); 0.000 ft -kips fb 0.000 ksi fs 0.000 ksi Check unity; 0.000 + 0.000 = 0.000 - Ok! 0.000 0.250 1 tr ❑ Applicable ? 0.015 ksi 0.000 ksi 0:000 ksi 0.045 Ok! 40 Check cantilevered walls to resist lateral forces when inadvertantivsnpported at too M max. 0.000 ftkips 'M max occurs at; 3.420 feet Segment 2 Vertical reinforcing; #6 bars at 1,6 ,_ :, inches o/c Ag 0.330 In d 9250 Inches' ' Axial load at critical section; - 2.123 kipslft fa fb t Check unity;. 0.015 + 0.000 0.340 0:250 ❑ Applicable ? 0.015 ksi 0.000 ksi 0:000 ksi 0.045 Ok! 40 Footing design; Toe length; 1':2®0 inches Safety factor; 3.583 ' Heel length; 1.531 feet Total footing length (L); 42 00 inches Soil pressure; Allowable; 1.456. ksf ksf Footing depth; 12.00 , inches Overturning and soil pressure; Consider ftg depth for gross OTM and sliding ?. No Design overturning moment (OTM); 1.353 ft-kips/ft Ignore footing weight when calculating soil pressure? Yes • Check.stability.and soil pressure; w Arm DLRM WDL 0.000 kips 1.484 ;feet 0.000 ft -kips ' Wig 1.600 kips 1.484 feet 2.375 ft -kips Segment 1 0.262 kips 1.484 feet 0.388 ft -kips ' Segment 2 0.523 kips Segment 3 0.000 kips 1.484 1.484 feet feet 0.777 0.000 ft -kips ft -kips Soil 1.011 kips 2.734 feet 2.763 ft -kips Keyway 0.000 kips 3.000 feet . 0.000 ft -kips Footing _ 0.525 kips 1.750 'feet 0.919 ft -kips ' WDr 2.320 kips ' Mogi min. 4.847 ft -kips WDL + WCL 3.920 kips MDL+MLL 7.222 ft -kips Check safety factor against overturning; MDL min./OTM 3.583 > 1.5 Ok! Eccentricity (e); 0.253 feet [Al2-( M-OTM/ q U6; 0.583, feet L' 4.491 feet [3'U2 -el Resultant is within middle third -of footing Allowed; ' Maximum soil pressure; Minimum soil pressure; 1.456 0.485 ksf ksf 1.500 1.500 ksf [ Wtl/A +6'Wtl'e/A^2 ) ksf esl Footin reinforcement; 7. ' Heel design; Heel length; 1.531 feet Vertical reinforcin s acin ; Reinforcing #5 bars at 24 X48 ° inches o/c incE.es o/c d; 8#OMnches ; Load factor AS 0.078 in`/ft Mu . 1:315 ft -kips 17� ' Or. ; ' 2.758 ft -kips . . Vu Hees 2.109 kips/ft O , 8.160 kips/ft (Concrete strength only) ' Toe design; Toe length; 1.000 feet . Reinforcing; #5 bars at 24 inches o/c Max. soil pressure; 1.456 inches ksf AS 0.155 inl/ft At face of wall; 1.132 ksf _ Load factor Mu 1.145 ft7kips,.:�7� On 5.453 ft -kips . ' Vu Toe 2.199 kips/ft " On 8.160 kips/ft ''(Concrete strength only) ' Longitudinal footing reinforcement: ' 'As required = Area' .002 As min. 1.008 in` 4:`, #s ban . AS 1.240 in` 7 - Lateral sliding;--'. Rtopofwall 0.000: kips/ft'':: 0.000 in ,-:`Min. AS Rbaseorwall 0.631 kips/ft None • at -F'8 inches o/c N/a Calculate WDL ,-frictiion coefficient; Lateral sliding resistance; 0.812 kips/ft For class 5 soils; Lateral sliding resistance 0.000 0.000 kips/ft 'Limited to; 1.160 max (0.5"Wdl) Allowable lateral passive pressure 0.250 ksf/ft depth Consider footing for passive resistance? ves. Lateral passive pressure provided; 0.125" kips/ft [Footing only] Net resistance provided by footing only; 0.937 kips/ft. [Fooling only] • Concrete slab at base of wall ? Slab thickness; .©`00 inches No • Width of slab;OQ ON'feet ❑' Ignore lateral sliding by inspection Resistance "provided by slab; O OO kips/ft Total resistance; 0.937 kips/ft Factor of safety;. 0.000 — Shear key not.required by inspection Shearkey must provide additional; 0.000 kips lateral resistance ' Shear key provides; Calculate equivalent depth of key due to overburden; 0.000 kips lateral resistance Bearing pressure (p) / soil weight; Equivalent depth of shear key; 6.027 feet [Maximum 15'] Allowable passive pressure; 1.507 ksf [at bottom of footing] Allowable passive pressure; 1.507 ksf [at bottom of key] Shear key depth; 0.00 inches Shear key thickness; 1?2 00: inches d 600`` inches Load factor .Mo - 0.000. ft -kips 17 e 'Reinforcing in key; #5 bars at - 48 inches o/c As 0.078 in`/ft Mn, 2.06 ft -kips 1 7 Job; r ' Description; • . Basernepretalmng wall Case 1� 8ft retained IN General data; -r' Wall construction; • Masonry ' 'Configuration; Cantilevered F `v Lateral load type; Soil pressure � Backfill slope; No slope Allowable design stresses; • soil;, of materials (CBC); . user defined. �. User defined; Allowable bearing pressure; 1.500 ksf1 ksf Allowable, passive; 0.250 ksflft depth 025® ksf Lateral sliding coefficient; ' -;` 0.350 Soil weight; Increase allowed for seismiclwind; 0:110,. kcf 1-3;3® Applied? No `Concrete; Masonry; �.. fC ��2 500:; ksi ; Pm 1500` ksi Fy 16o •. ksi FY r6o ksi FS 24.00 ksi -.� 'Es. 29©®000®x', psi . - ` Es 2900'®0®;0.: psi F .*4 m .: :28.235' Flexural. Em 1125000 25.78 n ;Unit " y 0 5, Shear weight • 0135' "kcf Unitweight 0 5. kcf s Ye. -'10 i �, - ` • � ; 100®° r i Wall :data ..Cantilevered wall may use varying -thickness segments Segment;. (ft) _ (ft) Segment.wd, Actual t (in) Actual d(in) Max. d(in) 1 0.000 to 4;:Q0 0.523 u.6zs 9.250 9.250 2 4.000 to 8:00' 0.523 ii.6zs 9.250 9.250 1 3 0.000 to 0.00 0.000 0 0.000 0:000 tZ Segment. ` b d M(ft-kips) 1 363.00. 3.045 2 192.00 0.441 3 0.00 0.000 ' Input user defined wall thickness; 0,00 -'" inches Override wall height,for lateral sliding; Q00 feet ❑ override?. 1 . Loading WDA .Axial; Of®00 r> kips/ft Wi Axial; 1.600 kips/ft Equivalent fluid pressure (EFP); 0030 " kcf Sloping_ backfill surcharge; 0.000 kcf . Design EFP; 0.030 kcf Surcharge; Distance ". Surcharge, . P(kips) . Description to, wall(ft) height(ft) ; Vehicle 0.505 " -. feet Input surcharge height; 0000 feet ' Summary of lateral loads acting on wall (Cantilevered wall); w lateraf at top of wall; 0.0152 k/ft W at bottom of wall; '0:2552 k/ft w iateral at bottom of footing;' , .0.2952 " k/ft ' Additional concentrated load at top of wall;0000 k/ft Load type; N/A Min. EFP for cantilevered walls designed for restraint; ' . ,;0.055:` kcf w lateral at top of wall; (Restrained wall); `0.028 k/ft w lateral at bottom of wall; (Restrained wall); 0.468 " k/ft Uniform lateral load;- �0?0 0't~ . ksf Seismic/wind . Seament 3 reinforcina: Vertical reinforcing; None . Horizontal reinforcing; None v at �0 inches o/c at inches o/c As ' As min. ' 0.000 0.000 0.000 ' 0.000 Masonry stem design .` Special inspection? res • Segment; (ft) (ft) r Or Segment wdl , Actual t Actual d Max. d . 1 0.000 to 4.000 3.36 28.61 0.523 11.625 `.. 9.313 2 4.000 to 8.000 3.36 57.21 0.523 11.625 9:250 9.313 3 0.000 to 0.000 0.00 0.00 0.000 0.000 0:000° ; ` 0.000' r Segment; Fa Equation . Fb MsaPnc K column - 1 0.359 UBC (7-11) 0.500 3.045 2. 