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041-620-050
NOTES 3 RESIDENTIAL PERMIT NO. 041-620-050 04-1943 DRAPER & DORVILE, q< -CASA SIERRA VISTA, PARADISE Colt: NORTH COAST DRYWALL , NEW SINGLE FAMILY 11 SPECIAL CONDITIONS 11 SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER Y - OFFICE COPY Address �(�f( caSc CHECKED BY GAS ! Meter By l/V /7_ Date ELECTRIC Meter By 7 Date JOB FINALED (Date) 2' % Signature'`�� DESCRIPTION OF INSTALLATION 1. ROOF ..... .................. ................ .......... Brand Thickness (inches): ............ ................................... Thermal Resistance ............. 2. CEILING iatt or Blanket Brand Name: ..... .............. . . Thickness Thermal Resistance Loose Fill Type: . ............ Brand Name:; ... ... ....................... i . 4 . ............... Minimum Installed Weight/ft :::::::::$0::::lb Minimum Thickness::::::::::::::.. .............. ::::::::::Anches Manufacturer's installed weight per square foot to achieve Thermal Resistance ............ ... 8' 3. EXTERIOR WALL Frame Type: ...... A. Cavity Insulation ................... ......... ........ ..... ........ Material: Brand Name:::':�':1':':*:': .. ........ ............. Thickness (inches)::::::::..::3:a . ZA:4j/4:::::M Thermal Resistance (R-Value):::::::::':— 4 B. Exterior Foam Sheathing ................................... Brand Thickness (inches)::::::::::::::::::: ........................................................ Thermal Resistance (R -Value): ....................................................... 4. RAISED FLOOR Material::, ...... Brand Name: Thickness (inches): Thermal Resistance ........... S. SLAB FLOOR/PERIMETER ...................... M ....... aterial: ...................... Brand Name: *"""*: ........ ......... ........ Thickness (inches): ....... Thermal Resistance .. .. .................. Perimeter Insulation Depth ........................ ........................................ 6. FOUNDATION WALL ................................ .......... . ... ........ .............................................. Brand Name:::::::::::::':::::::: •........... Thickness Ouches): ............................. Thermal Resistance ....................................................... DECLARATION I hereby certify that the above insulation was installed in the building at the above location in conformance with the current EnerV Effwkncy Standards for resident' (Title 24, Part 6, California Code of Regulations) as indicated on the Certificate of Compliance, we app"Pbl. ........... ............................................................................ . .... . . .... 4:::::4 ... id .... ......... .... ............ .. ......... . ... ... .. . ......... . . . .... ............. . .. .. ...... ...... ...... .... . . . .. ... OHM: . .......... ............... Item Number's Signature and Date Installing Subcontractor (Co. Name) or ............................. .......................... General Contractor (Co. Name) or Owner ...................... ....................... ...................... ......................... Item Number's Signature and. Date Installing Subcontractor (Co. Name) or General Contractor (Co. Name) or Owner wt:,..` 9 1 6685283► PA Certificate, of Con'formance Certificate 0 5 2 7 3 6 THIS IS Cthat the glued laminated umber products identified with a collective mark of �- EngIneerod ed Wood Systems (EWS J were manufactured in and associated specifications indicated below: . accordance with the appl►caDle standards 'r ANSI Standard A190.1-1992. For Wood Products - Structuraf Glued Laminated Timber NER-486 Glued Larrninwed Tir--ber 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 s er glued !aminated timber members -. were produced in a manufacturing facility subject to regular audits in accordance atilt the Eng/ne e Waod 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 verify conformance to industry standards for lumber grade and glueline bond quality r /.s 1.6 ry c,6 -IM %1y 7.Ko5:7 r 7-11zC rX TWA C-� -10z5 i� �� �s � � -t✓ ��•'€� w goo •,� . SEAL 3 by y` Ttir+�+.ae /_ WiOiart�nnn_.. 10 L 'Y tthaaaa finlEtxs 1100 E. 20th St ArtLane Ch«o,CA95928 Contractor Safes Phone 530/342.5335 6NCnv�6REo nopD SYSMUSisa r.i.eea cumor.ran o} wHt _ THE 8 Pax 5301343-f 158 701 I South 191h 3teet - vO. hex t t7pp . T.eom♦ YVA 1:t5/ � t •p700 T�.MeM: (253) 5 --MOO • Fir Number: (253) b$5.7ag5 l IV - I-.. w,, r , 91668s2832-02 APA; Certificate ofConformance Certificate 0 5 2 7 3 6 THIS IS TO CERTIFY that the glued laminated timber products identified with a collective mark of �- Engineered Food Systems (EYS) were manufactured in accordance with the applicable and associated specifications indicated below: standards ANSI Standard A190.1-1992, For Wood Products - Structural Glued Laminated Timber NER-486 Glued LatTl]rta:ed Timber Combinations And 'GAP - Computer Program For Determining Design Stresses AITC 717-93 - Manufacturing - Standard Specifications For Structural Glued Laminated Timber Of Softwood Species IT IS HEREBY CERTIFIED that the APA EWS trademarked structural glued _faminated timber members were produced in a manufacturing facility subject to regular audits in accordance witr. the E"" ' erect Wood Systems (E'WS) Quality Assurance Program. Routine audits include inspection of the ranufacturing process and evaluation of the in -plant OA program with adequate sampling to verify conformance to industry standards for lumber grade and glueline bond quality /,5 r 5 ry c,6-1�i irc� 7.K,*, -f 7 7 -Mc G 4 W0. 7 W 0 •;���'`oaPaa�� z SEAL44 40IN 651 3 by rl,i,...ae !_ lAliOialrt�ern_, CE 7J -7W SCBUILDE Art Lane Contractor Safes EhGevL�EREO *110D Sti'STEAMS s a ra aeeQ co portion of AA[ — THE E 701ISoutn t9ly, S"61 - p,0 -SBM 51766 -T -C-111, WA RMII.07oo T�oI+eM: (253) 565-tf000 Far n�nd�er: i?S3) 56S 7465 r�✓'v�L- 1100 E. 201h SL Chico ,CA 95928 Phone 530/342.6335 Fax 530i34;.1158 J=OK 0 = Not OK =Not Applicable = Not Ready DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s 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;-/ /" L 'ft. / P Nat. or/ /" L "ft./ P LPG 7. Well Clearance & Disconnect t 8. Utility Clearance 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings Date 12. Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s Card B-1 Date Card B-1 1. Zoning Requirements -Setbacks -Easements Card B-1 Date Card B-1 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 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche Date 12. Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PERMANENT END SYSTEM (ONLY) Card B-1 Date Card B-1 1. Zoning Requirements -Setbacks -Easements Card B-1 Date Card B-1 2. Footings; Size -Spacing -Marriage Line 3. Blocking 4. Gas; MH Test -Demand -Valve 5. Electricity; MH Test 6. Water; MH Test 7. Water and Sewer Connected 8. Gas and Electricity Tagged 9. Exits 10. License Decals 11. Verify #'s with Office Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks, Girders and/or Joists -Decking -Bracing -Stairs -Rails ' 4. Wood Awn.; Posts-Beams-Rftrs-Connectors Shthg-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric > 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses t 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings i 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date POOLS (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes-Enclosures-Panelboards-Ins. to Main Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche 12. Enclosure; Fencing -Alarms Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 ..� .- .� .-.. 3...M lw -tip :��M.: .. � �.� ... •.. J=OK D = Not OK = Not Applicable . = Not Ready F_F-jZ_nj,RESIDENTIAL (Single & Duplex) I Date FRWING (Continued) 47. _Hangers -Post Caps -Anchors -Connectors 4157 Cling. Joist-Rftr. Ties- Purl in- Roff Brac.-Truss-Shting.-Rtng. 49. Fireplace Ties or Type A Flue -Fireplace Throat Clearance rAttic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 1. Bdrm. Windows or Exiting Doors -Sill Ht. &Duns Date UNCJRRFJ.00R (Plans) OK except #'s.- '2' F ain; Soils-Elec. Grad'/ /" Ftg. Depth _ . F�arage; Soils-Steel-Elec. Grnd.-/ /" Ftg. Depth � � 7N 4 , Porches & Decks; Soils -Steel-/ /" Ftg. Depth 4a. Hpld Downs and Special Anchors 7. Slab, Steel -Wrapped 8.Piers- Fireplace Ftg.-Steel DW.V.; Fall -Fitting -Test -2 Way C/0 -Sewer Test V,, Gas Pipe; Size Anchors -Yard Gas Piping; Size Test Water Pipe; Test -Anchors -Regulator -Service Test 12. ectric Underground ,lenums & Ducts; Clearance -Material -Support -Ins. irders-Sills-Anchor Bolts-Joists-Vents-Crippies Access & Ventilation 16. Insulation Date Card B-1 W Date Card B-1 Date Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except #'s Water Htr.; Vent -Access -Combustion Air Baffle ater Pipe; Test & Anchor -Nail Protection .V.; Test Fittings & Anchor -Nail Protection Shower Pan; Test, First Floor -Tub Access 21 est Tub & Shower, Second Floor -Tub Access 2., Gas Pipe; Sixe & Anchors 23. Fire Sprinkler; Test Date Card B-1 % Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s _,Fixture & Transformer Clearance -Ins. Protection .,Elec. Receptacles Spacing -Lights & Switches at Doors 6. §jze Boxes & No. of Conductors Stapled Comex Installed Close to Edge of Studs & C.J. 2 . quip. Ground made up w/Mech Fasteners -Bond Gas & Water 9. 2 Appliance Circuits in Kitchen & Conductor Size GFI 2tf Subfeed Wire Size/ /ga. Cu or AI-A.C. Wire Size/ /ga Cu or Al 31. Range Circle/ /ga Cu or AI -Oven Circ. / /ga Cu or Al Insulated Neutral ❑ Yes ❑ No 32_Z'ervice-Riser Conductors & Ground Main Disconnect 3 ui . Clearances Panels-Motors-Mech. Equip. 4. Clothes Closet Light -Shower Light -Spa Light 5. Smoke Detector Date Card B-1 P-/,( Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s C. Ducts Insulation & Support Vent Fan, Exhaust above insulation . condensate Drain & Overflow, Size & Grade 2urnace-Vent Access -Comb. Ait-Return Air Vent 115 Outlet 0. Attic Access & Platform if Furnace in Attic Date Card B-1 Ag -0-7- Date Card B-1 Date Card B-1 - Date Card B-1 Date FRAMING (Permit) OK except #'s -41' Sills Proper Materials & Anchors 421 -Walls Studs -Nailing Spacing & Braces -Plates -Sound 45- Bearing Walls over Girders & Floor Nailing 4 Draft Stop in Walls (rat proof) Fre Stops, Furred Ceilings -Stairs -Chasers -Tubs 4 Headers & Beams -Size & Bearing 52,Garage Fire Protection Framinj:ZC C�JeJi el -2 /,1 W� 63. property Line Firewall & Openings r Ext. Doors -One 3' -Check Garage 3rd Storv. 2 Exits 55. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 56. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 57. Siding-Nailina Veneer 58. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 59. glazing Area -Glass Protection -Skylights -Plastic Ito w/ Shear Walls; Nailing -Bolts 61. Brace Interior/Exterior Wall Panels 62. Insulation -Walls -Ceilings 63. Infiltration -Walls -Windows Date Card B-1 41 -T -Date Card B-1 Date Card B-1 Date Card B-1 Date FINA ans) O cept #'s 64' Ext. -Door & Sidelight Prdtection- Land ings oke Detector 66. Furnace Vents -clearance -Comb, Air -Connector - Above Floor- DucTsMech. Protection Sizes & or Stove, 73.-KeFixt. & Appliance; Gr ir-Gap-CdokOrg Clearance 74.E c. Outlets & R ept c e t Kit.,G>ounter 75. Garage Fire or, Sw -Lan -Clo 7&-<C. Dyo in Garage -Damper 77. tr.; Vents -Clearance -Comb. Air Connector in Garage; Above Floor-Mech. Protection 7 : Elec. & Mech. Eauio. Listed for Location 7@yX4et -Receptacles in Garage (F.F.I.)