2 0.312 3 0:000 UBC (7-11) UBC (7-11) 0.500 0.500 0.441 0.000 .2 2 Segment 1 reinforcing As - As min. Vertical reinforcing; #s bars _ at 6. "; inches olc 0.233 0.098 Horizontal reinforcing; ns oars • at " 24 " :' inches o/c 0.155 0.098 :.' Combined 0.388 0.279' Axial load at critical section; 2.646 kips/ft fa 0.019 ksi Service moment (M); 3.045. ft -kips fb 0.281 ksi < 2M / j " k " dZ > fs 18.732 ksi <MIAS'j'd> ' ' Check unity;. 0.019 + 0.281 = 0.615 Ok! :0.359 0.500 Check shear at base of wall: V 1.081 kips/ft ' f" 0.011 ksi <VI(j'd'b)> Fv 0.039 ksi allowable < fm o.5 > Check dowel embedment info footing; Dowel, size: #5 bars Idly _ 15.000 inches 5 (0.02 " We 7, fy) l (f 0-5) " db > <.ACI 12.5.1 > Reduction.factors: 0.700 < ACI 12.5.3a > ' Idh 0.531 5.573 < ACI 12.5:3d >, inches . ` , Ok! When wall is designed as restrained - check moment at base of wall during backfill operations, or provide shoring until floor slab is in place. Segment 2 reinforcing; A5, As min. Vertical reinforcing; #soars • at 04.. inches o/c 0.155 0.098 . Horizontal reinforcing; us bars at 24 inches o/c 0.155 0.098 Combined 0.310 0.279 Axial load at critical section; 2.123 ; kipstft fa 0.015 ksi Service moment (M); 0.441 ft -kips fb 0.048 ksi fs 4.006 ksi Check unity; 0.015, + 0.048 = 0.144 Ok! 0.312 0.500 Seament 3 reinforcina: Vertical reinforcing; None . Horizontal reinforcing; None v at �0 inches o/c at inches o/c As ' As min. ' 0.000 0.000 0.000 ' 0.000 r,•i Combined 0.000 0.000 Axial load at critical section; 1.600 kips/ft fa 0.000. ksi ' Service moment (M); 0.000 f. -kips .: ; -. , fb fr. 0.000 'd.000 ksi ksi Check unity; 0.000 + 0.000 - 0.000 Ok! 0.000 0.500 . ksi 0.000 r 0.000 ksi 0.049 Ok! Check cantilevered Walls to resist lateral forces When Inadyert6ntl4 Supported at top'- M max. 0.000 ft -kips ` M max occurs at; 4.560 feet Segment 2 Vertical reinforcing; ue liars at `:16" ; .inches olc Ag 0 330 in A 9.250 ; .inches Axial load 'at critical section; . , 2.123 kipstft fa fb fS Check unity; 0.015 + 0.000 0.312 0.500 1 1 v%' 1 Applicable ? 0.015 ksi 0.000 ksi. 0.000 ksi 0.049 Ok! .1 M Footing design; Toe length; r �, .,1,8T inches Safety factor; 3.131 Heel length; 1.865 '.feet Soil pressure; 1.469 ksf Total footing length (L); I W52,10inches Allowable; ksf Footing depth; inches Overturning and soil pressure; Consider ftg depth for gross OTM and sliding ? No Design overturning moment (OTM); 3.045 ft-kips/ft Ignore footing weight when calculating soil pressure? res Check stability and soil pressure; w Arm DLRM Wog 0.000 kips 1.984 feet 0.000 ft -kips i WCL 1.600 kips 1.984 feet 3.175 ft -kips Segment 1 0.523 kips 1.984 feet 1.038 ft -kips Segment 2 .0.523 kips 1.984 feet 1.038 ft -kips ' Segment 3 0.000 kips 1.984 feet 0.000 ft -kips Soil 1.641 kips 3.401 feet 5.581 ft -kips Keyway 0.000 kips 3.833 feet 0.000 ft -kips Footing 0.867 kips 2.167 feet 1.878 ft kips ' WpL 3.554 kips Mpg min. 9.534 ft -kips Woi + WLL . 5.154 kips MoL+MLL 12.709 ft -kips Check safety -factor against overturning; Mpg min./OTM 3.131 > 1.5 Ok! Eccentricity (e); 0.291 feet [A/24 M-OTM/ W) U6; 0.722 feet 5.626 feet [3'U2 -el Resultant is within middle third of footing Allowed; Maximum soil pressure; 1.469 ksf 1.500 ksf [ Wtl/A +6'Wtl'e/A^2 i ' Minimum soil pressure; 0.509 ksf 1.500 ksf M Footing reinforcement;., Heel design; Verticaf"reinforcin spacing; 16 inches o/c ' . Heel length; 1.865. feet Reinforcing 1 #5 bars Ivi at inches o/c -d;, :. 1 f00 inches Load`factor As 0.116 in/ft . ' MU,2.601 ft-kips17 �Me 6.206 ft -kips VU.Heel 3.423 kipslft �Vn 12.240 kips/ft (Concrete strength only) Toe design; The length; 1.500- feet Reinforcing; #5 bars at 16 inches o/c d; Max. soil pressure; 12.QO0t. inches - 1.469 ksf. As 0.233 in2lft At face of wall; 1.077. ksf Load factor Mo 2.560.-ft-kipsa.17A,4r: On 12.269 ft -kips Vu Toe 3:247 kips/ft �V� 12.240 kips/ft (Concrete strength only) ' Longitudinal footing reinforcement; AS required= Area' .002 AS min. 1.664 in` #s bars . AS 1.860 int Lateral sliding; Rcopofwan 0.000 kips/ft 0.000 in Min. A. Rbaseofwall 1.081 kips/ft None at „s18 inches o/c N/a Calculate WDL * friction coefficient; Lateral sliding resistance; 1.244, kips/ft ' For class 5 soils; Lateral sliding resistance 0.000 0.000 kips/ft Limited to; 1.777 max (0.5*Wdl) Allowable lateral passive pressure 0.250 ksf/ftdepth Consider footing for passive resistance? res • Lateral passive pressure provided; 0.222 kips/ft [Footing only] Net. resistance provided by footing only; 1.466 kips/ft [Footing.only] Concrete slab at base of wall ? No Slab thickness; 4000 inches Width of slab; .� 120©0 .` feet (] Ignore lateral sliding by inspection Resistance provided by slab; 0.000 kips/ft Total resistance; 1.466 kips/ft Factor of safety; 0.000 = Shear key not required by inspection Shear key must provide additional; 0.000 kips lateral resistance Shear key provides; 0.000 kips lateral resistance Calculate equivalent depth of key due to overburden; ' Bearing pressure (p) /'soil weight; Equivalent. depth of shear key; 7.455 feet [Maximum 151 Allowable passive pressure; Allowable passive pressure; - 1.864 1.864 ksf ksf [at bottom of footing] [at bottom of key] . Shear key depth;g 40:00 li'6 inches 'Shearkey thickness; 1k2 00, inches d 0$ inches Load factor Mo 0.000 -ft-kips Reinforcing in key; #5 bars at 32 inches o/c AS 0.116 int/ft Mn. 3.07 ft-kips a , 1 . b �J I Job; Description; l3asementrefiainlmg wall, Case1 1'05ft retained' General data;. `:Wall construction;Masonry • Configuration`; . Cantilevered ': . Lateral load type; Soii pressure - Backfill"slope;" No slope. '•Allowable design stresses; ' Soil, Class of materials (CBC); ' user defined User defined; Allowable bearing'pressure; Allowable passive;.,. 1.500 ksf1.500 -0.250 k0ft depth ksf 0 250 ksf . Lateral sliding coefficient; 0.350. 350 ' - Soil weight;'; ; Increase allowed for seismic/wind; 0:110 kcf 1;:3930, R Applied? ` No' Concrete; ` Masonry - i pc',2 Fy. 5 ksi 60 ... �; ksi^ ; fm 100 _ ksi '.. Fy 60 ksi FS 24.00 ksi .; ES 2900000.0,E psi Es- psi m 28.235 '' Flexural ` Em 1125000.. '_ r ; 25.78 Shear Unit weight ®.1;35. kcf ~, Unit weight �®a1.50 kcf We b �J I Wall data Cantilevered wall may use varying thickness segments Segment; (ft) (ft) Segment wdi Actual t (in)' Actual d(in) Max. d(in) 1 0.000 to . 