-Romex Protection 80. Insulation -Foam -Looked in Attic 8 uard Rails & Deck Construction -Post Caps 82. . VBents & Crawl Hole Door Dra ood- Earth _ Clearance Looked under Floor 8 ow' Instld./Drive O Yes O No/Walks O Yes O No/Planters ❑ Yes O No 84. ucco Brown -Finish 8�A .!unit Disconnect, Elect umbing 86-Ve5s Above Roof, Plb ppliance=Fireplac arance to Openings 87 ater Well, Disconnect, Electrical, Plumbing 88. rior c. Trim, G.F.I. Receptacle -Underground 89. 1 ation Throughout House 90. Protection 91. ctions from Previous Inspections 92. Gas Test -Meters Tagged, Gas -Electric 93. Water ewer Connected- o Grade -HD Approval 9 nergy Compliance Certificate -Other Certificates 96,<d -dress Posted 96. Fire Sprinkler Date Card B-1 ff(3 Date Card B-1 Datep -oC-Card B-1 S 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 M. (530) 538-7541 LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is In full force and effect. �t ? License Class 4-I �— License Number: I✓ io Dale: oy Contractor: K1rL*'�N CDQZ A1,41/,tn1, 'OWNER -BUILDER DECLARATION I 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 permit to construct, alter, Improve, demolish, or repair any structure, prior to its Issuance, also requires the applicant for such permit to rile a signed statement that he or she Is licensed pursuant to the provisions of the Contractor's Stale 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 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' 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.). 1 ❑ I, as owner f 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 property who builds or Improves thereon, and'who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' Slate License Law.). ❑ 1 am Exempt under Article 3 of the Business and Professions Code Dale: 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. ❑ 1 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: Carrier: Policy fl: 2 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 provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Date: Applicant: JQ WARNING: Fallure 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. PERMIT NO. BP041943 Issued Date: 04/28/2005 APN: 041-620-050-000 Site Address: 4504 CASA SIERRA VISTA PAR Map Index: Description: NSF (2782) GAR (967) COV (290) Owner: JOHN DRAPER DENNIS DORVILLE PO BOX 1103 PARADISE, CA 95967 530-872-7355 530-877-2644 Applicant: JOHN DRAPER Contractor: NORTH COAST DRYWALL INC. PO BOX 1103 PARADISE, CA 95967-1103 530-228-2255 License #: 552136 Architect: HAWKINS, GARY Engineer: Total Square Ft: 4039 S.F. Valuation: $208,678.00 Census Code: CONSTRUCTION LENDING AGENCY This permit Is hereby to dp'� of I hereby affirm that there Is a construction lending agency for the Resolutions performance of the work for which this permit Is Issued (Sec 3097 Civ.) By: Name: . PERMIT EXPIRES 0 Address: under the applicable provisions of the Butte County Code and/or- - rted above for vyhich fees have been paid.(�i Date: I � 0 ❑ 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 stale 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 to enter upon the above mentioned property for inspection purposes. ^ A Print Name: = ON., ~' ��'/ r1�(�L Signature: Dale: ®'Owner (td" Contractor ❑ Agent for Owner ❑ Agent for Contractor o n u. nm. o ;i ni-lA-nd nn 1 �- (1 BUTTE COUNTY / DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION' ` AND SUBMITTAL REQUIREMENTS l• 24 HOUR INSPECTION#: OROVILLE: (530) 538-7636 • CHICO: (530) 891-2834 OFFICE #: (530) 538-7541 _ A FEE WILL BE REQUIRED AT TIME OFAPPLICA TION **PLE SE PRINT CLEARLY** nYy 110 OWNER Name first Name Addr ss -.., I t0 3 City Pao c rSf� Stat Zip Phone fr7.I Fax 7''� 2 ray E-mail CONTRACTOR Name Address _ %D 3 Address O City Pail 4,9,S State Tli, 9 S c 67 Phone •2Z 2 2S-�_ Fax 71 „ 2-G W Y E-mail Lie. # ZTS/ Fax ARCHITECT/ENGINEER Name 64t4 Address _ %D 3 Address 1370, State City Cly C, Phone 2,2_� Stats ,�• Zip 7917 . Phone U 7 152-- Z7 ®p Subdivision Name Fax E-mail Lot # State License Number /5 APPLICANT NAME Name Address _ %D 3 City QQ� 4 State Zip s. ( Phone 2,2_� Fax E-mail APPLICANT SIGNATURE X For office use only: Zoning Property Address Ll 2 64.0Sic-�. U� f Flood Zone Cross Street SRA WORKER'S COMPENSATION No Occ. Type Const Subdivision Name Map Book Page Lot # Planner Date Approved: PERMIT NO. -) I q ( O'l, - 1p I BIN#741�, I LOCATION B� A V LII - W D Property Address Ll 2 64.0Sic-�. U� f Ci I�Q� Cross Street WORKER'S COMPENSATION Policy Number Carrier if hiring anyone other fan license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name Address Description or Scope of Work: Sq F otage ❑ Structure Built without Permits hrfi( AvtC°h 11 Proposed Change of Occupancy��Ur�� �) , (Note previous use): EXPIRATION OF APPLICATION,— Applications for which a per-':ied will expire one year after the date of �IS� Inew action on an application after -'� titi, 4 A ,and fee will be r uired. p 0 Rv�ti �JtS� P' Ptiti g. 0'1.62 $R 0�5,� i% IgA GPgPP GOP �ti� ,..est by the person who P� �OR� �� P� .c prior to the expiration of the Pei, Go�'� XO _:K has been done. Filing fees, plan chef ��11� 5 %; ecked and other department costs are not refun n .� received by: Receipt M U -� 110 Date; UVLK FUR SUBMITTAL REQUIREMENTS L K TORMBUILDING FORMS\BIdgApplSubRgmts.doc Page 1 of 2 Amount: I `0 U ' SQ ' SRA Sheriff SMIP REV 6-16-04 otal SUBMITTAL REQUIREMENTS The following drawings and specifications must be submitted to the Building Division in order to apply fora permit. INCOMPLETE SUBMITTALS WILL NOT BE ACCEPTED. ALL PLANS MUST BE LEGIBLE AND IN INK. Residential, New, Remodels, Additions, and Accessory Structures: ❑ 1. 3 Site Plans, signed by the preparer. NO GRAPHPAPERI ❑ 2. 3 Complete sets of plans, signed by the preparer. NO GRAPH PAPER! OR 3 Sets Engineered plans (if required) with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 3. 2 Engineered truss details and layouts (if required) (NO FAXES!). ❑ 4. Letter from Engineer or Architect for truss design review. ❑ 5. 2 Energy compliance design and supporting documentation. (Note: Not required for additions to mobile or modular homes.) ❑ 6. 2 Flood Elevation Certificate, wet -stamped and signed (if required). ❑ 7. Detached Accessory Building Form, filled out by the property owner (if required). ❑ 8. Sanitation and site plan approval from the Environmental Health Department. ❑ 9. Metal Buildings: (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. Mobile, Manufactured, or Modular Homes: ❑ 1. 3 Site Plans, signed by the preparer. NO GRAPHPAPER! ❑ 2. 2 Data sheets and installation instruction manual. ' ❑ 3. 2 Marriage line information. ❑ 4. 2 Floor plans. ❑ 5. 2 Engineered Tie Downs or Foundation plans. ❑ 6. Sanitation and site plan approval from the Environmental Health Department. ❑ 7. 2 Flood Elevation Certificate, wet -stamped and signed (if required). Commercial, New, Additions and Remodels: ❑ 1. 4•Site Plans, signed by the preparer. NO GRAPHPAPER! ❑ 2. 4 Engineered plans with wet signature on plans AND 2 sets of stamped and signed calculations, with code analysis. ❑ 3. 2 Engineered truss details and layouts (if required) (NO FAXES!). ❑ 4. Letter from Engineer or Architect for truss design review. ❑ 5. 2 Energy compliance design and supporting documentation (if required). ❑ 6. 2 Flood Elevation Certificate, wet -stamped and signed (if required). ❑ 7. Statement of Intent for Non -heated and A/C (if required). ❑ 8. Metal Buildings: (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. ❑ 9. Letter of intent. ❑ 10. Hazardous Material Form. ❑ 11. Sanitation and site plan approval from the Environmental Health Department. If you have questions or would like additional information regarding this process, contact a Permit Application Assistant at (530) 538-7541. OVER FOR BUILDING PERMIT APPLICATION KAFORMSWILDING F0RMS\B1dgApp1SubRgmts.doc Page 2 of 2 REV 6-16-04 f' COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2140 ` PERMIT APPLICATION DATA SHEET OWNER: ASSESSOR PARCEL NUMB G R Proposed Building Use: Counter Technician: Date: ' Q Mems required in order to apply for a permit. All boxes MUST be checked OR marked NA in order to(a ply. .© 1. Site plans, 3 or 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. 7Z 4. Engineered truss details and layouts in duplicate. No faxes! -51 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., r• ❑ 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.rr7 . .. ........ sion Control Plan Required....................................................................... ........ k .. s.as shown on the attached Schedule of Fees Due Sheet .............................. 01 IC!alifornia of Chico Plumbing permit ............................/......................................... Department of Forestry plan approval paid. Sent by: 24. Planning approval -(A) Use: -PIL(B)Parking: (C) Parcel Check: tj : I'I - tg - off cr ❑ 25. Contact Land Development about _ Improvements, _ Drainage ......................... 26. NPDES Form'............................................................................................ "4- 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. Ower -Builder Verification (_ Given to owner, _Mailed to owner) ..................... 3 Le er of Signature authorization ...................................... :............................. ❑ orded copy of Agricultural Acknowledgment Statement ................................. ❑ nufactured home utility clearance............................................................... ❑ 35. Existing violations and/or expired permits......................................................... ❑ 36. Dee estriction...:...................................................................................... ❑ 37. Grant•Deed,,Q M. Title/Statement of Facts, ❑ Letter from Legal Owner, ❑ Check to H.C.D. $ ❑ 38. Other: v G 6N-4 tkAA4-4a ❑ 39.Other: When issued` Telephone and hold for pickup. r I have been informed of -the above items and requirements for obtaining a building permit. Applicant: �19� Date: 7 / U 1. Index permit application for the ab ve items numbered: Plan Check etter 2. Additional items required ontractor, igngt;ggj�as advised of the above data by o-phone,45mail, ❑ counter, b Date: ntractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by / r Date: Plans reviewed by: Date: Plans approved by: ' x Date :III 1A04= Structural reviewed b : Date: I Structural approved by: Date: Note transfer by: Date: Yellow: Building Division E.M. USE ONLY Piot Plan Attached .� Floor Man Attachad Sent to B.D. ! 6�3 - 0 TO: Buildin tment —0 y 1� 1 FR01lA: Environmental lth ► '�[i SU ECT: Sanitation Clearance Krv)&IL,rc, L)Pr j ot Y), sQ Sic M —D. Ownef Location AP# Plan Approved or: Sewage ®isposai Water Sup y: Public Priv to Well Clearance for elling. Other 1, V _� )+� Cd ar, 6. Q Weld final for: Final clearance 0'. for: NOTE: C� 8/96 COUNTY OF BUTTE j 1 DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE, CA 95965 TELEPHONE (530)538-7541 SCHEDULE OF RECEIPT OF FEES OWNER \ A.P. # o.� V /� � PROPROSED BUILDING USE DATE 1 - l 1 - RECEIPT # REC. �UILDING PERMIT FEES ✓� �( - Balance Due.....................v' ' 1� LW (i U ' --- Additional Fees Due......... ievised Plan Checking Fee.... $HOOL DISTRICT FEES w 0 V (paid at School District Office) (form available after Plan Check) 3. SHERIFF FEES (paid at Building Division) Residential............ X $360.00 =$ �� Un is Commercial (sq. ftg.)..... X $0.03 = $ _ Sq.Ftg. 4. URBAN AREA FEES (paid at Building Division) Residential (per unit)..... X = $ _ # Units Amt. Commercial (Sq. Ftg.).... X = $ _ Sq. Ftg. Amt. 5. RECREATION DISTRICT FEES (paid at Recreation District Office) (form available after Plan Check) 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) 00a7. SRA FIRE INSPECTION AND PLAN CHECK FEE --699:W(paid at Building Division) i P5 9. 8. WATER TENDER FEES BATTALION # $200.00 (paid at Building Division) 9. NORTH CHICO SPECIFIC PLAN (paid at Building Division) Residential Zone X = $ Zone # Units Amt. Commercial (sq. ftg.) ......... X = $ Sq. Ftg. Amt. 10. OTHER n�' 1 At time of permit application, I was advised the above fees are required to be paid prior to issuance of the permit. These fees may be changed during the Ian chec g process. APPLICANT DATE d Pursuant to Government Code Section 66020, ydL are hereby notified that items, 2, 3, 4, 5, 6, 8, 9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original -Building Division Yellow -Applicant Pink -Owner (rev. 2/2003) �` IIII Ili 111 11111 l Ilill 111111 l l illll BfITTE 2!10 AZ�4—io0-71 2�3 AND WHEN RECORDED MAIL TO: COUNTY Recorded I REC FEE 10.00 BUTTE COUNTY BUILDING DIVISION DEC 2 2 2004 OffGnt Records ou y I CONFORM I.00 7 COUNTY CENTER DRIVE BUTTE I OROVILLE, CA 95965 DEVELOPMENT CANDACE J. GRUBBS 1 SERVICES Recorder 1 ROSEMARY DICKSON I Assistant I Mark 09:29AM 19 -Nov -2004 1 page i of 2 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 discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: Date III 1 9107 PROPERTY OWNERS: r State of California County of g(, On :�, ! !'Q. • (2 'f before me, W�i! 1 personally appeared aL personally known to me (or proved to me on the bases of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and Wit by his/her/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) a d executed th Inst ument. WITNESS a a do Ic" N M. DEE PALMER Signature Seal. �� COMM.# 1358088 NOTARY PUBLIC -CALIFORNIA N COUNTY OF BUTTE to /O Comm. Expires June 22, 2006 A.P.# O7/— (42b .,. vC My Description The land referred to herein is situated in the State of California, County of Butte, and is described as follows: PARCEL I: LOTS 4.1 AND 42, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "CASA DEL REY, UNIT NO. 3, A PI ANNED UNIT DEVELOPMENT", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON OCTOBER 31, 2001, IN BOOK 152 OF MAPS, AT PAGES 87, 88, AND 89. THIS. DEED IS MADE AND ACCEPTED UPON THE COVENANTS, CONDITIONS AND RESTRICTIONS AS SET FORTH IN THAT CERTAIN DECLARATION OF RESTRICTIONS RECORDED AUGUST 31, 2000, UNDER BUTTE COUNTY RECORDER'S SERIAL NO. 2000-33726, BUTTE COUNTY, CALIFORNIA AND DECLARATION OF ANNEXATION, RECORDED MAY 3, 2002, UNDER BUTTE COUNTY RECORDER'S SERIAL NO. 2002-23024; ALL OF WHICH ARE INCORPORATED HEREIN BY REFERENCE THERETO WITH THE SAME FORCE AND EFFECT AS THOUGH FULLY SET FORTH HEREIN AT LENGTH AND GRANTEES BY ACCEPTANCE OF THIS DEED APPROVE, ADOPT, RATIFY AND AGREE TO THE TERMS OF SAID DECLARATION. APNS 041-620-049-000 (LOT 41) 041-620-050-000 (LOT 42) PARCEL TI: AN EASEMENT FOR ROAD PURPOSES OVER LOT A, RV STORAGE OVER LOT B, AND SEWER DISPOSAL OVER LOT C, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "CASA DEL REY UNIT #1", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 25, 2000, IN BOOK 149 OF MFIPS AT. PAGES 56 THROUGH 61. PARCEL IH: AN EASEMENT FOR INGRESS AND EGRESS 40 FEET WIDE LYING 20 FEET ON EACH SIDE OF THE FOLLOWING DESCRIBED LINE: ALL THAT CERTAIN REAL PROPERTY SITUATE IN THE COUNTY 'OF BUTTE, STATE OF CALIFORNIA, DESCRIBED AS FOLLOWS: THAT PORTION OF THE LANDS OF ROBERT CONWAY BEING A PORTION OF THE NORTHWEST ONE QUARTER OF THE' NORTHWEST ONE QUARTER OF SECTION 6, TOWNSHIP 21 NORTH, RANGE 4 EAST, M.D.M; AS SHOWN ON THAT CERTAIN RECORD OF SURVEY FOR ROBERT CONWAY, FILED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON NOVEMBER 22, 1985, UNDER BOOK 101 OF RECORD OF SURVEYS, AT PAGE 9, MORE PARTICULARLY DESCRIBED AS FOLLOWS: CONTINUED 49 C/ 5C(3 INTER -DEPARTMENTAL MEMORANDUM COUNTY JUL 0 2 2P64 TO: BUILDING DIVISION, OROVILLE DEVELQpAUNT FROM:I e E-1 11ENVIR. HEALTH, CHICO SERVICES DATE: RELEASE ENV. rALTH HO�LDI ON BUILDING FINAL FOR: OWNER NAME: ) tic SEPTIC: WELL: AP# � ADDRESS/LOCATION: lyT `jl✓�� �)' Comments: (gq'/ GL/memos/releasehold Residential Development Q Q No of Living Mobile Home Units Installation Commercial/Industrial Q :.................. ........ _.................................. :............ ................ .._.... Sq. Footage V Addition/ *Supplemental to (Group R) Conversion Permit # *(No foundation Inspection) ............................................................................................... _.... Deed Restricted Sq. Footage (Attach a signed copy of Deed Restriction and Notice of Limited Use Facility document) rict Identification'No. L/25 0 % / School District certifies that &x lo.3 Sq. Footage (Including Exterior Roofed Areas) Date (Appl' - ant) (Street �)Adress) (Phone Number) (State) has complied with the requirements of Resolution No. representing � / �� square feet. X -0 - School District Representative (Zip Code) r by payment of $ AB 2926 * _ FULL MITIGATION $ Date { Paid by Check #Remarks: � r t' ,.-IN r. Notice: You may protest the Imposition of the fans Identified above by submitting a written protest to the District, in compliance with Government Code Section 66020(a), within 90 days from the date fens aro paid. Failure to submit a timely written protest wlil'prohibit you from challenging the imposition of the hes In any court action. N, subsequent to the School District Representative signing thio Bulb County Schools lmpact Fee Certification Form, the School District Is i notMled by the applicable Local Planning Apsney that this protect Is being nvlewnd under the California Environmental Quality Act (CECft this proisct may be su*d to additional school fees to fully n gatn.ks Impact on the school dbtrlet's schools. White (applicant), Yellow (building department), Pink (school district) feeform.xis (10/03)dmm BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM . MA.h ,4�,' (One form per Building) '�� S� ` No. School District Building Department A.P. Number ow Jurisdiction: City County Property Owner pal 0 � Property Location/Address Subdivision Lot No. Residential Development Q Q No of Living Mobile Home Units Installation Commercial/Industrial Q :.................. ........ _.................................. :............ ................ .._.... Sq. Footage V Addition/ *Supplemental to (Group R) Conversion Permit # *(No foundation Inspection) ............................................................................................... _.... Deed Restricted Sq. Footage (Attach a signed copy of Deed Restriction and Notice of Limited Use Facility document) rict Identification'No. L/25 0 % / School District certifies that &x lo.3 Sq. Footage (Including Exterior Roofed Areas) Date (Appl' - ant) (Street �)Adress) (Phone Number) (State) has complied with the requirements of Resolution No. representing � / �� square feet. X -0 - School District Representative (Zip Code) r by payment of $ AB 2926 * _ FULL MITIGATION $ Date { Paid by Check #Remarks: � r t' ,.-IN r. Notice: You may protest the Imposition of the fans Identified above by submitting a written protest to the District, in compliance with Government Code Section 66020(a), within 90 days from the date fens aro paid. Failure to submit a timely written protest wlil'prohibit you from challenging the imposition of the hes In any court action. N, subsequent to the School District Representative signing thio Bulb County Schools lmpact Fee Certification Form, the School District Is i notMled by the applicable Local Planning Apsney that this protect Is being nvlewnd under the California Environmental Quality Act (CECft this proisct may be su*d to additional school fees to fully n gatn.ks Impact on the school dbtrlet's schools. White (applicant), Yellow (building department), Pink (school district) feeform.xis (10/03)dmm e" AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 C:01 ---'y of Document Recorded 19—ROV-2004 2004-0071283 Has not been compared with original BUTTE COUNTY RECORDER V 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 discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: Date //1.11104 PROPERTY OWNERS: P J0 State of California County of s3U� On \ me, V personally appeared �( I6:1� jE21 ! o/ a"/ 4t-e� 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 he/she/they executed the same in his/her/their authorized capacity(ies), and t by his/her/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) o d executed th cost ument. WITNESS �a a d of ic' DEE PALMER Signature Seal: COMM.# 1358088 NOTARY PUBLIC -CALIFORNIA N ` COUNTY OF BUTTE / 20 Comm. Exeires June 22, 2006 A.P. # 0(7 /— Description The land referred follows: PARCEL I: to herein is situated in the State of California, County of Butte, and is described as LOTS 4.1 AND 42, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "CASA DEL REY, UNIT NO. 3, A PI ANNED UNIT DEVELOPMENT", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON OCTOBER 31, 2001, IN BOOK 152 OF MAPS, AT PAGES 87, 88, AND 89. THIS. DEED IS MADE AND ACCEPTED UPON THE COVENANTS, CONDITIONS AND RESTRICTIONS AS SET FORTH IN THAT CERTAIN DECLARATION OF RESTRICTIONS RECORDED AUGUST 31, 2000, UNDER BUTTE COUNTY RECORDER'S SERIAL NO. 2000-33726, BUTTE COUNTY, CALIFORNIA AND DECLARATION OF ANNEXATION, RECORDED MAY 3, 2002, UNDER BUTTE COUNTY RECORDER'S SERIAL NO. 2002-23024; ALL OF WHICH ARE INCORPORATED HEREIN BY REFERENCE THERETO WITH THE SAME FORCE AND EFFECT AS THOUGH FULLY SET FORTH HEREIN AT LENGTH AND GRANTEES BY ACCEPTANCE OF THIS DEED APPROVE, ADOPT, RATIFY AND AGREE TO THE TERMS OF SAID DECLARATION. APNS 041-620:049-000 (LOT 41) 041-620-050-000. (LOT 42) PARCEL II: AN EASEMENT FOR ROAD PURPOSES OVER LOT A, RV STORAGE OVER LOT B, AND SEWER DISPOSAL OVER LOT C, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "CASA DEL REY UNIT #1", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 25, 2000, IN BOOK 149 OF .........:. MAPS,.:AT. PAGES 56 THROUGH 61. PARCEL III: AN EASEMENT FOR INGRESS AND EGRESS 40 FEET WIDE LYING 20 FEET ON EACH SIDE OF THE FOLLOWING DESCRIBED LINE: ALL THAT CERTAIN REAL PROPERTY SITUATE IN THE COUNTY OF BUTTE, STATE OF CALIFORNIA, DESCRIBED AS FOLLOWS: THAT PORTION OF THE LANDS OF ROBERT CONWAY BEING A PORTION OF THE NORTHWEST ONE QUARTER OF THE NORTHWEST ONE QUARTER OF SECTION 6, TOWNSHIP 21 NORTH, RANGE 4 EAST, M.D.M, AS SHOWN ON THAT CERTAIN RECORD OF SURVEY FOR ROBERT CONWAY, FILED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON NOVEMBER 22, 1985, UNDER BOOK 101 OF RECORD OF SURVEYS, AT PAGE 9, MORE PARTICULARLY DESCRIBED AS FOLLOWS: s 7X7W I LLies Serving Publ,DA�N November 10, 2004 Scott Rutherford Butte County Building Department 7 County Center Drive Oroville, CA 95965 (530) 538-7169 (530) 538-2140 FAX 117 C Street Marysville, California 95901 530/749.2373 fax 530/749.2199. www.willdan.com '. r G SUBJECT: COUNTY OF BUTTE PLAN REVIEW APPROVAL Willdan Project No: 14353-1029 Jurisdiction Job No: 04-1943 Assessor's Parcel No: 041-620-050 Description: Draper Residence, Casa Sierra Vista, Lot 42 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 plans and documents provided for this review that have been found in compliance with the applicable codes are: * Plans: Two (2) copies dated 03/16/04 by Gary Hawkins, Architect k Structural Calculations: Two (2) copies revision dated 10/05/04 by Gary Hawkins, Architect �k Energy Calculations: Two (2) copies dated 05/24/04 by Aaron Klemenok �k Truss Calculations: Two (2) copies by Longfellow Lumber, Inc. The plans have been stamped with the Willdan approval stamp and dated the date of this letter. 