4,,00: 0:523 ii.6zs .9.250 9.250 2 '4.000 t0< a 10.50 0.850 11.625 �❑ 9.250 9.250 3 0.000 to Ox00 0.000 0 0.000 0.000 ". ,Segment; b*d2 M ft-ki 's 1 363.00 6.623 2 192.00 1.693 3 0.00 0.000 Input user defined wall thickness; 0; OOH inches Override wall height for lateral sliding;10,00 „ ". feet ❑ override? Loading WDA :Axial;000, kips/ft WLR Axial; 1fi00 �' kips/ft �. Equivalent fluid pressure (EFP); 0:030 Alf kcf Sloping backfill surcharge; .. 0.000 kcf Design EFP; 0.030 kcf t Surcharge; Distance . Surcharge P(kips) Description ' ' to WOO) height(ft) Vehicle�3 0®�0� ",,. O Input surcharge height; 0.505 ' feet feet. Summary of lateral loads acting on wall (Qantilevered wall); =, w late,; at top of wall; 0.0152 k/ft w latera, at bottom of wall; 0.3302 k/ft W weral at bottom of footing 0:3702 k/ft Additional concentrated load at top of wall; 0=000 , = k)ft Load type; N/A ...Min. EFP for cantileyered'walls designed for restraint; 0,.05,5 kcf w lateral at top of wall; (Restrained wall); 0.028 k/ft ' w lateral at bottom of wall; (Restrained wall) - 0.605 k/ft Uniform lateral load; ksf Seismic/wind `O OOOOF; Masonry stem design Special inspection? ves • Segment; (ft) _(ft) r Or Segment wd, Actual t Actual d Max. d 1 0.000 to 4.000 3.36 28.61 0.523 11:625 9 250 9.250 2 4.000 to 10.500 3.36 75.09 0.850 11.625 9 250 9.313 3 0.000 to 0.000 0.00 0.00 0.000 0.000 0:000` : 0.000 Segment; Fe Equation Fe M58Nce K column 1 0.359 UBC(7-11) 0.500 6.623. 2 2 0.267. 3 0,000 UBC (7-11) UBC (7-11) 0.500 0.500 1.693 2 0.000 2 Segment 1 reinforcing As As min: Vertical reinforcing; #6 tars • at` 8 inches o/c 0.660 0.098 Horizontal reinforcing; its tars • at 24"g inches o/c 0.155 0.098 Combined 0.815 0.279 Axial load at critical section; 2.973 kips/ft fa 0.021 ksi Service moment (M); 6.623 ft -kips fb 0.428 ksi < 2M / j k * d� > fs 15.145 °ksi <M/AS*j*d> Check unity; 0.021 + 0.428 = 0;914 Ok! 0.359 0.500 Check shear at base of wall: V 1.813 kipslft . ' f� 0.019 ksi <VI(j*d-*b)> F,; 0.639 ksi allowable < fm os > . Check dowel embedment into footing; . Dowel size: #6 bars ldh 18.000 inches < (0.02 * yre ' X.* f,)(f� 0'S) * db > < ACI 12.5.1 > Reduction factors: 0.700 < ACI 12.5.3a > ldh 0.429 5.407 < ACI 12.5.3d > inches Ok! When wall is designed as restrained - check moment at base of wall during backfill operations, or provide shoring until -floor slab'is in place: Segment 2 reinforcing: As As min. Vertical reinforcing; 1 ns tars'. L - at � 24 inches o/c 0.155 0.098 Horizontal reinforcing; #s bars at .24 inches olc 0.155 0.098 Combined 0.316 •0.279 . Axial load at critical section; 2.450 kips/ft fa 0.018 ksi Service moment (M); 1.693 ft -kips fb 0.183. ksi ' % 15.374 ksi Check unity; 0.018 + 0.183 = 0.432 Ok! ' 0.267 0.500 Segment 3 reinforcinq ' As As min. .. Vertical reinforcing; None ' at M,O inches o/c 0.000 0.000 Horizontal reinforcing; None �. at inches o/c 0.000 0.000 1 07 1 Combined 0.000 .0.000 Axial load at critical section; 1.600 kips/ft % 0.000 ksi Service moment (M); 0.000 ft -kips : fb 0:000 ksi fs 0.000 ksi Check unity; 0.000 + 0:000 - 0.000 Ok! 0.000 0.500 o e t 07 ❑Q Applicable ? 0.018 ksi 0.362 ksi 19.638 ksi 0.790 Ok! (PIV Check cantilevered walls to resist lateral forces when inadvertantly supported at top; M max. 4.459 ft -kips M max occurs at; 5,985 feet Segment 2 Vertical reinforcing; #6 bars ' at s `16. ° inches o/c Ag 0.330 in d MR inches Axial load at critical section; 2.450 kipsKt fa fb fs Check unity; 0.018 + 0.362' 0.267 0.500 1 ❑Q Applicable ? 0.018 ksi 0.362 ksi 19.638 ksi 0.790 Ok! (PIV Overturning and soil pressure; Consider ftg depth for gross OTM and sliding ? ivo Design overturning moment (CTM); Footing design; Ignore footing weight when calculating soil pressure? res Toe length; 28<00 , inches Safetyfactor; .1 3 14 Check stability and soil pressure; Heel length; 9 2.531" `feet Soil pressure; 1.380 ksf ' Total footing length (L); Footing depth; ES 70;00 inches Allowable; ksf Arm 16:00 , inches Overturning and soil pressure; Consider ftg depth for gross OTM and sliding ? ivo Design overturning moment (CTM); 6.623 ft-kips/ft Ignore footing weight when calculating soil pressure? res Check stability and soil pressure; w Arm DLRM WDL 0.000 kips 2.818 feet 0.000 ft -kips WLL 1.600. kips 2.818 feet 4.508 ft -kips Segment 1 0.523 kips 'Segment 2.818 feet 1.474 ft -kips 2 0.850 kips 2.818 feet 2.395 ft -kips Segment 3 0.000 kips 2.818 feet 0.000 ft -kips Soil -2.924 kips 4.568 feet 13.354 ft -kips Keyway 0.000 kips 5.333 feet 0.000 ft -kips Footing 1.167 kips 2.917. feet 3.403 ft -kips Wog 5.463 kips Mpg min. 20.626 ft -kips WDL + WCL 7.063 kips MoL+MLL 25.135 ft -kips Check safety factor against overturning; MOL min./OTM 3.114 > 1.5 Ok! Eccentricity (e); 0.296 feet [A/2-( M-OTM/ W] U6; 0.972 feet U; . 7.862 feet [3'U2 -e] Resultant is within middle third of footing Allowed; Maximum soil pressure; 1.380 ksf 1.500 ksf [ Wtl/A +6'Wtl'e/A^2 ] Minimum soil pressure; 0.642 ksf 1.500 ksf Footing reinforcement; Heel design; Vertical reinforcing spacing; 8 inches o/c ' •Heeldength; 2 531 feet Reinforcing#5 bars at s �24� inches o/c d; e ,. 12 ,00 r inches Load factor AS 0.155 " in` /ft - MU,, 6.290 ft-kips a��1�7 ' �Mn 8.243 ft-kips Vu Heel. 5.831 kips/ft On - .12.240 kips/ft (Concrete strength only) ' . Toe design; Toe length; 2.333 feet Reinforcing; #6 bars at 8 inches o/c di' 1p200®. ° inches AS 0.660 in'/ft 1 Max soil pressure; 1.380. ksf' . At face of wall; 0.970 ksf ;Load factor MU 5.752 ft-kips17 . �Mn 33.334 ft`kips "'. Vu roe.. 4.660 kipsfft On .12.240 kips/ft. . '(Concrete strength only) Longitudinal footing reinforcement; AS required = Area' .002 AS min, 2.240 in` ' 8 us pars . AS 2.480 in`. ' Lateral S'lidin'g; Rmeorwail 0.000 kipslft Min. As 0.000 in ReaseorWa�, 1.813 kipslft clone at 18 inches o/c Nla Calculate WpL `friction coefficient; Lateral sliding resistance; 1.912 kips/ft ' ^ For class 5 soils Lateral sliding resistance 0.000 0.000 kipslft Limited to; 2.732 max (0.5`Wdl) Allowable lateral passive pressure 0.250 ksf/ft depth Consider footing for•passive resistance? Yes . • Lateral passive pressure provided; 0.222 kips/ft [Footing only] Net resistance provided by footing only; . ' 2.134 kips/ft [Footing only] Concrete slab at base of wall ? Slab thickness;inches No Width of slab; 1 ZOt)0 , feet Ignore lateral sliding by inspection Resistance providedby'slab; 0.000 kips/ft Total resistance; 2.134 kips/ft Factor of safety; 0.000 — Shear key not required by inspection Shear key must provide additional; 0.000 kips lateral resistance Shear key provides; 0.000 kips lateral resistance •' Calculate equivalent depth of key due to overburden; Bearing pressure (p) I soil weight; , Equivalent depth of shear key; 8.514 feet [Maximum 151. Allowable passive pressure; 2.129 ksf . [at bottom of footing] Allowable passive pressure; 2.129 ksf [at bottom of key] - Shear key depth; 0:00 inches ' Shear key thickness; d 1!2 00 inches gg , inc hes 6fi00�` .: Load factor M„ '0.000 ft -kips Reinforcing in key; #5 bars at 24 inches o/c AS 0.155 in`Ift Mn - , 4.06 ft -kips ' Job, Description;landscape 4, retaini gmwa,,jI,ll 'Cas 2 x4`ft retained ..a General data;. a Wall construction; Masonry Configuration, F . cantilevered ' Lateral load type; soil pressure Backfill slope; , No slope . Allowable design stresses; Class of ni'aterials (CBC); User.defined `; User defined; Allowable bearing, pressure; - ;. M ` Allowable ' 1:500. ksf ::1:50® ksf 025® passive; 0.250 ksf/ft depth ksf Lateral sliding coefficient; , ' 0.350_, ®0 • ' Soil weight; ` d: Increase allowed for seismic/wind; 0:1.1,0 , kcf 1 339 Applied? f- No. Concrete; Masonry;. fc25®0. ' ksi fm x1`50`0 ksi Y . FY ' bo _ ksi Fy 6o , ksi F5 :24.00 ksi Es29®000®�® . psi. I Es 290®®©DO �., psi ` m 28.235' ' . A.Em 1125000 Flexural , n 25.78 0 850 Shear 'Unit weight 0.1.35. kcf ,Unit weight 0�50� kcf �.; Ye Wall data -Cantilevered wall may use varying thickness segments Segment; (ft) (ft) Segment wdi, Actual t (in) Actual d(in) Max. d(in) 1 0.000 to 12200 0.262 ii.bzs 5.813 .9.250 2 2.000 to 0.00 0.262 ii.ers 5.813 9.250 3 0:000 to 0:®0 0.000 0 0.000 0.000 Segment; b*d2 M(ft-kips) 1 363.00 0.441. 2 192.00 0.070. 3 0.00 0.000 Input user defined wall thickness; 0 00 inches . Override wall height for lateral sliding <0.00 feet '❑ override? 1 Loading_ _. 1NoL:Axial;, 0.000 kips/ft ' WLL IAxial; , &'0f000 kips/ft 003® Equivalent fluid pressure (EFP); kcf Sloping backfill surcharge;, 0.000 kcf Design,EFP; 0.030 kcf Surcharge;, Distance Surcharge , P(kips) Description' to wall(ft) . height(ft): Vehicle0,0��. Input surcharge height; 0.505 'feet feet <O..00�i ' Summary of lateral loads acting, on wall (Cantilevered wall);. w 1ate,i at top of wall; 0.0152 klft W iate,i at bottom of wall; . 0.1352 k/ft ' w ate�i at bottom of footing; Additional concentrated load at top of wall;klft 0.1652- k/ft Load type; N/A Min. EFP for cantilevered walls designed for restraint; def.. 0.055 ,,;,, . kcf w lateral at top ,of wall; .(Restrained wall); 0.028 AM W lateral at bottom of wall; (Restrained wall); 0.248 k/ft Uniform lateral toad; �.0©000� ksf : Seismic/wind 1: . .Masonry stem design Special inspection? No Segment; (ft) (ft) r h'/r Segment wdi Actual t Actual -d Max. d - 1 0.000 to -2.000 3.36 14.30 0.262 11.625 5$81°3 9.313 2 ' 2.000. to 4.000 3.36 28.61 0.262 11.625 5°81:3 9313 3 0.000 to 0.000 0.00 0.00 0.000 0.000 `O:000 0.000 1 Segment; Fa Equation Fb Md� K column 1 0.371 UBC (7-11) 0.250 0.441 2 2 0.359 UBC (7-11)' 0250 0.070 2 3 0.000 UBC (7-11) 0.250 0.000. 2 Segment 1 reinforcing As As min. Vertical reinforcing; ns bars • at 24,. inches.o/c 0.155 0.098 Horizontal reinforcing; ns pars • at 24 inches o/c 0.155 0.098 Combined _ 0.310 0.279 Axial load at critical section; 0.523 kips/ft " fa 0.004 ksi Service moment (M); 0.441 ft -kips fb 0.101 ksi < 2M / j * k * dZ > fs 6.496 ksi <M/A$*j*d> Check unity; 0.004 + 0.101 • = 0.414 Ok! 0.371 0.250 Check shear at base of wall: V 0.301 • -kips/ft f� 0.005 ksi <VI(j«d*b)> . F, 0.039 ksi allowable < pm os > ' Check dowel embedment into footing; 'Dowel size: #5 bars IM 15.000 inches < (0.02 * ye * X * f,) / (fc °.5) * db > < ACI 12.5.1 > Reduction factors: 0.700 < ACI '12.5.3a> 0.184 < ACI 12.5.3d > ' Idh 1.933 inches Ok!. When wall is designed as restrained - check'moment at base of wall during backfill operations, or provide shoring until - floor slab is in place. Segment 2 reinforcing; As As min. r - Vertical reinforcing; xs bars at 24 ' inches o/c 0.155 0.098 Horizontal reinforcing; unbars at 24 inches olc 0.155 0.098 - Combined 0.310 0.279 ' Axial load at critical section; 0.262 kips/ft fa 0.002 ksi Service moment (M); 0.070. ft -kips fb 0.016 ksi fs 1.035 ksi �> Check unity; 0.002 + 0.016 = 0.070 Ok! 0.359 0.250 Segment 3 reinforcing; ' As As min. Vertical reinforcing; None atMinchesolc inches o/c 0.000 0.000 Horiiontal reinforcing; None at • 0.000 0.000 l 1 Combined 0.000 0.000 Axial load at critical section; 0.000 kipslft fa 0.000 ksi Service moment (M); 0.000 ft -kips fb .. 0.000 ksi fs 0.000 ksi Check unity; 0.000 +. 0.000 = 0.000 Ok! 0.000 0.250 1 Check cantilevered walls to resist lateral forces when inadvertently supported at too: ❑ Applicable ? ' M max. 0.000 ft-kips { M'mex'occursat; 2.240 feet Segment Vertical reinforcing; xs bars at inches olc A$ .0155 in d 58'1;3''"' inches Axial load at critical section; 0.262 kips/ft fa 0.002 ksi fb 0.000 ksi % 0.000 ksi Check unity; 0.002 + 0.000 0.005 Ok! 0.359 0.250 1 1' t . r Footing design; r, Toe length; 6 00 . inches _ Safety factor; 2.766 " Heel length; 0.531 Total footing length (L); RE ,24 00: Ainches feet Soil -pressure; Allowable; 0.795 ksf ksf Footing depth; 1r2 00��, .inohes Overturning and soil pressure; Consider ftg depth for gross OTM and sliding ? No Design overturning moment (OTM); 0.441 ft-kips/ft Ignore footing weight when calculating soil pressure? res Check stability and soil pressure; w Arm DLRM WOL 0.000 kips 0.984 feet 0.000 ft -kips WLL 0.000 kips 0.984 feet 0.000 ft -kips Segment 1 0.262 kips 0.984 feet 0.257 ft -kips Segment 2 0.262 kips Segment 3 .0.000 kips 0.984 0.984 feet feet 0.257 0.000 ft -kips ft -kips Soil 0.234 kips 1.734. feet .0.405 ft -kips Keyway 0.000 kips 1.500 feet 0.000 ft -kips Footing 0.300 kips 1.000 feet 0.300. ft -kips ' Woo 1.057 kips MDL min. 1:220 ' ft -kips Wog+WILL 1.057 kips MDL+MLL 1.220 ft -kips Check safety factor against overturning; MDL'min./OTM 2.766 > 1.5 Ok! . Eccentricity'(e); 0.263 feet [A/2-( M-OTM/ WJ U6; 0.333 feet 2.212 feet [3'U2 -el Resultant is within middle third of footing .. Allowed; . Maximum soil pressure; Minimum soil pressure; 0.795 •0.038 ksf ksf 1.500 1.500 ksf [ Wtl/A + 6*Wtl*elA^2 i ksf r Footing reinforcement; Heel design; Verticalr6inforcina s acro ;. - 24 inches o/c -, Heel length; 0.531 feet , Reinforcing#s baa � at ay -y7, i s;F � 48 �`� a' inches o/c d; 800 ,' inches Load factor As 0.078 in/ft _. Me . �Me 0.106 2.758 ft-kips1rT ft -kips Ve Heed 0.533 kips/ft: V 8.160 kips/ft (Concrete strength only) " • Toe design, Toe length; 0.500 feet Reinforcing; #5 bars at 24 inches o/c T d. Max. soil pressure; 58.00.0 inches ksf AS 0.155' in`/ft 0.795 At face of wall; 0.615 ksf Load factor Me 0.156 'ft -kips On 5:453. ft -kips VU Toe 0.599 kips/ft �Vn 8.160 kips1ft (Concrete strength only) Longitudinal footing reinforcement; As required = Area .002 As min.. 0.576 in` _. 