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. W I LLDAN Serving Public Agencies 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 Type of Occupancy Type of Construction Sprinklers Stories 1" Floor S Ft 2° Floor S9 Ft Total Sq Ft R-3 dwelling V -N N 2 2872 2872 U-1 V -N N 1 967 967 R-3 cov. porch V -N N 1 290 290 CONDITIONS OF APPROVAL 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 Our plan review reveals no special inspection needs pursuant to CBC 1701. Sincere Isaac Kuster Plans Examiner Ricardo Guzman, S.E. Plan Check Engineer Cc: E-mail Alice Mefford at: amefford@buttecounty.net Gary Hawkins, E-mail to gar ay rch@sbcglobal.net John Draper, PO Box 1103, Paradise, CA 95967 FAX: (530) 877-2644 Page 2 o.f'2 County of Butte Permit Number 04-1943 Willd.an Project Number .14353-1029 <<� �(�rcr.l uruv r v �.rzr�,v rn of � G TO LARRY PAINTER SITE PLA'v REVIEW APPLICATION Date: AP# 7 /' G,� 0- O s o Permit Number (if applicable) . Bin Number -APPLICANTINFORMATION Parcel Size: Owners Name: `A. Owners Address: /A6x Telephone No.: �� -a;�,5� .� Email: Situs Address: J-0�-C°��,` Proposed Use: Residential RL New Single Family Residential ❑ Single Family Addition ❑ Single Family Remodel �.. ❑ Mobile Home 1 ❑ Residential Accessory MEOW❑ Permanent Second Dwelling BUTS CDUN'Y'h' ❑ Temporary Mobile Home (Aunt Minnie) `• ❑ Temporary Travel Trailer JUN 0 3 %"' A ., ❑ Multi -family DEVELOP i'ENT Non-residential SERVICES �. ❑ New Commercial ❑ Commercial Addition ❑ Commercial Remodel ❑ New Industrial ❑ Industrial Addition ❑ Industrial Remodel Other Septic ❑ Well ❑ Agricultural Exempt Building Agricultural Buffer Form ❑ Applicable M N/A ❑ Other: Brief Explanation (if necessary): 9 YZO S i 0 )� C_ D�fi � �, �� �£� C6 DO NOT WRITE BELOW THIS LINE DEVELOPMENT SERVICES INFORMATION (For Staff Use) Approved ❑ Conditionally Approved ❑ Resolve Problems Prior to Approval r Site Plan Stamped Approved By ""' C�`L�9-U� Date 0 Page 1 of 5 ALL ITEMS CHECKED A.'`PP*LY TO THE PROPERTY Parcel Is In: ❑ Snow Load Area: ❑ Land Conservation Act Minimum Acreage: ❑ Verify residence can be built per contract ❑ Nitrate Action Plan (See Environmental Health for standards) ❑ Watershed Protection Overlay Zone (See attached standards and requirements) ❑ Expansive Soils (Test for expansive soils and if verified proper foundation design required) IN SRA - (CDF to determine specific requirements) ❑ 100 -Year Flood Plain: (See attached) • Flood Zone: X • Flood Panel No.: C3 rj 7 S L . Index Date: ❑ Sacramento River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ Feather River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ North Chico Specific Plan (See Development Fees Section and attached standards and requirements) ❑ Chapman/Mulberry (See attached standards and requirements) ❑ Cohasset Area (See attached standards and requirements) ❑ Grading Zone (See attached handout) ❑ Oroville Enterprise Zone Use Requires: ❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit ❑ Minor Variance ❑ Variance ❑ Detached Building Use Form ❑ Encroachment Permit �'�� ❑ Agricultural Worker Affidavit ❑ Agricultural Acknowledgement Statement Zoning: U Applicable Building Setbacks: ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. Page 2 of 5 Zoning Code Streets & Highways Fire Prevention Subdivision Map Front SD G Side S Side Street Rear Height Waterway N/A N/A N/A ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. Page 2 of 5 Applicable Development Fees: Standard Fees Amount Formula . ❑ Fire _ ❑T School* ❑ Parks/Recreation _ ❑ Roads _ ❑ Sheriff ❑ Drainage ❑ NCSP/CSA 87 _ ❑ Chico Urban Area — Road ❑ Thermalito Drainage Area' ❑ Thermalito Urban Area ❑ Other -------------------------------------- Subdivision Map Special Fees ❑. Water Tender ❑ Road Improvement ❑ North Oroville Area ❑ Other (per map) * Check with school district to verify actual fee if pre -.application review. A final determination will be made at the time of the building permit. Parcel Created By ❑ Deeds: Date of Creation: Legal Access Provided: ❑ No ❑ Yes Deed of Reference: Legal Access Required ❑ No ❑ Yes Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Deed Creation: F] No ❑ Yes Comments: ❑ Parcel Deemed to be legal ❑ Verify Legal Parcel ❑ Verify Legal Access ❑ Provide Deed of Creation ❑ Obtain a Certificate of Compliance/Notice of Compliance ❑ Obtain a Merger ❑ Obtain a Lot Line Adjustment ❑ Comply with Old Subdivision Lot Ordinance (Maps recorded prior to Book 17 of Maps Page 23). e ❑ Construct road to: ❑ Meet Parcel size required by zone ❑ Meet current Environmental Health Department requirements Page 3 of 5 'IN Subdivision Map/Parcel Map: Gd�Si� �� L Map Date of Recording: Lot: L 2 ❑ Use Permit/Minor Use Permit Permit Number: Book: )SQ— Page: 8-2 M Date of Approval: Parcel Map/Subdivision Map/Use Permit Conditions -0 Comply with the following Conditions of Approval: j! Attached ❑ None ❑ Meet the Fire Safe Regulations of Butte County and P.R.C. 4290 ❑ Automatic fire suppression sprinkler systems shall be installed in accordance with the National Fire Protection Association Standard for installation of sprinkler systems in one and two family dwellings and mobile homes, NFPA Standard 13D, unless a pressurized community water system, with hydrants that meet the Fire Department specifications, serves the parcel. ❑ Wood stoves and fireplace inserts shall be EPA approved and designed to meet the emission requirements of the California Clean Air Act of 1988, as amended. ❑ Provide an erosion control plan for building and land disturbance. The Erosion Control Plan must be prepared by a registered civil engineer or other qualified professional and be submitted to and approved by the Department of Public Works. ❑ In lieu of a pressurized water system or water storage tank, payment into the appropriate Battalion Water Tender Fund may be required. ❑ Measures shall be taken to control fugitive dust emissions from all driveway and other civil construction associated with residential development. Approved dust control measures are found in the fugitive dust control plan for the site approved by the Butte County Air Quality Management District, a copy of which can be obtained from the Butte County Department of Development Services, Building Division." ❑ Engineered foundations are required. ❑ Class A roofs are required. ❑ Property owners responsible for road maintenance, and stop sign maintenance. 0 U Page 4of5 ,3C w ow ,i 34 - &Wco ' A LOT 41 0.24 ACRESM. Vnq .. 4 0, 484 Qo 4 L. -0 T M I► 2 0.24 ACRES :. 1 c 118.0-0 0 h, :-LOT 43 Y ' 0.24 ACRES' . M s v4-' 3 ,� ; NOTES 1. LOT IMPROVEMENT AND DEVELOPMENT CAN OCCUR AT ANY LOCATION WITHIN THE CONFINES OF EACH OF THE INDIVIDUAL 56 RESIDENTIAL LOTS. 2. NO BUILDINGS OR STRUCTURES SHALL BE ALLOWED WITHIN THE COMMON AREA OF THE P.U.D., EXCEPTING THE RECREATION BUILDING AND STRUCTURES RELATED TO THE PARK AND RECREATION AREAS. 3. IF DURING CONSTRUCTION, ANY ARCHAEOLOGICAL REMAINS ARE DISCOVERED ON SITE, CONSTRUCTION SHALL CEASE AND A PROFESSIONAL ARCHAEOLOGIST SHALL BE CONSULTED AND A FULL EXAWNAT10N SHALL BE COMPLETED. 4. DEER MITIGATION FEES ARE TO BE PAID AT THE TIME OF OBTAINING BUILDING PERMITS IF SUCH FEES HAVE BEEN ADOPTED BY THE BUTTE COUNTY ®OARD OF SUPERVISORS. 5. ALL FENCING ON THE PROPERTY SHALL BE CONSISTENT WITH THE DEPARTMENT OF FISH AND GAME STANDARDS FOR THE DEER FENCING. FISH .AND GAME STANDARDS ARE NOT APPLICABLE TO THE RECREATION FACILITIES SUCH AS THE POOL, BALL FIELD AND TENNIS COURTS. SECURITY FENCING FOR TIME RECREATION VEHICLE PARKING AREA SHALL BE APPROVED BY THE DEPARTMENT Of FISH AND GAME. 6. ALL RESIDENCES SHALL REQUIRE A TWO CAR GARAGE AND THE DRIVEWAY SHALL I UTILIZED AS TANDEM PARKING TO MEET THE PUD STANDARDS FOR OFF—STREET PARKING. A DEVELOPMENT IMPACT FEE FOR SHERIFF'S FACILITIES SHALL BE PAID PURSUANT TO THE PROVISIONS OF CHAPTER 3, ARTICLE 11 OF THE BUTTE COUNTY CODE, PRIOR TO ISSUANCE OF BUILDING PERMITS OR USE PERMIT IN THE CASE OF A MOBILE HOME PARK. SAID FEE AMOUNT WILL BE DETERMINED AND CALCULATED AS OF THE DATE OF APPLICATION FOR THE BUILDING PERMIT OR USE PERMIT. 8. ALL FOUNDATIONS SHALL BE DESIGNED IN ACCORDANCE WITH THE AUGUST 17, 2001 GEOTECHNICAL INVESTIGATION FOR THE CASA DIEL REY SUBDIVISION, RANEY GEOTECHNICAL JOB . NO 011-786.01, ON FILE WITH THE BUILDING DIVISION OF DEVELOPMENT SERVICES. Fu now 9. PRIOR TO ISSUANCE OF BUILDING PERMITS THE APPLICANT SHALL PROVIDE FINAL GRADING PLANS AND IDENTIFY ANY CUT OR FILL SLOPES THAT EXCEED 5 VERTICAL FEET IN FREIGHT. THESE SLOPES SHALL BE kEVEGMT0 IN COMPLETE PHASES AND VERIFIED BY T14E PLANNING DIVISION PRIOR TO ISSUANCE OF BUILDING PERMITS FOR T14E NEXT PHASE. THE FINAL 2 PHASES SHALL BE COMPLETELY REVEGETATED PRIOR TO ISSUANCE OF BUILDING PERMITS ON THE LAST PHASE OF THE PROJECT. 10. FIRE HYDRANTS SHALL BE PROVIDED PER COUNTY FIRE DEPARTMENT STANDARDS AND ALL NEW DWELLINGS SHALL MEET THE FIRE SAFE REGULATIONS OF PUBLIC RESOURCES CODE 4290. a -2 %JULJ%41VAOI%J11 lrl4V2 for property identified as AR 041-470-054, 055-310-007 and a portion of 041-080-025 (Robert Conway) subject to the following conditions and mitigation measures (m): PLANNING DIVISION CONDITIONS dee p -t - 4 �vda:t de✓;,/�,,, Prior to recordation of the Final Map: AVP44�v�� 14�As. /, �-� y,, �,� 1,�� ks l yv !-� -r-- / 3, l G6t; 40 1. the map. shall be revised to provide for a secondary access and new project access as illustrated in Exhibit A, dated 5/21/93 of the May 24, 1993 Staff Findings. 2. the following items shall be submitted and approved by the Director of Development Services, or his/her designee: a. Delineate the park area and improvements; b. Site plan for the 1 acre multi-purpose facility identified as the "Lime Saddle Service District and Butte County Fire Department" on the map date stamped March 9, 1993; C. Details for landscaping and screening for .the R.V. storage area from Pentz Road; and d. CC&Rs shall be approved by the County and include a detailed plan for maintenance of open space , the park and recreation facilities, and other common areas. 5e,,, P S,✓ a 000.0 0 33 7a 6 Av&- a,V� C 3. the applicant shall identify the lot dimensions for each of the 56 lots. C4 4. the applicant shall provide specific locations for the erosion and sediment control facilities that are to be located on-site. This shall be approved by the Department of Public Works. (m) 5. the applicant shall provide a revegetation plan for all cut and fill slopes that exceed 5 vertical feet in height. This plan shall include a combination of trees, shrubs and ground cover. (m) Place the following notes on the Final Map or additional map sheets: 14 V►Lij ' t4"e�-4 16. Lot improvements and development can occur at any location within the Y confines of each of the 56 individual residential lots. NQrr No buildings or suut.tw.—i and structures relatea to al, ii -I r, '.4 3l3 PUD, excepting the recreation building recreation area. on T, Q1- during construction, any archaeological remains are tdis all be consulted .,�� g,� If g construction shall cease and a professional archaeolog�s s' and a full examination shall be completed. L) r�2- SyouJ c -'tI a,-' 3 ^ti's°r o Seng ;Lir 5H/� 7 sc / 20 ft. no -development setback around each seep/sprang• (m) 5 sk 313 9. how a building pets 4sE 10. Deer mitigation fees are to be paid at -the time of $omni of Supervisors (m) NdT� 313 g if such fees have been adopted by the Butte with the Department of Fish All fencing on the property shall be consistent and Game standards for the deer fencing. (m) Ms Permits the applicant shall provide final grading 12. Prior to issuance of BuildingW feet in tc�rL V- 140 <`- Plans and identify any vertical cut or fill slopes tete chanes and verified by f � � P hale. s 3 3 �- ✓br height These slopes shall be r issuance a of in complete for the next p the Planning Division prior to issuance of building p 9 The final 2 phases shall be completely revegcttm d prior to issuance o building permits on the last phase of the prod ( ) prior to issuance of building Permits or any unit the following shall be verified: c� e lv'� arae and the driveway shall be z0 13, Ale residences shall require a �O e P� garage for off-street panting• 'VX '� I� utilized as tandem parking to meet th he impact fee for sheriff s facilities shall be paid pursuant ruto it to t issuance N 9 14. A development Article H of the Butte County Code, prior aid fee So 313 � °Te provisions of Chapter 3, building permits or use permit in the case of a mobile home for the % ofb gP amount will be determined and calculated as of the daapplication building permit or use permit. -��r.,Trr*rnT�TC acre �� Sas 313 The following items shall be completed prior to recordation of the Final Map: uN�-1-'3 Fire Department standards and 14org- 15. Fire hydrants shall be provided per County � 1 0 all new dwellings shall meet the Fire Safe Regulatlo� °f Public Resources, &bb Code 4290. a K quo I9 `iit- M14 x,16. mr4' A4 Provide utility easements per PG&E requirements. Submit road and drainage plans to the Land Development Division for Su approval and install the required facilities. /rI .4 Provide 20 ft. radius property line returns aL zu �ucc.� ...�. A 19, Indicate a 55 ft. building setback line from the centerline of Pentz Road. *jjns per 20s Street signs shall be provided by the developer at street intersec for each streetoto the 5 -17- C a�� County requirements. (Submit 5 alters, Na,,, , a K9 -1 9_ County address coordinator for approval of street names). County I zg-�I -2 3 z t I t -Z37-121. Fot4or--D &SNDea 22' 9-27-0l %^Z7. c! E-2 3 z( IE-23Zj 23- -Z3 Z! I E-232(24. Q&� .rA jo� r� 25. . J 27. V14 Construct full street section on interior so eet t 2ypiC�� and SC 250 tentative map. Minimum. structuralse prime, fog seal and 95% relative bompactiodeteSubmit and Cher to data Development Division for approval. R value may be required to support section design. Provide monumentation as required by the Department of Public Works in accordance with accepted standards. � - -k- z9 Street grades and other features shall comply with thButte County Ordinances, design resolution and other accepted engineering 28. Z-3 4C- �-3 Provide permanent solution for drainage including no increase in peak runoff. All easements of record to be shown on the final map. 7 Meet the requirements of the Butte County Fire Department or other responsible agency. sem. Street lighting shall be provided in accordance endations of PG&E. If � requirements, accepted design criteria, an costs through the developer chooses to install the street lights and pay energy the County Service Area (C.S.A..) he must complete the formation d 3 of the C.SA.and submit a petition (to Dept. of Public Works) sign y property owners requesting that they pay the lighting costs through the C.SA. Provide circulation, the minimum being an emergency access road serving parcels such that not more than 20 parcels are served by cul-de-sac, construct to Butte County standard RS-8-LDI minimum. t,11A IJ/q 29. Provide 1 ft. no access strip on Pentz Road except at access roads. 6 t< d 14 30. Meet the requirements of the utility companies (i.e., PG&E, Pacific 'n j Telephone, water, and ewer. , M F y n rnH 9-27-0! oK ©K 31. Pay any delinquent taxes or current taxes as required. -ZS-ol 0 b 32. Developer shall provide all required traffic safety signs, including stop signs. n& �1-2�.0 '9 G3Z 33. Construct standard lett turn lanes at each intersecuon uL WWI WILD Pentz Road. 34. Present configuration of access is unacceptable. Re -design intersection of - 232 1t- -�3 2-( northerly access road and Pentz Road to provide adequate area for storage and turning movements. New lot or parcel lines shall comply with setback requirements of applicable �J4 9 zoning and building ordinances. See condition 6. R de1ll"" 36 Deeds and plats shall be submitted -to the Department of Development Services for checking and approval prior to recordation and shall contain the notes specified in the memo from Land Development dated July 9, 1993. Provide documentation from a title company of the applicants choice verifying that any deed of trust affected is partially re -conveyed or modified to reflect 2. � f r,'� o the boundary line adjustment and to prevent the creation of any additional lot y�s•a fjL 5 s� or parcel.c� 0 Prior to recording deeds, verify payment of taxes as specified in Government `. . F •` Code Section 66492. pgAV Prepare a plat showing approved boundary line modification. J V Record plat with deeds if one or more of original lots or parcels was created by map or shown on a record of survey. If a record of survey is prepared to show the boundary line modification, recording of a plat is not required. If a record of survey is prepared to show the boundary line modification, recording of a plat is not required. Deed Note (To be placed on any deed to effect boundary line modification) The purpose of this deed is to effect a boundary line modification as approved by the Butte County Development Review Committee on The above described lands are to be combined with and become a part of those lands as described in the deed to as filed for record in Butte County Official Records at (serial number .) (Book Page ). No additional lots or parcels are created hereby. The scope of review of said boundary line modification was limited as specified in Government Code section 66412(d), and approval of it does not constitute assurance that future applications for building permits or other land use entitlements on the modified lots or, parcels will be approved by the County of Butte. Plat Note (To be. placed on any required Plat) This plat does not constitute a legal description of the lots or parcels depicted and does not show all easements of record on or affecting said lots or parcels. NOTE CONCERNING ALL COUNTY CONDITIONS OF APPROVAL: "Minor changes may be approved administratively by the Directors of Environmental Health, Planning or Public Works upon receipt of a substantiated written request by the applicant and only as to those conditions or requirements recommended by their respective departments. Prior to such approval, verification shall be made by each Department or Division that the modification is consistent with the application, fees paid and environmental determination as conditionally approved. Changes deemed to be major or significant in nature shall require a formal application for amendment." ENVIRONMENTAL HEALTH CONDITIONS The following items shall be completed prior to recordation of the Final Map: ogr 41. Provide community sewage collection, treatment and disposal facilities in compliance with California State Regional Water Quality Control Board, Code of Butte County, California Health and Safety Code, and other applicable codes and regulations governing the design, construction and operation of the facilities. Provide a homeowners association or other legal entity adequate to insure the operation, maintenance or repair of the sewage collection, treatment and disposal facilities. 43. Meet the requirements of the California State Regional Water Quality control Board. 44. Provide a Community Water Supply System in compliance with the California State Safe Drinking Water Act and County of Butte Requirements. Comply with any regulations that relate to new construction within an existing community services district. 45. If feasible provide for incorporation of the new water system into the Lime Saddle Community Service District (Del Oro Water Company). 46. Provide all necessary property, easements and access to construct and maintain the community water supply system including the mine shaft to be used as a water source. 47. Show sufficient land area available to the water purveyor for additional well site(s). 48. Show a one hundred foot sewage disposal setback from existing wells. 49. For the existing mobile home park parcel place a not on the map that states "This parcel was created to accommodate existing development and is not approved for additional development to be served by septic tank systems". 50. Guarantee domestic water supply service to the mobile home park by inclusion of the park in the community water supply service. 51. The applicant shall also comply with all other applicable State and local statutes, ordinances, and regulations. Minor changes may be approved administratively by the Director of Development Services upon receipt of a substantiated written request by the applicant. Prior to such approval, verification shall be made by each Department or Division that the modification is consistent with the application, fees paid and environmental determination as conditionally approved. Changes deemed to be major or significant in nature shall require a formal application for amendment. Fiber Rolls` SE -5 Objectives Description and Purpose A fiber roll consists of straw, flax, or other similar materials bound into a tight tubular roll. When fiber rolls are placed at the toe and on the face of slopes, they intercept runoff, reduce its flow velocity, release the runoff as sheet flow, and pro-,-ide removal of sediment from the runoff. By interrupting the length of a slope, fiber rolls can also reduce erosion. Suitable Applications Fiber rolls maybe suitable: ■ Along the toe, top, face, and at grade breaks of exposed and erodible slopes to shorten slope length and spread runoff as sheet flow ■ At the end of a downward slope where it transitions to a steeper slope ■ Along the perimeter of a project ■ As check dams in unlined ditches ■ Down-slope of exposed soil areas a' Around temporary stockpiles EC Erosion Control SE Sediment Control ✓ TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: ✓ Primary Objective ./ Secondary Objective Targeted Constituents Sediment ✓ Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives SE -i Silt Fence SE -6 Gravel Bag Bene SE -8 Sandbag Barrier SE -9 Straw Bale Barrier Limitations ■ • Fibe; rolls are not effective,unless trenched itormwater A S CI A ornia cRuatity Association January 2003 California Stormwater BMP Handbook lo 4 Construction Fiber Roils SE -5 ■ If fiber rolls are removed, collect and dispose of sediment accumulation, and fill and compact holes, trenches, depressions