2 #sbars • AS 0,620 in! Lateral sliding, Rt000rW�i 0.000 kipslft" Min. AS 0.000 in l Rbawofwall 0.301 kips/ft None at : X18:. ; inches olc N/a Calculate Wot' friction coefficient; Lateral sliding resistance; 0.370 kips/ft For class 5 soils; Lateral sliding resistance 0.000 0.000 kips/ft Limited to; 0.528 max (0.5'Wdl) Allowable lateral passive pressure • 0.250 ksf/ft depth Consider footing for passive resistance? res • Lateral passive pressure provided; .0.125 kipslft [Footing only] . Net resistance provided by footing only; 0.495: kips/ft [Footing only] Concrete 'slab at base of wall ? . No • Slab thickness; 4000 inches Width of slab; 1,2: -feet - ❑ Ignore lateral sliding by inspection Resistance provided by slab; 0.000 kipslft Total resistance; 0.495 kips/ft Factor of safety; 1.646 Ok! Shear key must provide additional; -0.044 kips lateral resistance Shear key provides; 0.000 kips lateral resistance Calculate equivalent depth of key due to overburden; Bearing pressure (p) I soil weight; Equivalent depth of shear key; 4.804 feet [Maximum 151 Allowable passive pressure; 1.201 ksf `{at bottom of footing] Allowable passive pressure; 1.201 ksf [at bottom of key] Shear ke de th; -0:00 °.' inches Y P . , , Shear key thickness; 1200 , inches d 6.00: inches Load factor -: Mo v' 0.000 ft-kips Reinforcing in key;. #5 bars at 48 inches o/c A, 0.078 in` /ft Mn 2.06 ft-kips 1 1 ' Job; a , Description; l antlscape retaining wally Case 2 6ft,retamed • to " General data;, _. Wall wrist `uction; N : Masonry V' Configuration, Cantilevered Lateral load type;' Soil pressure .. Backfill slope;,. No slope Allowable desigh sfresses; ,. j ^ Class of materials (CBC); # user defined 'w User defined; Allowable bearing pressure; t .l 1.500 ksf 1500 E; , ksf Allowable passive; . • i 0.250 Asflft depth 0 250 ksf t , Lateral sliding coefficient;; 0,350035®. Soil weight; Increase allowed 0110 ' 1;:330 kcf ` Applied? for seismic/wind; r . No :. 'Concrete; Masonry, . ... r ksi:: - fm -1 500 "" : ksi .. . - ,1 ' Fy , •t ' 60 • ksi Fy 60 7' ksi FS 24.00. ksi ES. "m 290®®00"0 psi ES 2900000® psi r : 28235 i Em 1125000. • 0 9®® Flexural n 25.78. , Shear': Unit weight '� 0.135'kcf Unit weight 0.115® kcf, ry_ We` . 1.s00r0" - • �, { ` 1..000 i 1Wall � data Cantilevered wall may use varying thickness segments Segment;' (ft) -. (ft) Segment wd, ;Actual t (in) Actual d(in) Max. d(in) 1 0.000 to 2.00 0.262 ii.6zs. 9.250 9.250 2 2.000 to . ' 6.0® 0.523 5.813 9.250 - . ' 3 0.000 to 0!0® 0.000. c 0.000 0.000 ° * 2 Segment; b d - M(ft-kips) . ' 1 '363.00 1.353 2 ' 192.00 0.441'. 3 0.00' 0.000 ' Input user defined wall thickness; x000 inches Override wall height for lateral sliding; 0.0© feet ❑ override? ' Loading WOE, Axial;' 0 000 kips/ft WLL Axial; 0 000 kips/ft e `- Equivalent fluid pressure.(EFP);0 030 ., kcf Sloping backfill surcharge; 0.000 kcf `Design EFP; 0.030 kcf Surcharge; Distance Surcharge P(kips) Description . to wall(ft) , height(ft) OR 2000 Vehicle 30©0 �:� ' 0.505 feet Input surcharge height; 0.00© feet Summary of lateral loads acting on wall (Cantilevered wall); w iaterai at top of wall; 0.0152 k/ft w,ate�i at bottom of wall; 0.1952 k/ft W iate,i at bottom of footing; 0.2352 k/ft ' Additional"concentrated load at top of wall;. 30 ' k/ft Load.type; N/A • Min. EFP for cantilevered walls designed for restraint 0+055 kcf wlateral.af top of,wall; (Restrained wall); 0:028 k/ft w lateral at bottom of wall; (Restrained wall); 0.358 k/ft ;Uniform lateral load; 0:00®0• ksf. "Seismic/wind Masonry stem design ' Special inspection?. No • ' Segment; (ft) (ft) r h'/r Segment wdi Actual t Actual d Max. d 1 0.000 to 2.000 3.36 14.30 0.262 11.625 9.250' 9.313 2: 2.000 to 6.000 3.36 42.91 0.523 11.625 51813 9.313 �N 0.000 3 0.000 to 0.000 , 0.00 0.00 0.000 0.000 w 0.000. Segment; Fs Equation Fb M.Mco K column 1 0.371 UBC (7-11) 0.250 1.353 2 ' 2 0.340 3 0.000 UBC (7-11) UBC (7-11) 0.250 0.250 0.441 0.000 2 2 Segment 1 reinforcing; As As min. Vertical reinforcing; xs bars at . T inches olc 0.155 0.098 Horizontal reinforcing; #s Wars • at 24 inches o/c 0.155 0.098 Combined 0.310 0.279 ' Axial load at critical section; 0.785 kips/ft fa 0.006 ksi Service moment (M); 1.353 ` . ft -kips fb 0.146: ksi <2M1 j' k fs 12.283 ksi < M / Ae * j * d > Check unity; 0.006 +- . 0.146 _ 0.600 Ok! 0.371 0.250 Check shear at hase of wall: V 0.631 kipslft i f" 0.006 ksi <VI(j"d'*b)> F, 0.039 ksi allowable < pm ''. Check dowel embedment into footing; Dowel size:, .#5 bars • Idh 15.000 inches <(0.02 " y,e *.a, * fy) / (fca-s) * db > <ACI 12.5.1 > Reduction factors: 0.700 < ACI 12.5.3a> . 0.348 < ACI 12.5.3d'> Idh. 3.654 inches Ok! When wall is designed as restrained -check moment at base of wall during backfill operations, or provide shoring until floor slab is in place. Segmenf 2 reinforcing; As As min. ' Vertical reinforcing; #s bars at 241 inches o/c 0.155 0.098 . Horizontal reinforcing; ns bars at X24• inches o/c 0.155 0.098 Combined 0.310 0.279 ' Axial load at critical section; 0.523 kips/ft fa 0.004 ,ksi Service moment (M); 0.441 ft -kips fb 0.101 ksi fs 6.495 ksi Check unity; 0.004 + 0.101 = 0.415 Ok! ' 0.340 0.250 Segment 3 reinforcing; As As min. Vertical reinforcing; None at . `0 inches olc 0.000. 0.000 . Horizontal reinforcing; None at 40 inches o/c 0.000 0.000 tC7 1 Combined 0.000 0.000 Axial load at critical section; 0.000 kips/ft fa 0.000 ksi Service moment (M); 0.000.. ft -kips . ,.: fb 0.000 ksi 1 f.,0.000 ksi Check unity; 0.000 + 0.000 - 0.000 Ok! 0.000 0.250 1' i 1• .1 i 1 1� 1 . tC7 ❑ Applicable ? 0.004 ksi 0.000 ksi 0.000 . ksi 0.011 Ok! Check cantilevered walls to resist lateral forces when inadvertantly supported at top; M max: 0.000 ft -kips M max occurs at; 3.420 feet Segment 2 Vertical reinforcing; #5 bars o at 24'n . , inches o/c As '0155 in ' d 5*813 inches Axial load at critical section; .0.523- kips/ft f, fb fs Check unity; 0.004 + 0.000 - 0.340 0.250 1 r ❑ Applicable ? 