or any other ground disturbance to blend with adjacent ground. Costs Material costs for fiber rolls range from $20 - $30 per 25 ft roll. Inspection and Maintenance o Inspect BMPs prior to forecast rain, daily during extended rain events, after rain events, weekly during the rainy season, and at two-week intervals during the non -rainy season. ® Repair or replace split, torn, unraveling, or slumping fiber rolls. ® If the fiber roll is.used as a sediment capture device, or as an erosion control device to maintain sheet flows, sediment that accumulates in the BMP must be periodically removed in order to maintain BMP effectiveness. Sediment should be removed when sediment accumulation reaches one-half the designated sediment storage depth, usually one-half the distance between the top of the fiber roll and the adjacent ground surface. Sediment removed during maintenance may be incorporated into earthwork on the site of disposed at an appropriate location. ® If fiber rolls are used for erosion control, such as in a mini check dam, sediment removal should not be required as long as the system continues to control the grade. Sediment control BMPs will likely be required in conjunction with this type of application. References Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), November 2000. January 2003 California Stormwater BMP Handbook 3 of 4 Construction www.cabmphandbooks.com SE -5 Fiber Rolls y Note: Install fiber roll y along a level contour. W y •,- - UI y y Fiber rolls y �o y Vertical spacing measured along the face of the slope varies between 0' and 20• y y Install a fiber roll near slope where it 'transitions into a steeper slope TYPICAL FIBER ROLL INSTALLATION N.T.S. Slope varies Fiber roll 8" min 3/4" x 3/4" wood stakes max 4' spacing ENTRENCHMENT DETAIL N.T.S. 4 of 4 California Stormwater BMP Handbook January 2003 Construction www.cabmphandbooks.com 10' MAX SPACING W/ W,RE SUPPORT FENCE. 6' MAX SPACING W/O WIRE SUPPORT FENCE STRENGTH FILTER FABRIC EXTRA S NEEDED W/O WIRE MESH SUPPORT STEEL OR W000 POST � Sii� FENCE D �'AI� NO SCALE STEEL OR W000 POST PONDING HEIGHT 36" HIGH MAX FILTER FABRIC- ATTACH SECURELY TO UPSTREAM SIOE OF POST STRAW WADDLES OR BALES PROPERLY ANCHORED -�-- RUNOFF T ` 12" MIN 4" X 6" TRENCH W/ COMPACTED BACKFILL SIL` F CE DERAIL NO SCALE GENERAL NOTES 1. ENCROACHMENT PERMIT REQUIRED FOR DRIVEWAY. 2. TEMPORARY SILT FENCE REQUIRED FOR ALL WORK THAT DISTURBS THE GROUND SURFACE. SILT FENCE AND WATTLES MAY BE REMOVED UPON COMPLETION OF WORK. AND ESTABLISHMENT OF LANDSCAPING. 3. CONTP.ACTCR TO ENSURE THAT NO DIRT OR OTHER MATERIALS ENTER SEASONAL WATERWAY. 4. ALL DISTURBED SURFACES SHALL BE SEEDED AND MULCHED WITH "QUICK" GROWING VEGETATION. VEGETATION MUST BE ESTABLISHED PRIOR TO REMOVAL OF BERM. SEEDED AND MULCHED AREAS SHALL BE PROTECTED WITH MULCH NETTING UNTIL GROWTH IS ESTABLISHED. 5.' INSPECT AND REPAIR SILT FENCE AFTER EACH STORM EVENT AND REMOVE SEDIMENT WHEN NECESSARY. 6. REMOVE SILT NhNEN DEPTH IS 1/2 THE HEIGHT OF WADDLE STRAW MULCH. 7. REMOVED SEDIMENT SHALL BE 'DEPOSITED TO AN AREA THAT WILL NOT CONTRIBUTE SEDIMENT OFF-SITE AND CAN BE PERMANENTLY STABILIZED. 8. SILT FENCE SHALL BE PLACED ON SLOPE CONTOURS TO MAXIMIZE PONDING EFFICIENCY. a ARCHITECTS — CIVIL LINUUNEE- Z MATERIALS TESTING Applied Testing Consultant 5050 Cohasset Rd., Chico CA 95926 891-6625 MECHANICAL ENGINEERS Melas Engergy Engineering Michael Melas 547 Uren St, Nevada City, CA 95959 265-2492 11/15/00 ARCHITECTS ADDRESS PHONE Acquistapace, Joseph 3012 Esplanade, Chico CA 95926 342-4136 " •derson, John ' 125 W. 3rd St., Chico CA 95928 891-4242 :ademe (Patrick Cole) 1037 Park Ave., Chico CA 95926 343-5709 Bruno & Hawkins 20 Constitution Dr., Ste A, Chico CA 95973 895-1125 Gilmore, Stephen 48 Comanche Ct., Chico CA 95926 891-6495 Griffith & Associates 25 Main St., Ste C, Chico CA 95928 343-4621 Heaton, Robert B. 2044 Palm Ave., Chico CA 95926 343-8038 Hoiland, Ed 1700 Greenhaven Ln., Chico, CA 95926 343-4008 January, James J. 10293 Cohasset Rd., Chico CA 95926 342-1386 Lieberum, Paul 1836 Salem Street, Chico, CA 95928 342-5669/894-4035 McFarren, Gene 270 E. 4th St., Chico CA 95928 894-3105 Nichols, Melburg & Rosetto 434 Broadway, Chico CA 95928 891-1710 Norlie, Thomas 569 E. 18th St, Chico CA 95928 894-7287 Peitz, Greg 383 Rio Lindo Ave., Chico CA 95926 894-5719 Schleiger, Dave 305 Wall St, Chico CA 95928 891-8440 Slater, Robert L. 918 Bryant Ave., Chico CA 95926 343-0765 Tarman, Thomas A. 290 Airpark Blvd., Chico CA 95926 891-3413 Thomson & Hendricks 60 Declaration Dr., Ste A, Chico CA 95926 342-5669 Ward, Lorrin 341 W. 4th St, Chico CA 95928 342-4265 Warner, Larry J. 6395 Columbine Rd., Magalia CA 95954 873-1729 CIVIL ENGINEERS A & Q Engineering 1280 E. 9th St, Chico CA 95928 893-0631 Anderson, Neil O. & Assoc., Inc. 22 Houston Ln., Lodi, CA 95240 891-6304 BBA Engineering PO Box 1576, Oroville, CA 95965-1576 534-1991 Bachman & Associates 13647 Garner Lane, Chico, CA 95973 342-4136 Caprealian Eng & Surveying 1743 Mulberry St, Chico, CA 95928 891-6886 ;ulp & Tanner 55 Independence Cir, Ste 201, Chico CA 95926 895-3518 Dobbie, Dan 20 Mayfair Dr., Chico CA 95926 345-4743 FLT Engineering 5790 Clark Rd., Paradise CA 95969 872-0254 GDA Eng, Surveying & Planning 220 Grand Ave., Oroville CA 95965 533-2068 Gilbert Engineering 70 Declaration Drive, Ste 101, Chico CA 95973 899-9503 Griffith & Assoc. 25 Main St, Chico CA 95928 343-4621 Henry Consulting (John Henry) 1430 Myers St,'Oroville CA 95965 533-1626 January, James J. 10293 Cohasset Rd., Chico CA 95926 342-1386 Kirk, Friedrich 241 W. 4th Ave., Chico CA 95926 345-7174 Lampe Engineering 5414 Nord Hwy, Chico CA 95926 345-7402 McGhie, Robert 60 Declaration Dr., Chico CA 95926 891-0903 McMillan Engineers 5D Madrone Avenue, Oroville CA 95966 533-2940 Mooney, Michael 5B Madrone Avenue, Oroville CA 95966 533-2131 North Star Engineering 20 Declaration Dr., Chico CA 95926 893-1600 Ringel & Assoc. 331 Wall St., Chico CA 95928 343-5841 Roberts, Charles 1708 Salem St, Chico CA 95928 894-8801 Robertson & Dominick 888 Manzanita Ct, Suite A, Chico, CA 95926 894-3500 Rolls, Anderson & Rolls 115 Yellowstone Dr.., Chico CA 95973-5811 895-1422 Roper, Laver 1346 Longfellow Ave., Chico CA 95926 342-2059 Youngdahl & Associates 1234 Glenhaven Ct, El Dorado Hills CA 95762 933-0633 MATERIALS TESTING Applied Testing Consultant 5050 Cohasset Rd., Chico CA 95926 891-6625 MECHANICAL ENGINEERS Melas Engergy Engineering Michael Melas 547 Uren St, Nevada City, CA 95959 265-2492 ff 1 ac) ti� �-, �p2.✓a oovz�:,( , c045PIZ-\ � � 7h )0? (�rzv�(Ilc-) VIA- liop 7� 0L/- 1 � `f -c aL Q�C w GhC--cf< ly ri Ctj@@jY F GaryHawkins ARCHITECT June 23, 2004 Butte County Building Division 7 County Center Drive Oroville, Ca. 95965-3397 RE: John Draper Lot 42 Casa Del Rey Paradise, Ca.95969 Plan Check No. AP # ®G// - (o Z0 pS� I have reviewed the revised truss engineering from Longfellow Lumber Co. Inc. for the above-mentioned project and found that the submitted information correctly depicts the loading and design requirements. While these documents have been reviewed to verify compliance with structural criteria, It shall be noted that the verification of exact truss dimensions is beyond the scope of our review and shall be the responsibility of.others. 1370 RIDGEWOOD DR., STE.10 • CHICO, CA 95973 (530) 892-2700 • FAX (530) 893-0532 • garyarch®emall.msn.com Butte County Department ofDevelopment Sei ces w T rF YVONNE CHRISTOPHER, DIRECTOR 00 ��� 00 o 7 County Center Drive°=_=_r�;,':'�` ° o Oroville, CA 95965 (530) 538.7601 Telephone c0UN'�y (530) 538.7785 Facsimile TO: WILLDAN ' N FROM: Scott Rutherford (530) 538-7160 TIM srutherford cDbuttecounty.net SUBJECT: Plans Transmittal For Review Per Contract 10.1 < I DATE: 07/06/2004 Applicant:Dra er 8� ars Dorville Permit 04-1943 Project Type: NSF/Ga APN: 041-620-050 100% 70% Plan Check Fees $. 1,350.53 $ 945.37 $ 1,350.53 $ 945.37 WILLDAN Fee $ 945.37 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 Department Public Works LAND DEVELOPMENT DIVISION Storm Water Management Program 7 County Center Drive Oroville. CA 95965 (530)538-7266 (FAX) 538.7171 National Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgement [LESS THAN 1 ACRE1 Project Description: w S Project Location and/or Parcel Number: % PA) 20 — 8 By signing below, I, the project owner/owner's agent, certify that this project WILL 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 aware 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: J_. c,,,L Qa Title: Qz�� Date: 7 it 10 Less than 1 Acre NPDES & SWPPP Compliance Certification Butte County Storm Water Management Program Revised 5/24/04 1 _'Z._ ; Job number >> 1 ,tr �r 1� t 1 04-031 DATE 5/28/04 Structural Calculations for John Draper Casa Del Rey Paradise, Ca. Lot 42 � OCT Gary Hawkins E` 1_141D. Architect 1370 Ridgewood 'Dr. Ste 10 or,nce Chico, Ca. 95973 (530) 892-2700 (530) '893-0532 Fax 0 A?Y3 � BUTTE COUNTY BUILDING DIVISION APPROVED 5ED ARC HA<C_1 pl r Z CALCDATA 11/13/97 -------------- ----------------------------------------------------------- Rev 4-20-94 Calculation data ------------------------------------------------------------------------ Description >> - ----------------------------------------------------------------------- Jurisdiction Oroville Code referenced 1997 UBC 2001 CBC Wind loading Basic wind speed 75 MPH Exposure B Seismic loading Seismic zone 3 1 Gravity loading Roof live load 16 PSF Floor live load 40 PSF Balcony live load: ; n/a PSF Soil data Allowable bearing: 1200 PSF 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 c LOAD-S AM -------- -------------------------------------------------9_.00 REV 8-13-92 LOAD SUMMARY MODULE --- 5/28/04 ------------------------------------------------------------------------ DESCRIPTION >> --------------------------------- ASSEMBLY >roof ----------------------- ---------------- SLOPE > 6.00IN 12 > 26.57 DEGREES NO. DESCRIPTION UNIT WT. PITCH? ADJ. WT. 12 Comp shingles 3'.00 3.00 22 .1/2" PLYWOOD 1.50 1.50 r 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. 1.00 2.00 84 5/811 GYPSUM -BD 2.80 2.80 DL 13.70 USE: 14.00 PSF LL 16.00 PSF TL 30.00 PSF 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. 