0.004 ksi 0.000 ksi 0.000 . ksi 0.011 Ok! Footing design; Toe length; 1.2:00 ' , inches Safety factor; 3:103 Heel length; 1.198 Total footing length (L);= 38 00 ` feet inches Soil pressure; Allowable; 0.888 ksf ksf' Footing depth; 16 00' inches Overturning and soil pressure; ' Consider ftg depth for gross OTM and sliding? . No Design overturning moment (OTM); 1.363 ft-kips/ft Ignore footing weight when calculating soil pressure? Yes • Check stability and soil pressure; w Arm DLRM WDA 0.000 kips 1.484 feet" 0.000 ft -kips WCL 0.000- kips 1.484 ` feet 0.000 ft -kips Segment 1 0.262 kips 1.484 feet 0.388 ft -kips ' 'legment2 0.523 kips Segment 0.000 kips 1.484 ;' 1.484 feet feet 0.777 0.000 ft -kips . ft -kips Soil •0.791 kips 2.568 - feet 2.030 ft -kips Keyway 0.000 , kips 2.667 feet 0.000 ft -kips Footing 0.633 kips 1.583 feet 1.003 ft -kips ' Wor 2.209 kips MDL min. 4.198 ft -kips WDL + WLR 2.209. kips MDL+Mu 4.198 ft -kips ' Check safety factor against overturning; Mpg min./OTM 3.103 > 1.5 Ok! Eccentricity (e); 0.295 feet [A/2-(M-OTM/ q U6; 0.528 feet 3.864 feet [3'U2 -e) Resultant is within middle third of footing Allowed; Maximum soil pressure; 0.888 ksf 1.500 ksf.. [ Wtl/A + 6'Wtl'e/A^2 ] ' Minimum soil pressure; 0.107 ksf 1.500 ksf r, i Footing reinforcement; Heel design; Vertical reinforcing spacing; 24 inches o/c Heel length; 1.198 feet Reinforcing #5 bars at 48 inches o/c d; 12.00 inches Load factor As 0.078 in`lft, Ma 0.805 ft -kips 7; 4Me` .4.153 ft -kips Vu Heel 1.751 kips/ft z vn 12.240 kipsift (Concrete strength only) ' -Toe design. Toe length; 1.000 feet Reinforcing; #5 bars at 24 'inches o/c ' d; Max. soil pressure; 1`2€000. 0.888 ., inches ksf AS 0.155 in /I At face of wall; 0.658 ksf - Load factor Me 0.689 ft -kips ' �Mo 8.243 ft -kips Vu Toe 1..314 - . kipsift �Vo 12.240 kipsift (Concrete strength only) ' Longitudinal footing reinforcement; As required = Area *..002 As min.. 1.216 in` 4 <7a #s bars - AS 1.240 in` ?''' Lateral sliding; . Rmpofwall 0.000 kipslft Min. As 0.000 in ' Rbaseotwail 0.631.;kipslft None at :1(inches o/c Nla Calculate Wog' friction coefficient; ' Lateral sliding resistance; For class 5 soils; 0.773 kips/ft Lateral sliding resistance 0.000 0.060 kips/ft Limited to; 1.104 max (0.5'Wdl) Allowable lateral passive pressure. 0.250 ksf/ft depth Consider footing for passive resistance? yes • ' Lateral passive pressure provided; ' 0.222 kips/ft [Footing only] Net resistance provided by footing only; 0.995 kips/ft [Footing only] Concrete slab at base,of wall ? No • ' Slab thickness; 4Q00 HE, inches Width of slab; X112%OOO -feet ❑ Ignore lateral sliding by inspection Resistance provided by slab; 0.000 kips/ft Total resistance; 0.995 kips/ft, ' Factor of safety; 1;577 Ok! Shear key must provide additional; -0.049 kips lateral resistance Shear key provides; 0.000 kips lateral resistance ' Calculate equivalent depth of key due to overburden; Bearing pressure (p) / soil weight; Equivalent depth of shear key; 6.341 feet [Maximum 15'] Allowable passive pressure; 1.5f35 ksf [at bottom of footing] . Allowable passive pressure; 1.585 ksf [at bottom of key] Shear key depth, O:QO inches Shear key thickness; 1F2 00 inches d 600 inches Load factor Mo 0.000. ft=kips 17 Reinforcing in key; #5 bars at 48 inches 6/c . AS 0.078 in'/ft Mo 2.06 ft -kips ?''' y , '.: 2 Job,Description; Landscape retaining avail .Case 8ft.retainetl . :.. Ge,neraf data;`:.. Wall construction; Masonry Configuration;' Cantilevered `Lateral load type; , soil' pressure ' . Backfill slope No slope Allowable design stresses; S. _ Class of materials (CBC); user defined User defined; ' Allowable bearing pressure; Allowable passive; 1:500 ksf 0.250: ksflft depth 1 50® ^' 0250 ksf; ksf , Lateral sliding coefficient; 0:350 r Soil weight; _ forseismic/wind; 0.110 kcf 1:330 Applied? y No Increase allowed • r 'Concrete; ; .. -Masonry; P� . s. 0"' kSl f m 1 500 ksi FY - 60 ksl': Fr 60 • ksi FS 24.00 ksi ES_ : 29®®0®®0 :psi- t Es.29000000` psi , t m i- 28.235 ,.. :_ : En, 1125000 09®0, � nexural n 25.78 '4 : ®;850 Shear `•' Unit weight kcf �'. �Unitweight We ®.150 R kcf; 10® i ' r` q .1 Wall data Cantilevered wall may use -varying thickness segments Segment; (ft) (ft). Segment wdi Actual t (in) Actual d(in) Max. d(in) ' 1 0.000 to x. . 0.523 ii.6zs 9.250 9.250 2 4.000 to 8.00 0.523 ii.6zs 9.250 9.250 3 .0.000 to : 0.0© 0.000 0 0.000 0.000 Segment b*d2 M(ft-kips) . ' 1 2 363.00 192.00, 3.045 0'.441 3 0.00 0.000 Input user defined wall thickness; :.0:00 inches . ' Override wall height for lateral"sliding; ®:00, _� feet El override? 1 Loading , Wog Axial; . O'OQ.O kipslft WLL Axial;' 0 000 kips/ft Equivalent fluid pressure (EFP); 0.03©. , :, kcf . ,Sloping backfill surcharge; 0.000 kcf Design EFP; 0.030 kcf Surcharge; Distance, - . Surcharge P(kips) .. Description to wall(ft), - height(ft) - 2�000"�`"� Vehicle- �3 00,0 ; :' 0.505 _ feet Input surcharge height; :0:00.0 feet - Summary of lateral loads acting on wall (Cantilevered wall); ' W lateral at top of: wall; 0.0152 k/ft W lateral at bottom of wall; 0.2552 k/ft W late,, at bottom of footing; . ` 0.2952 k/ft Additional concentrated load at top of wall; O'n0®0, k/ft Load type; N/A ' Min. EFP for cantilevered walls designed for restraint; t ,10055 . ; kcf w lateral at top of wall; (Restrained wall); w lateral at bottom of wall; (Restrained wall); 0.028 k/ft 0.468 k/ft Uniform lateral load; ksf Seismic/wind 1 '• Masonry stem design Special inspection? ves • ' Segment; (ft) (ft) r h'/r Segment wdl Actual t Actual d. Max. d 1 0.000 to 4.000 3.36. 28.61 0.523 11.625 9A250 9.313 . 2 4.000 to 8.000 3.36 57.21 0.523 11.625 '9.250-; 9.313 , 3 0.000 'to 0.000. 0.00 k 0.00 0.000 0.000 , 0.000-.. 0.000 . Segment; Fa Equation Fb vice K column 1 0.359 UBC (7-11) 0.500 3.045 2 2 0.312 UBC (7-11) 0.500 0.441 2 3 0.000 UBC (7-11) 0.500 0.000 2 Segment 1 reinforcing; As As min. Vertical reinforcing;. #s ears • at 1:6 inches o/c 0.233 0.098 Horizontal reinforcing; .. #s tars • at 24 inches olc 0.155 0.098 Combined 0.388 0.279 ' Axial load at critical section; 1.046 'kipsfft fa 0.008 ksi Service moment (M); 3.045 ft -kips fb .: 0.281 ksi < 2M 1 j ' k * dZ > fs 18.732 ksi <MIA,*i'd> Check:unity; 0.008 + 0.281 0.583 Ok! 0.359 0.500 Check shear at base of wall: V 1.081 kips/ft . fl,0.011 ksi <V/(j*d*b)>' Fv 0.039 ksi allowable . < fm os > ' Check dowel embedment•into footing; , Dowel size: #5 bars ldh .15.000 inches < (0.02 * we * X. * fy) P(f d os) * db > < ACI 12.5.1 > Reduction factors: ' 0.700 < ACI 12.5.3a > - 0.531 <ACI ,12.5.3d> Idh 5.573 inches' Ok! When wall is designed as restrained - check moment at base of wall during backfill operations, or provide shoring until floor slab is.in place.'. Segment 2 reinforcing; A, As min. ,r Vertical;reinforcing;. us tars at; 24 inches'o/c 0.155 0.098 Horizontal reinforcing;. #stars at . 24 inches o/c 0.155 0.098 Combined 0.310 0.279 Axial load at critical section; 0.523 kipsfft fa 0.004 ksi Service moment (M); 0.441 ft -kips . fb 0.048 ksi fs 4.006 ksi Check unity; 0:004 + 0.048 _ = 0.107 ' Ok! .0.312 _ 0.500 Segment.3 reinforcing; . ' . As As min. Vertical reinforcing; None at 0 inches olc 0.000 0.000 Horizontal reinforcing; None at A inches olc 0.000 0.000 Combined 0.000 0.000 Axial load at critical section; 0.000 kips/ft fa 0.000 ksi Service moment (M); 0.000 ft -kips fe 0.000 ksi ' fs 0.000 ksi Check unity; 0.000 + 0.000 - 0.000 Ok! 0.000 0.500 ❑ Applicable ? 0.004 ksi 0.000 ksi 0.000 ksi 0.012 Oki 117 Check cantilevered walls to resist lateral forces when inadvertantly supported at top; ' M max. 0.000 ft -kips M max occurs at; 4.560 feet Segment 2 Vertical reinforcing; us bars at X24 '. , inches olc A8 0155 in ' d 9;250 %` inches Axial load at critical section; 0.523 kips/ft fa fb fs . Check unity; 0.004 + .0.000 — 0.312 0.500 1 i ❑ Applicable ? 0.004 ksi 0.000 ksi 0.000 ksi 0.012 Oki 117 Footing design; .Toe length; R]r 1'8.©0`, inches Safety factor; 3.147 Heel length; -1.865 feet Soil pressure; 1.003 ksf ' Total footing length (L); 5200 -N inches Allowable; ksf' Footing depth; 16E00: , inches Overturning and soil pressure; Consider ftg depth for gross OTM and sliding ? No Design overturning moment (OTM); 3.045 ft-kips/ft Ignore footing weight when calculating soil pressure? res Check stability and soil pressure; w Arm : , DLRM WDr 0.000 kips 1.984 feet 0.000 ft -kips AL 0.000 kips 1:984' feet 0.000 ft -kips Segment 1 0.523 kips 1.984 feet 1.038 ft -kips . Segment 2 0.523 kips 1.984 feet 1.038- ft -kips Segment 3 0.000 kips 1.984 feet 0.000 ft -kips Soil 1.641 kips 3.401 feet 5.581 ft -kips Keyway 0.013 kips 3.833 feet 0.048 ft -kips Footing 0.867 kips 2.167 feet 1.878 ft -kips WDr 3.566 kips . Mor min. 9.582 ft -kips WDL + WLi 3.566 kips MoL*MLL 9:582 ft -kips Check safety factor against overtuming; MDL min./OTM 3.147 > 1.5 Ok! Eccentricity (e); 0.333 feet [Al2-( M-OTMI q U6; 0.722 feet L' ; 5.500 feet [3'U2 -e] Resultant is within middle third of footing Allowed; Maximum soil pressure; 1.003 ksf 1.500 ksf [ WtIIA +6`Wtl`elA^2 i Minimum soil pressure; 0.243 ksf 1.500. ksf q e Footing reinforce Mint;: Heel design; Heel length; 1.865 feet Vertical reinforcing spacing; Reinforcing . #5 barsIvI at 16 jh32 I. inches o/c inches o/c -' d; 12;'®,0 inches Load factor As �a . 0.116 in'/ft MIJ @M" 2.601 6.206 ft -kips ft -kips 17 � . V� Heel 3.423 ' kipsift` OVe 12.240 kips/ft, (Concrete strength only) ' Toe design; Toe length; 1.500 feet Reinforcing; #5 bars at 16 inches o/c d; 12 OOr0 inches AS 0.233 iOft t Max. soil pressure; 1.003 ksf At face of wall; 0.729 ksf Load factor Me 1.744 ft -kips �Mo 12.269 ft -kips Vu roe 2.209 kips/ft �Vo 12.240 .- kips/ft (Concrete strength only) ' Longitudinal footing reinforcement; AS required = Area ".002 AS min. 1.664 in`, ns ban . AS 1.860 in` 1 ' Lateral sliding; Rt.p fW�i 0.000 kipslft =' Min. AS 0.000 in ' Rea5eotwall X1.081 kips/ft.. None at 18 inches o/c Nla Calculate WDL friction coefficient; Lateral sliding resistance; 1.248 kips/ft ' For class 5 soils; Lateral sliding resistance, 0.000 0.000 kips/ft Limited to; 1.783 max (0.5'Wdl) Allowable lateral passive pressure . 0.250 ksf/ft depth - ' Consider, footing for passive resistance? res Lateral passive pressure provided; 0.222 kips/ft [Footing only] Net resistance provided by footing only; 1.470 kips/ft [Footing only] Concrete slab at base of wall ? No • Slab thickness; 4:000 =. inches Width of slab; 12.!)i)0` feet' ❑ Ignore lateral sliding by inspection 'Resistance provided by slab; 0.000 " kipslft Total resistance; 1.470 kips/ft Factor of safety; 1.360 No good! Shear key required! Shear key must provide additional; 0.151 kips lateral resistance Shear key provides; 0.157 kips lateral resistance ' Calculate equivalent depth of Ivey due to overburden; Bearing pressure (p) / soil weight;. Equivalent depth of shear key; 7.482 feet [Maximum 15] Allowable passive pressure; 1.870 ksf [at bottom of footing] ' Allowable passive pressure; 1-.891 ksf [at bottom of key] . Shear key depth; 1.00., inches Shear key thickness;12 d 00 .>. inches inches Load factor Ma _ 0.011 ft -kips Reinforcing in key; #5 bars at 32 inches o/c AS 0.116 in11ft ' M, 3.07 ft -kips . 1 7 Yl Job, Description; Landscape retaimingwallCase 2=1'©:5ft retained, . General data; ' Wall construction; Masonry ,Configuration; Cantilevered Lateral load type; . v soil pressure' ' ..T- •Backfill B ackfillslope; No slope r` Allowable design stresses; •Soil, _ Class of materials (CBC); _ user defined I User defined; Allowable `beanrig'pressure;° 1:500 ksf150® ksf ' Allowable passive; 0;250 ksf/ft depth ®25® ksf - . Lateral sliding coefficient; 0.350 '' 0 35;0 -._,Soil weight; �MITOkcf Increase'allowed for seismic/wind; Applied? No . •.Concrete; Masonry; fc 12 5®0 ksi pm�� ksi FY . 60 . ksi Fy Asi FS 24.00 ksi Es,-' 29®®.OQ®® psi Es29000000, . psi m 28.235 , _. ` ' Em 1125000.. ' ` . Q.900 Flexural n 25.78 `= • , ®;8 0 Shear Unit weight 0.135 kcf Unit weight 0.1350 kcf 9 we ,�, 4 . 1 7 Yl 1.6 1. Wall data Cantilevered wall may use varying thickness segments • Segment; . (ft) (ft) Segment wd, Actual t (in)'.,' Actual d(in) Max. d(in) ' 1 0.000 to4:®0 0.523 ii.6zs 9.250 9.250 2 4.000 to 1:0,.5;0 "" 0.850 ii.6zs 9.250 9.250 3 0.000 to O,OQ 0.000 0 0.000 0.000 Segment; b*d? M(ft-kips) 1 363.00 6.623 2 192.00 1.693 3 0.00. 0.000 Input user defined wall thickness; ,0,00 inches Override wall height for lateral sliding; 0.0® feet O override? 