1.10 1.10 34 2 X 4 - 16" 1.10 1.10 57 INSULATION R13 .70 .70 64 MISC. 2'.00 2.00 83 1/2" GYPSUM BD 2;.50 2.50 ------------------------------------------------------------------------- DL 11.40 USE: 12.00 PSF LL PSF -------------------------------,-------------- r TL 12.00 --------------- PSF f 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 -------------------------- - - - - -- --------------------------------------- .DL 8:.10 USE: 9.00 PSF LL 40.00 PSF ------------------------------------------------------------------------ TL 49.00 PSF ASSEMBLY > SLOPE > IN'12 > DEGREES NO. DESCRIPTION UNIT WT. PITCH? ADJ. WT. DL USE: PSF LL PSF -------TL------------------------ -------------------- PSF--------- - - - -- - qz LOAD—S 9:01 AM -------------------------7-------=-------------------------------------- REV 8-13-92 LOAD SUMMARY MODULE 5/28/04 DESCRIPTION >> ------------------------------------------------------------------------ ASSEMBLY >floor SLOPE > IN -12 > DEGREES NO. DESCRIPTION UNIT WT. PITCH? ADJ. WT. 77 CARPET/PAD 1.00 1.00 24 3/4" PLYWOOD 2,.30 2.30 38 2 X 6 - 16" 1.70 1.70 58 INSULATION R19 1,.10 1.10 64 MISC. 2`.00 2.00 -------------------------- - - - - -- --------------------------------------- .DL 8:.10 USE: 9.00 PSF LL 40.00 PSF ------------------------------------------------------------------------ TL 49.00 PSF ASSEMBLY > SLOPE > IN'12 > DEGREES NO. DESCRIPTION UNIT WT. PITCH? ADJ. WT. DL USE: PSF LL PSF -------TL------------------------ -------------------- PSF--------- - - - -- - 1 y UNIFORM LOAD BEAM DESIGN: PORCH BEAM # 01 AT COVERED PATIO #04-031 DL roof = 0.014 Ksf LL roof = 0.016 Ksf Trib. Width of roof = 6.00 ft DL wall = 0.024 Ksf Trib. width of wall= 0.00 ft DL floor = 0.000 Ksf LL floor = 0.000 Ksf Trib. width of floor = 0.00 ft Uniform linear load (w) = Trib*(LL+DL) = 0.18 kif SPAN (S) _ 21.25 ft REACTIONS (RN) = w*S*0.5 = 2.08 Kips Mmax (M) _ (w*S"2)/8 = 10.16 K -Ft Fb= 1,300.00 Product of Adjustment factors= 1.25000 = Cd F'b= 1,625.00 Fv= 85.00 Product of Adjustment factors= 1.25000 = Cd F'v= 106.25 E= 1.60E+06 Product of Adjustment factors= 1.00000 = E'= 1,600,000.00 Areq'd. = 1.5*(RN/F'v)*1000 = 29.31 in."2 Sreq'd. = (M*12000)/F'b = 75.03 in."3 Ireq'd.: live/360 (675*(w(live)*1000)*S^3)/E' = 388.63 in."4 live & dead /240 (450*(w(total)*1000)*S'3)/E' = 485.78 in."4 USE: w/ BM. WT.: 6X12 DF#1: A=63.25, S=121.2, 1=697.1 15.4 #/FT UNIFORM LOAD BEAM DESIGN: HDR # 01 AT NOOK DL roof = LL roof = Trib. Width of roof = DL wall = ; Trib. width of wall= DL floor = LL floor = Trib. width of floor = ' Unifonn linear load (w) = Trib'(LL+DL) _ SPAN (S) REACTIONS (RN) = W S*0.5 = Mmax (M) _ WS"2)/8 = 4 0.014 Ksf 0.016 Ksf 17.00 ft 0.024 Ksf 0.00 ft 0.000 Ksf 0.000 Ksf 0.00 ft 6.50 ft #04-031 Fb= 875.00 Product of Adjustment factors= i 1.25000 = Cd F'b= 1,093.75 Fv= 95.00 Product of Adjustment factors= J I 1.25000 = Cd F'v= E= Product of Adjustment factors= E'= Areq'd. = Sreq'd. = Ireq'd.: live/360 live & dead /240 USE: 4X8 DF#2: 0.51 ' klf 1.68 Kips 2.69 K -Ft 118.75 1.30E+06 1.00000 = 1,300,000.00 1.5*(RN/F'v)*1000 = 21.19 in.^2 (M*12000)/F'b = 29.55 in.^3 (675*(w(live)*1000)*S^3)/E' = 38.79 in.^4 (450*(w(total)*1000)*S^3)/E' = 48.48 in."4 w/ BM. WT.: A=25.38, S=30.66, 1=111:1 6.2 #/FT MULTIPLE POINT LOAD BEAM DESIGN: HDR # 02 , AT LA�ND�Y TOTAL SPAN = 9 50 FT P _DEAD LOADIKIPS LIVE IOAD(KIPSJ y _DISTFROM_LEFT ENDIFT) MMT( K FT) a(FT) b(FTI LULI (L&DIl 15' OF ROOF TRIG. 0.210 0.2.40 0.50 1.11 0.50 9.00 1.40 1.75 15' OF ROOF TRIB. 0.210 0.240 1.50 2.87 1.50 8.00 5.95 7.43 15' OF ROOF TRIG. 0.210 0.240 2.50 4.18 2.50 7.00 10.25 12.81 G.T. (A= 760014) 0.735 0.840 350 5.04 3.50 6.00 46.38 57.97 1' OF TRIB. 0.030 0.020 4.50 4.32 4.50 5.00 1.21 2.02 V OF TRIS. 0.030 0.020 5.50 3.58 4.00 5.50 1.18 1.96 V OF TRIB. 0.030 0.020 6.50 2.74 3.00 8.50 1.00 1.66 1' OF TRIB. 0.030 0.020 7.50 1.88 2.00 7.50 0.68 1.14 V OF TRIG. 0.030 0.020 8.50 0.96 1.00 8.50 0.30 0.50 V OF TRIB. 0.030 0.020 i 9.50 0.00 0.00 9.50 0.00 0.00 9.50 0.00 0.00 9.50 0.00 0.00 950 0.00 0.00 9.50 0.00 0.00 9.50 0.00 0.00 9.50 0.00 0.00 9.50 0.00 0.00 9.50 0.00 0.00 9.50 0.00 0.00 9.50 0.00 0.00 9.50 0.00 0.00 9.50 0.00 0.00 9.50 0.00 0.00 9.50 0.00 0.00 9.50 0.00 0.00 9.50 0.00 0.00 9.50 0.00 0.00 9.50 0.00 0.00 9.50 0.00 0.00 9.50 0.00 0.00 REACTION AT LEFT END 2.21 REACTION AT RIGHT END 1.01 RMAX - 2.21. MMAX - 5.04 Fb= 1,300.00 Product of Adjustment factors= 1.250000 "c"Cd Fb = 1,825.00 Fv= 85.00 Product of Adjustment factors= 1.25000 "="Cd Fv= 108.25 E= 1.60E+06 Product of Adjustment factors= 1.00000 F= 1,600.000.00 Areq'd. - 1.5'(RMAX/Fv)'1000 = 31.21 In.•2 Sreq'd. - (MMAX'12000)/F'b = 37.20 1n.^3 Ireq'd.(Ilve->Lf360) 68.33 InA4 Ireq'd.(Ilve&dead->Lf240) a 67.25 InA4 USE: 6X8 DF#1: A=41.25, S=51.56, 1=193.4 10.1 #/FT UNIFORM LOAD BEAM DESIGN: HDR # 03 AT GARAGE j S DL roof = LL roof = Trib. Width of roof = DL wall = Trib. width of wall= DL floor = LL floor = Trib. width of floor = Uniform linear load (w) _ SPAN (S) REACTIONS (RN) _ Mmax (M) _ Fb Product of Adjustment factors= F'b= Fv= Product of Adjustment factors= F'v= E= - Product.of Adjustment factors= E'= Areq'd. _ Sreq'd. Ireq'd.: live/360 live & dead /240 USE: 6X8 DF#1: I i Trib*(LL+DL) _ w*S*0.5 = (Vn S"2)/8 = 0.014 Ksf 0.016 Ksf 13.00 ft 0.024 Ksf 3.00 ft 0.000 Ksf 0.000 Ksf 0.00 ft 9.50 ft X104-031 0.46 klf 2.24 Kips 5.21 K -Ft 1,300.00 1.25000 = Cd 1,625.00 85.00 1.25000 = Cd 106.25 1.60E+06 1.00000 = 1,600,000.00 1.5*(RN/F'v)*1000 = 31.66 in."2 (M*12000)/F'b `— 38.49 in."3 (675*(w(live)*1000)*S"3)/E' = 75.23 in."4 (450*(w(total)*1000)*S"3)/E' = 111.41 in."4 W/ BM. WT.: A=41.25, S=51.56, 1=193.4 10.1 #/FT 1 UNIFORM LOAD BEAM DESIGN: HDR # 03 AT GARAGE j S DL roof = LL roof = Trib. Width of roof = DL wall = Trib. width of wall= DL floor = LL floor = Trib. width of floor = Uniform linear load (w) _ SPAN (S) REACTIONS (RN) _ Mmax (M) _ Fb Product of Adjustment factors= F'b= Fv= Product of Adjustment factors= F'v= E= - Product.of Adjustment factors= E'= Areq'd. _ Sreq'd. Ireq'd.: live/360 live & dead /240 USE: 6X8 DF#1: I i Trib*(LL+DL) _ w*S*0.5 = (Vn S"2)/8 = 0.014 Ksf 0.016 Ksf 13.00 ft 0.024 Ksf 3.00 ft 0.000 Ksf 0.000 Ksf 0.00 ft 9.50 ft X104-031 0.46 klf 2.24 Kips 5.21 K -Ft 1,300.00 1.25000 = Cd 1,625.00 85.00 1.25000 = Cd 106.25 1.60E+06 1.00000 = 1,600,000.00 1.5*(RN/F'v)*1000 = 31.66 in."2 (M*12000)/F'b `— 38.49 in."3 (675*(w(live)*1000)*S"3)/E' = 75.23 in."4 (450*(w(total)*1000)*S"3)/E' = 111.41 in."4 W/ BM. WT.: A=41.25, S=51.56, 1=193.4 10.1 #/FT UNIFORM LOAD BEAM DESIGN:- HDR # 04 AT GARAGE u64-031 DL roof = 0.014 Ksf LL roof = 0.016 Ksf Trib. Width of roof = 3.00 ft DL wall = 0.024 Ksf Trib. width of wall= 6.50 ft DL floor = 0.000 Ksf LL floor = 0.000 Ksf Trib. width of floor = 0.00 ft Uniform linear load (w) = Trib*(LL+DL) = 0.25 klf SPAN (S) = 18.50 ft REACTIONS (RN) = W S*0.5 = 2.42 Kips Mmax (M) _ (w"S-2)/8 = 10.52 K -Ft . Fb= i 11300.00 Product of Adjustment factors= 1.25000 = Cd F'b= 3 1,625.00 Fv= 85.00 Product of Adjustment factors= 1.25000 = Cd F'v= 106.25 E= 1.60E+06 Product of Adjustment factors= 1.00000 = E'= 1,600,000.00 Areq'd. = 1.5*(RN/F'v)*1000 = 34.14 in."2 Sreq'd. _ f (M*12000)/F'b = 77.72 in."3 Ireq'd.: live/360 (675*(w(live)*1000)*S^3)/E' = 128.22 in.114 live & dead /240 (450*(w(total)*1000)*S^3)/E' = 438.07 in.^4 USE. w/ I3M. WT.: 6X12.DF#1: A=63.25, S=121.2, 1=697.1 15.4 #/FT MULTIPLE POINT LOAD BEAM DESIGN: HDR # 05 TOTAL SPAN = 6.50 FT 1 4-r P DEAD LOAD(KIPS_ LIVE LOAO(KIPS) DIST_FROM LEFT END(F7) MMTIKfTI ajF J bj� 11L1 1 ILBDI G.T. (A= 763014) 1.299 1.484 2.2.5 6.15 2.25 4.25 36.91 46.14 26.5' ROOF & 7 WALL TRIB. 0.425 0.425. 3.25 6.11 3.25 3.25 12.12 16.16 26.5' ROOF 8 7 WALL TRIB. 0.425 0.425 4.25 5.21 2.25 4.25 10.37 14.09 26.5 ROOF & 7 WALL TRIB. 0.425 0.4225 5.25 3.46 1.25 5.25 6.18 6.24 26.5' ROOF 6 7 WALL TRIG. 0,425 0.425 y 6.25 0.86 0.25 6.25 0.74 0.99 0.000 0.000 6.50 0.00 0.00 6.50 0.00 0.00 6.50 0.00 0.00 6.50 0.00 0.00 6.50 0.00 0.00 6.50 0.00 0.00 i 6.50 0.00 0.00 6.50 0.00 0.00 6.50 0.00 0.00 6.50 0.00 0.00 6.50 0.00 0.00 6.50 0.00 0.00 r 6.50 0.00 0.00 6.50 0.00 0.00 6.5Q 0.00 0.00 6.50 , 0.00 0.00 6.50 0.00 0.00 6.50 0.00 0.00 6.50 0.00 0.00 6.50 0.00 0.00 6.50 0.00 0.00 .6.50 0.00 0.00 6.50 0.00 0.00 6.50 0.00 0.00 6.50 0.00 0.00 6.50 0.00 0.00 6.50 0.00 0.00 6.50 0.00 0.00 6.50 0.00, 0.00 6.50 0.00 0.00 REACTION AT LEFT END 2.74 REACTION AT RIGHT END m 3.45 RMAX 3.45 MMAX = 6.15 Fb=' 2,400.00 Product of Adjustment factors= 1.250000 "=" Cd Fb = 3,000.00 Fr- 165.00 I Product of Adjustment factors= 1.25000 "='Cd Fv-- 208.25 1 E= 1.60E+06 Product of Adjustment factors= 1.00000 E'= 1,600,000.00 Areq'd:. 1.5'(RMAX/F v)'1000 = 25.08 In.A2 Sreq'd. - (MMAX'12000)/Pb = r 24.62 In.A3 Ireq'd.(IIve-->U360) 66.32 InA4 1 Ireq'd.(Iive&dead->L 240) 85.63 InA4 USE: 3 1/8"X 9" 24F-V4: A=28.12, S=42.19, 1=189.8 6.8 #/FT MULTIPLE POINT LOAD BEAM DESIGN: HDR # 06 1 1� f��p`jJ��L l�ja►`t� TOTAL SPAN = 1 . 5.50 FT P DEAD LOAD(KIPS _LIVE LOAD(KIPS) DIST FROM LEFT E D( T_J MMT(K-FT1 a(FT) bJT YL J I (L3DI) 0.50 8.5 OF ROOF TRIB. 0.130 0.140 1.16 0.50 5.00 0.58 0.74 8.5 OF ROOF TRIB. 0.130 0.140 1.50 3.21 1.50 4.00 2.07 2.66 8.5 OF ROOF TRIG. 0.130 0.140 2.50 4.99 2.50 3.00 2.83 3.63 8.5' OF ROOF TRIG. 0.130 0.140 ' 3.50 6.49 2.00 3.50 2.57 3.31 G.T. (A= 14.5640/4) 2.750 3.140 4.00 7.11 1.50 4.00 46.42 58.05 8.5' OF ROOF TRIG. 0.130 0.140 y 5.00 2.46 0.50 5.00 0.58 0.74 0.000 • 0.000 r 5.50 0.00 0.00 5.50 0.00 0.00 5.50 0.00 0.00 5.50 0.00 0.00 5.50 0.00 0.00 5.50 0.00 0.00 5.50 0.00 0.00 5.50 0.00 0.00 5.50 0.00 0.00 5.50 0.00 0.00 5.50 0.00 0.00 5.50 0.00 0.00 550 0.00 0.00 5.50 0.00 0.00 5.50 0.00 0.00 5.50 0.00 0.00 5.50 0.00 0.00 5.50 0.00 0.00 5.50 0.00 0.00 5.50 0.00 0.00 5.50 0.00 0.00 5.50 0.00 0.00 5.50 0.00 0.00 5.50 0.00 0.00 5.50 0.00 0.00 5.50 0.00 0.00 5.50 0.00 0.00 5.50 0.00 0.00 REACTION AT LEFT END 2.32 REACTION AT RIGHT END 4.92 RMAX - 4.92 I MMAX - 7.11 Fb= 2,400.00 Product of Adjustment factors= 1.250000 'V' Cd Fb = 3,000.00 Fr- 165.00 Product of Adjustment factors= 1.25000 ="Cd Pv- 208.25 E= 1.60E-06 1 Product of Adjustment factors= 1.00000 F= 1,600,000.00 Areq'd. - /.5'(RMAX/F'v)'1000 = 33.80 In.A2 Smq'd. - (MMAX'12000)/F6= 28.45 1n.A3 Ireq'd.(IIve>L 360) - ; 55.05 InA4 Ireq'd.(Ilve&dead>L1240) 69.14 InA4 USE: 3 1/8"X 12'24F-V4: A=37.50, S=75.0, 1=450.0 9.1 #/FT UNIFORM LOAD BEAM DESIGN: HDR # 07 AT DINING RM. , #04-031 DL roof = 0.014 Ksf LL roof = 0.016 Ksf Trib. Width of roof = t a 22.00 ft DL wall = 0.024 Ksf .Trib. width of wall= 2.00 ft DL floor = 0.000 Ksf LL floor = 0.000 Ksf Trib. width of floor = i 0.00 ft Uniform linear load (w) = Trib'(LL+DL) = 0.71 klf SPAN (S) = a 6.50 ft REACTIONS (RN) = W S*0.5 = 2.33 Kips Mmax (M) _ (W S"2)/8 = 3.74 K -Ft Fb= 1,300.00 Product of Adjustment factors= 1.25000 = Cd F'b= 1,625.00 Fv= 85.00 Product of Adjustment factors= 1.25000 = Cd F'v= A 106.25 E= 1.60E+06 Product of Adjustment factors= 1.00000 = E'= 1,600,000.00 Areq'd. = 1.5*(RN/F'v)*1000 = 32:95 in."2 Sreq'd. (M*12000)/F'b = 27.61 in."3 Ireq'd.: live/360 (675*(w(live)*1000)*S^3)/E' = 40.78 in.114 live & dead /240 (450*(w(total)*1,000)*S^3)/E' = 54.68 in."4 USE: w/ BM. WT.: 6X8 DF#1: A=41'.25, S=51.56, 1=193.4 10.1 #/FT UNIFORM LOAD BEAM DESIGN: HDR # 08 � 13 DL roof = s -LL roof = UNIFORM LOAD BEAM DESIGN: HDR # 08 COVERED PATIO DL roof = s -LL roof = Trib. Width of roof = DL wall = , Trib. width of wall= DL floor _ LL floor = Trib. width of floor = ` Uniform linear load (w) = Trib*(LL+DL) _ SPAN (S) _ REACTIONS (RN) = w" S*0.5 = Mmax (M) _ (vV S^2)/8 = Fb= Product of Adjustment factors= F'b= Fv= Product of Adjustment factors= F'v= E= Product of Adjustment factors= E'= ' Areq'd. Sreq'd. _ Ireq'd.: live/360 live & dead /240 USE. 4X8 D F#2: I 0.014 Ksf 0.016 Ksf 25:00 ft 0.024 Ksf 2.00 ft 0.000 Ksf 0.000 Ksf 0.00 ft 4.50 ft 004-031 0.80 klf 1.81 Kips 2.02 K -Ft 875.00 1.25000 = Cd 1,093.75 ' 95.00 1.25000 = Cd 118.75 1.30E+06 1.00000 = 1,300,000.00 1.5*(RN/F'v)*1000 = 22.86 in.^2 (M•12000)/F'b = 22.16 in."3 (675*(w(live)*1000)*S^3)/E' = 18.93 in.