1` . Loading WDL Axial;: Ot0®0 _' kips/ft WLL Axial; 0M.00 kips/ft Equivalent fluid ressure (EFP); 9 P ( ), 0.030, kcf Sloping backfill surcharge; 0.000kcf Design EFP; 0.030 kcf Surcharge; Distance'. Surcharge _ P(kips) Description to wall(ft)' height(ft) 2100© ., Vehicle3OO;Q 0.505 feet Input surcharge height; . Bf000- feet Summary of lateral loads acting on wall (Cantileveredwall); w iacei at top of wall; 0.0152 k/ft w iaierai at bottom of wall; 0.3302 k/ft wiacerai at bottom 'of footing.- 0.3702 k/ft .Additional concentrated load at top of wall;0 000,, k/ft Load type; I N/A Min. EFP for cantilevered walls designed.for restraint. OE055 , kcf w lateral at top of wall; -(Restrained wall); 0:028 k/ft w lateral at bottom :of wall; (Restrained wall); 0.605 k/ft Uniform lateral load;�O,000 0 .. ksf Seismic/wind i 1 . Masonry stern design Special inspection. ves. • , Segment; (ft) (ft) r h'/r. Segment wdi Actual t Actual d Max. d 1 0.000 to 4.000 3.36 28.61 0.523 11.625 9250 9.250 2 4.000 to 10.500. 3.36 75.09 0.850 11.6252n ' 9.313 3 '.0.000 to 0.000 0.00 0.00 0.000 0.000 0;000' 0.000 Segment;', Fa Equation Fb MUMS K column 1 0.359 UBC (7-11) 0:500 6.623 2 2 0.267 UBC (7-11) 0.500. 1.693 2. .3 0.000 UBC (7-11) 0.500 0.000 2. Segment 1 reinforcing As As min. Vertical reinforcing; ue ban at 8 inches olc 0.660' 0.098 ' Horizontal'reinforcing; #s bars at `724 g inches o/c 0.155 0.098 . ' Combined. 0.815 0.279 Axial load at critical section; 1.373 kips/ft fa 0.010 ksi Service moment (M); 6.623 ft -kips fb 0.428 ksi < 2M./ j' k ` d2.> fs 15.145 ksi <MIA- *j"d> ' Check unity; ; . 0.010- + 0.428 = 0.88.3 Ok! 0.359 0.500 Check shear at base of wall: ' V 1.813 kips/ft f, •0.019 ksi <V/(j."d`b)> Fv 0.039 ksi allowable < pm 0.5 > Check dowel embedment into footing; Dowel sizer #6 bars Idh 18.000 inches <(0.02"y,e"X f,)1(P.05)`db> < ACI 12.5.1> Reduction factors: 0.700 < ACI 12.5.3a,> 0.429 < ACI 12.5.3d > ' lah 5.407 inches Ok! When wall is designed as restrained - check moment at base of wall during backfill operations, or provide shoring until floor slab`is in place. Segment 2 reinforcing; As As min. Vertical reinforcing; #s bars at 24 inches o/c 0.155 0.098 Horizontal reinforcing,:- #s bars at. 24 inches o/c 0.155 0.098 Combined 0.310 0.279 ' Axial load at critical section; 0.850 kips/ft fa 0.006 ksi Service moment (M); 1.693 ft -kips fb 0.183 ksi fs 15.374 ksi r . ' Check unity; 0.006 + 0.183 = 0.389 Ok! 0.267 0.500 ` Segment 37einfbrci.ng; As As min. Vertical reinforcing; None at 0 inches O/c 0.000 0:000 Horizontal reinforcing; None at 0 ` " inches o/c 0.000 0.000 Combined .0.000 0.000 Axial load at critical section; 0.000 kips/ft fa 0.000 ksi moment (M); 0.000 ft-kips == fb 0.000 ksi 'Service fs 0.000 ksi Check unity; 0.000 + 0.000 . = 0.000 Ok! 0.000 0.500 1 ❑ Applicable ? 0.006 ksi 0.000 ksi 0.000 ksi 0.023 Ok! 1,0 4- Check cantilevered walls to resist lateral forces when inadvertantly supported at top; M max. 0.000 ft -kips M max occurs at; 5.985 feet Segment 2 Vertical reinforcing; #6 bars at 16, inches olc ' A8 0.330 in' d 9:25,0 inches Axial load at critical section;0.850 kipslft fa fb fS Check unity; 0.006 + 0.000 - 0.267 .0.500 1 - j 1 ' t ❑ Applicable ? 0.006 ksi 0.000 ksi 0.000 ksi 0.023 Ok! 1,0 4- (D�? Footing,design;: Toe length; "` 2400 inches Safety factor; 3.258 Heel length; Total footing length (L); 2.865feet 1,0.00 inches -Soil pressure; Allowable; 1.200. ksf ksf Footing depth; 161004 inches Overturning and soil pressure; ' Consider ftg depth for gross OTM and sliding ? No ' Design overturning moment (OTM);: 6.623 ft-kips/ft Ignore footing weight when calculating soil pressure? Yes • Check stability and soil pressure; w Arm DLRM WDA 0.000 kips. 2,484 feet 0.000 ft -kips WLL 0.000 kips 2.484;-. feet 0:000 ft -kips Segment 1 .0.523 kips 2.484'• feet 1.300 ft -kips Segment 2 0.850 kips 2.484 ` feet . 2.112 ft -kips ' Segment 3 0.000 kips . 2,484: feet 0.000 ft -kips Soil 3.309, kips .4.401. feet 14:561 ft -kips Keyway 0.038 kips 5.333 feet 0.200 ft -kips . Footing 1.167 kips 2.917 feet 3.403 ft -kips WDA 5.886 kips MDL min. 21.576 ft -kips WDA +. WLL 5.886 . kips MDL+ML*L ' 21.576 ft -kips ' Check safety factor against overturning; MDLmin./OTM 3.258 >: 1.5. Ok! Eccentricity (e); 0.376 feet [Al24 M-OTM/ M U6; 0.972 feet U ; 7.621 feet [3*Wwei Resultant is within middle third of footing Allowed; Maximum soil pressure; 1.200 ksf 1.500 ksf [ Wtl/A +6'Wtl'elA^2 ' Minimum soil pressure; 0.418 ksf 1.500 ksf .1 _x (D�? Footing reinforcement; ' Heel design; '` . Vertical reinforcin sacro ; 8 inches o/c Heel length; 2.865. . feet Reinforcing #s bars . at :. X24 ;.. inches o/c d; 12 ©0 inches Load factor AS 0.155 in`/ft M, . 8.056 8.243 ft -kips ft -kips 11f Vu Heel 6.599 kips/ft �Vn . 12.240 kips/ft (Concrete strength only) . Toe design; Toe length; 2.000' feet Reinforcing; #6 bars at 8 inches o/c - d;�12 Max. soil pressure; 0004 inches. 1:200 ksf AS 0.660 in`/ft At face of wall; -- 0.885 ksf Load factor - Mu. 3.722 ft -kips - t -kips 33.334 33.334 ft kips . Vu Toe 3.543 , kips/ft �Vn 12.240 kips/ft (Concrete, strength only) ' Longitudinal footing reinforcement; AS required = Area' .002 AS min. ° 2.240 , ins t3= , #s bars • A$ 2.480 in` ' Lateral sliding; Rtouorwaii 0.000 kips/6 Min. AS -0.000 in Rb. seorwal� 1.813 kips/ft None at 1`8' inches o/c N/a Calculate Wo' `friction coefficient; Lateral sliding resistance; 2.060 kips/ft For class 5 soils Lateral sliding resistance 0.000. , , 0,000 kips/ft Limited to; 2.943 ., max (0.5`Wdq Allowable lateral passive pressure 0.250; ksflft depth ' ' Consider footing for passive resistance? Yes Lateral passive pressure provided; 0.222 kips/ft [Footing only] Net resistance .provided by footing only; 2.282 kipslft [Footing only] Concrete slab at base of wall ?.. $lab thickness; No . • "4,0inches Width of slab; feet ❑Ignore lateral sliding by inspection Resistance provided by slab; 0.000 kips/ft . Total resistance; 2.282 kipslft Factor of safety; 1.259 No good! Shear key required! Shear key must provide additional; 0.437 kips lateral resistance t Shear key provides; Calculate equivalent depth of key due to overburden; 0.581 kips lateral resistance Bearing pressure (p) / soil weight; Equivalent depth of shear key; 9.173 feet [Maximum 151 Allowable passive pressure; 2.293 ksf [at bottom of footing] ' Allowable passive pressure; 2.356 ksf. [at bottom of key] Shear key depth; - 3.,00. inches Shearkeythickness; 12:0,0 inches d inches Load factor Ma . 0.124 ft kips ,17F+ .� Reinforcing in key; #5 bars at 24 inches o/c As 0.155 in` /ft .. Mn 4.06 ft -kips 4 k