^4 (450*(w(total)*1000)*S^3)/E' = 25.17 in."4 w/ BM. WT.: A=25.38, S=30.66, 1=111.1 6.2. #/FT 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 UNIFORM LOAD BEAM DESIGN: 875.00 TYPICAL FLOOR JOIST #04-031 1.00000 = DL roof = 0.014 Ksf LL roof = 0.016 Ksf Trib. Width of roof = 0.00 ft DL wall _ 0.008 Ksf Trib. width of wall= i 0.00 ft DL floor = 0.010 Ksf LL floor = 0.040 Ksf Trib. width of floor = 1.34 ft Uniform linear load (w) = Trib*(LL+DL) = 0.067 klf SPAN (S) _ 8.00 ft REACTIONS (RN) _ . w*S*0.5 = 0.277 Kips Mmax (M) _ (w*S"2)/8 = 0.54 K -Ft Fb= 875.00 Product of Adjustment factors= 1.00000 = F'b= 875.00 Fv= 95.00 Product of Adjustment factors= 1.00000 = F'v= 95.00 E= 1.30E+06 Product of Adjustment factors= 1.00000 = E'= 1,300,000.00 Areq'd. = 1.5-(RN/F'v)*1000 = 4.38 in."2 Sreq'd. = (M*12000)/F'b = 7.35 in."3 Ireq'd.: li4e/360 (675*(w(live)*1000)*S^3)/E' = 14.25 in."4 live & dead /240 (450*(w(total)*1000)*S^3)/E' = 11.87 in."4 USE. w/ BM. WT.: 2 x 6 DF#2: A=8.25, S=7.56, 1=20.8 2.3 #/FT MULTIPLE POINT LOAD BEAM DESIGN: TYPICAL FLOOR GIRDER TOTAL SPAN = 5.34 FT 804.031 P DEAD LOAD(KIPS_ LIVE LOAD(KIPS) D_ IST FROM LEFT END(FT) MMT(K-FT) aU WT) LLL) I (LBDI) 1.00. 0.063 0.214 0.00 0.00 0.00 5.34 0.00 0.00 2.00 0.126 0.429 1.34 1.12 1.34 4.00 6.81 3.87 9.00 0.126 0.429 2.67 1.49 2.67 2.67 10.16 8.76 4.00. 0.126 0.429 3.99 1.12 1.35 3.99 6.86 5.91 5.00 0.063 0.214 5.34 0.00 0.00 5.34 0.00 0.00 6,00 5.34 0.00 0.00 5.34 0.00 0.00 7,00 5.34 0.00 0.00 5.34 0.00 0.00 8.00 5.34 0.00 0.00 5.34 0.00 0.00 9.00 5.34 0.00 0.00 5.34 0.00 0.00 10.00 5.34 0.00 0.00 5.34 0.00 0.00 11,00 5.34 0.00 0.00 5.34 0.00 0.00 12.00 5.34 0.00 0.00 5.34 0.00 0.00 13.00 5.34 0.00 0.00 5.34 0.00 0.00 14.00 5.34 0.00 0.00 5.34 0.00 0.00 15.00 5.34 0.00 0.00 5.34 0.00 0.00 16.00 5.34 0.00 0.00 5.34 0.00 0.00 17.00 5.34 0.00 0.00 5.34 0.00 0.00 18.00 5.34 0.00 0.00 5.34 0.00 0.00 19.00 5.34 0.00 0.00 5.34 0.00 0.00 20.00 5.34 0.00 0.00 5.34 0.00 0.00 REACTION AT LEFT END 1.11 • 1 REACTION AT RIGHT END RMAX - 1.11 tt MMAX - 1.49 i r Fb= 875.00 Product of Adjustment factors= 1.000000 Fb = 875.00 Fv= 95.00 Product of Adjustment factors= 1.00000 FW- 95.00 E= 1.30E+06 ; Product of Adjustment factors= 1.00000 e= . 1,300,000.00 Amq'd. - , 1.5'(RMAX/F v)•1000 = 17.52 1n.•2 S'en'd. - (MMAX'12000)/Pb = 20.38 In.A3 Ireq'd.plve->LB60) 23.83 inA4 Ireq'd.(Ilve&dead->L/240).- 20.54 1nA4 USE: 4X8 DF#2: A=25.38, S=30.66, 1=111.1 6.2 #/FT TYPICAL PIER FOOTING: 1.37 SQFT X 12" DP r USE: 18"SQX12"DP ' ■ UNIFORM LOAD BEAM DESIGN: TYPICAL DECK JOIST 904-031 DL roof = 0.014 Ksf LL roof = 0.016 Ksf Trib. Width of roof = 0.00 ft DL wall = 0.008 Ksf Trib. width of wall= 0.00 ft DL deck = 0.012 Ksf LL deck = 0.040 Ksf Trib. width of deck = 1.33 ft Uniform linear load (w) = Trib*(LL+DL) = 0.069 klf SPAN (S) = 7.50 ft REACTIONS (RN) = W*S*0.5 = 0.269 Kips Mmax (M) _ (w"S"2)/8 = 0.49 K -Ft Fb= 875.00 Product of Adjustment factors= 1.27075 = Cm*Cr*Cf F'b= 1,111.91 (.85*1.15*1.3) Fv= 95.00 Product of Adjustment factors= 0.97000 = Cm F'v= 92.15 E= i 1.30E+06 Product of Adjustment factors= 0.90000 = Cm E'= 1,170,000.00 Areq'd. = 1.5"(RN/F'v)*1000 = 4.37 in.^2 Sreq'd. _ (M*12000)/F'b = 5.26 in."3 Ireq'd.: live/360 (675*(w(live)*1000)*S"3)/E' = 12.98 in.^4 live & dead /240 (450*(w(tota1)*1000)*S^3)/E' = 11.25 in."4 USE: w/ BM. WT. - 2 x 6 DF#2: A=8.25, S=7.561 1=20.8 2.3 #/FT r 1 1 1 1 1 1 1 MULTIPLE POINT LOAD BEAM DESIGN: TYPICAL DECK GIRDER TOTAL SPAN = 5.34 FT 904-031 P DEAD I.OAD(KIPS_ LIVE LOAD(KIPS) DIST FROM LEFT ENDIFT) MMT(K FT1 a F(_JT b(FT) IL I IL&D11 1.00 0.105 0.307 0.00 0.00 0.00 5.34 0.00 0.00 2.00 0105 0.307 ; 1.34 0.83 1.34 4.00 5.41 4.85 3.00 0.105 0.307 267 1.10 2.67 2.67 8.07 7.23 4.00 0.105 0.307 3.99 0.83 1.35 3.99 5.45 4.88 5.00 0.105 0.307 5.34 0.00 0.00 5.34 0.00 0.00 6.00 5.34 0.00 0.00 5.34 0.00 0.00 7.00 5.34 0.00 0.00 5.34 0.00 0.00 8.00 5.34 0.00 0.00 5.34 0.00 0.00 9.00 5.34 0.00 0.00 5.34 0.00 0.00 10.00 ! 5.34 0.00 0.00 5.34 0.00 0.00 11.00 5.34 0.00 0.00 5.34 0.00 0.00 12.00 5.34 0.00 0.00 5.34 0.00 0.00 13.00 5.34 0.00 0.00 5.34 0.00 0.00 14.00 5.34 0.00 0.00 5.34 0.00 0.00 15.00 5.34 0.00 0.00 5.34 0.00 0.00 16.00 5.34 0.00 0.00 5.34 0.00 0.00 17.00 5.34 0.00 0.00 5.34 0.00 0.00 .18.00 5.34 0.00 0.00 5.34 0.00 0.00 19.00 5.34 0.00 0.00 5.34 0.00 0.00 20.00 5.34 0.00 0.00 5.34 0.00 0.00 REACTION AT LEFT END - 1.03 REACTION AT RIGHT END - 1.03 RMAX - 1.03 MMAX - 1.10 a Fb= 875.00 Product of Adjustment factors= 1.105000 = Cm'Cf Fb= 966.88 i (0.85'1.3) Fr- 95.00 Product of Adjustment factors= 0.97000 = Cm Fr 92.15 E= 1.30E+06 Product of Adjustment factors= 1 0.90000 a = Cm E = 1,170,000.00 Areq'd.- 1.5'(RMAX/F'v)•1000= 16.771n.A2 Sreq'd. - (MMAX'12000)fFb = 13.70 1n.A3 Ireq'd.(IIve>LrM) 18.94 InA4 Ireq'd.(IIve&dead>L1240) 16.96 InA4 USE: 4X6 DF#2: A= 19.25, S=17.65, 1=48.53 4.7 #/FT TYPICAL PIER FOOTING: 1.32 SQFT X 12" DP USE: 16"SQX12"DP r lz IbIl PT_FTG2 7:12 AM Rev 9-30-93 Point footing 10/ 5/04 -------------------------------------------------------- Description >>f -3 -------------Load data -------------- --------------Soil data------------- P > 7.600 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 ---.9.00 --------------- - - _ _- _ ---Footing data ------------------------------ Footing size > 2.750 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches Footing weight > 1.134 kips Total P axial > 8.734 kips Total bearing pressure > 1.155 _ksf <ok> Net bearing pressure' > 1.005 ksf ' Factored.bearing pressure > 1.582 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- ' Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 4.531 kips Vn=Vc=2(F'c)".5*bw*d. > 26.400 kips Vn > 23.760 kips Diagonal tension - factored loads - two way action <ok> Vu=(P net)*(effective area) > 11.259 kips Vn=Vc=4(Flc)".5*bo*d > 51.200 kips Vn > 46.080 kips ------------------------- Footing,reinforcement--------•------------------ Mu=(P net)*bl"2/2 > 1.495 ft-kips/ft ' Required Rn=(Mu/o)bd"2 > .25.960 psi Required p (bending moment) > .0007 Required As (bending moment) > .063 in-2/ft = .172 in -2 Min. required p UBC 2610(f) Min. required As UBC 2610(f) > .0009 330W increase applied in-2/ft in -2 > .083 = .229 Minimum reinforcement as governed by: ---Minimum reinforcement -- 2 No. 4 bars e.w. 1 No. 5 bars e.w. 1 No. 6 bars e.w. ' 1 No. 7 bars e.w. 5/ of lm ev �- J Z or a of s-r.►�. w Cd ( o. �J Za ' -XcOF _ 0.2 ti /743 i /9 � �✓�rGC - ,zz a 0 File >SHEARW 8:58 AM 5/28/04 ------------------------------------------------------------------------ REV. 6-17-99 Shearwall schedule --------------------7--------------------------------------------------- Description » Common nails ------------------------------------------------------------------------ >> (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" ddx plywood with 8d nails .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 411, 12" o.c. (.305) (.373) 6 1/2" cdx plywood with 10d nails .492 .600 at 311, 121''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 711-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 6" 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 Description >> Wind pressures on structures Exposure > B .0068 .0073 Importance factor > 1.00 .0087 .0094 Basic wind speed > 75.00 mph qs > 14.50 psf Roof pitch > 6.00 in 12 0 > 26.57 degrees * * * P R I M A R Y F R A M E S A N D S Y S T E M S C 0 M P 0 N E N T'S Direction 1.20 .0108 Ht. <0'-15'> <201> <251> Assembly description .0108 Ce .62 .67 .72 W A L L S Windward walls Leeward walls Total wall R 0 0 F Wind perpendicular to ridge Leeward or flat roof Windward roof Slope 2:12 to less than 9:12 Slope 2:12 to less than 9:12 Roof total Wind parallel to ridge and flat roofs * * * E L E M E N T S A N D W A L L All structures Enclosed structures Open structures Parapets R 0 0 F Enclosed structures Slope less than 9:12 Open structures Slope less than 9:12 1.60 Cq .80 .0072 .0078 .0084 .50 .0045 .0049 .0052 .0117 .0126 .0136 .70 .0063 .0068 .0073 .90 ..0081 .0087 .0094 .30 .0027 .0027 .0031 3.00 .0090 .0095 .0104 .70 .0063 .0068 .0073 C 0 M P 0 N E N T'S 1.20 .0108 .0117 .0125 1.20 .0108 .0117 .0125 1.60 .0144 .0155 .0167 1.30 .0117 .0126 .0136 1.10 .0099 .0107 .0115 * * * L 0 C A L A R E A S A T Wall corners Canopies or overhangs at eaves or rakes Roof ridges'at ends of buildings' or eaves and roof edges at building corners Eaves or rakes without overhangs away from building corners and ridges away from ends of building .0144 .0155 .0167 D I S C O N T I N U I T I E S 2.00 .0180 .0194 .0209 2.80 .0252 .0272 .0292 3.00 .0270 .0291 .0313 2.00 :0180 .0194 .0209 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 6 I� *WWAU ,�k- ` ix5j, Aj-�;, l_A�! 6UT 2F a *WWAU ,�k- ` ix5j, Aj-�;, l_A�! 6UT JOB NUMBER: JOB DESCRIPTION LINE TOT. SHEAR WALL L., T.L.(upper)= TOT. SHEAR WALL L., T.L.(lower)= 04-031 DRAPER , 7 5.75 Ft 0 Ft LATERAL CALCULATIONS WIND: LOWER 0 ksf - PW = 0.0136 ksf 0.01 ksf from Wind design values sheet PR = 0.0104 ksf #VALUEI from Wind design values sheet (single) ADD.NL 0 120 FI^2 UPPER 0 0 Ft^2 LOWER single 576 Ft^2 KIPS/FT.: PROJECTED AREA OF WALL, AW= 10.584 kips 0 0 Ft^2 UPPER PROJECTED AREA OF ROOF, AR= N/A 0 0 ) Ft^2 D.F. = AW'PW+AR'PR 0 0 KIPS DLW (wall)= LLR (roo8: SNOW= DLR (root)= DLF (floor)= Total wall area for weight, (AW) _ PROJECTED FLOOR AREA, (AF)= PROJECTED ROOF AREA, (AR)= W=AR'(DLR+LLR/4)+AW'DLW+AF V= (0.117)W P= 0.021 ksf LOWER 0 ksf (don't enter if 0.03 ksf OR LESS) 0.014 ksf 20 0.01 ksf #VALUEI ADD.NL' UPPER #VALUEI LOWER (single) LOWER 0 120 FI^2 #DIV/01 0 0 Ft^2 NIA 0 576 Ft^2 KIPS/FT.: 10.584 10.584 kips 1.238328 1.238328 kips UPPER 1 N/A IN. O.C. 1.238328 1.238328 KIPS LOWER UPPER CONTROLING FORCE, C.F.= 1.238328 1.238328 KIPS A35: LOWER UPPER usable length, U.L. N/A 20 HEM-FIR:"=12•(0.45/(C.F./U.L../0.82/0.85))" #VALUEI 60.7884179 in. ox DOUG-FIR:"=12'(0.45/(C.F./U.L./0.85))" #VALUEI #DIV/01 in. ox KIPS/FT: LOWER UPPER. '�--C.F./T.L. #DIV/01 0.21536139 SILL NAILING: DOUG FIR-"12•(0.1421KLF)`0.85" #DIV/OI 6.72543946 in. o.c. HEM- FIR="12-(0.142/KLF)`0.85.0.82" #DIV/Of 5.51486036 in. o.c. ANCHOR BOLTS:' LOWER Doug Fir Hem Fir 1/2"- #DIV/01 #DIV/01 in. o.c. 5/8"- #Dlvrof #DIV/01 in. o.c. UPPER N/A IN. O.C. 1/2"- 46.80504681 38.3801384 in. o.c. 5/8'% 72.43638196 59.3978332 in. o.c. N/A N/A 1 /2" � @ 36" o.c.. N/A Z3 USE 48 IN. O.C. UPPER N/A IN. O.C. LOWER . LOWER UPPER PANEL I. D.: NIA 2;HF,BOX #DIV/0! KIPS/FT.: . 0.253 .5 1N. O.C. UPPER N/A IN. O.C. LOWER N/A N/A 1 /2" � @ 36" o.c.. N/A Z3 7 0.5 0.5 0.5 0.5 0.5 0.5 Total UPPER LEVEL: WALL 1 WALL 2 WALL 3 WALL 4 WALL 5 WALL 6 length SPAN, S = 3 2.75 #DIV/0! #DIV/O! 5.76 HEIGHT, H=' 7.5 7.5 "STRAP BOTH WALLS AT HEADER HEIGHT** MOT=(S`W(C.F.R.L.)): 4.845631304 4.4418267 0 0 0 0 TRIB WIDTH/wall of roof(Ft) = 8 8 Additional resistant moment (K-FT) = 0 0 MR(KIP-FT) : 1.0308376 0.86618984 0 0 0 0 SUM OF M= (MOT-MR), M : 3.814793804 3.57563885 0 0 0 0 UPPER LEVEL OFFSET = 0.5 0.5 EFFECTIVE SPAN, E.S.= 2.5 2.25 0 0 0 0 M/E.S.(KIPS)- 1.525917622 1.58917282 #DIV/O! #DIVIO! #DIV/0! #DIVIO! USE: _ HTT16 •HTT16 18-16d sink 18-16d sink. `SSTB16 'SSTB16 3.50K-WIND 3.50K-WIND Total LOWER LEVEL: WALL 1 WALL 2 WALL 3 WALL 4 WALL 5 WALL 6 lenath SPAN, S = 0 HEIGHT, H= MoT=(S`W(C.F.1T.L.)): #OIVl01 ' #DIV/01 #DIV/01 #DIV/01 #DN/01 #DIV/01 TRIB WIDTH/wall of floor (Ft) = TRIB WIDTH/wall of wall(upper level) (Ft) _ TRIB WIDTH/wall of roof (Ft) = Additional resistant moment (K -FT) _ MR(KIP-FT) : 0 0 0 0 0 0 SUM OF M= (MOT-Mp), M: #DIV/01 0DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 LOWER LEVEL OFFSET = 0.5 0.5 0.5 0.5 0.5 0.5 EFFECTIVE SPAN, E.S.= -0.5 -0.5 -0.5 -0.5' -0.5 -0.5 M/E.S. (KIPS): #DIV/0! #DIV/0! #DIV/0! #DIVIO! #DIV/0! #DIV/O! USE: FORCE(from upper level): FORCE: #DIV/0! #DIVIO! #DIV/0! #DIV/0! #DIV/0! #DIV/0! r Z1 1 1 1 1 1 04-031 DRAPER 9 7 Ft 0 Ft LATERAL CALCULATIONS WIND:_ -- DLW (wall)= PW = JOB NUMBER: LLR (roof): SNOW= JOB DESCRIPTION PR = LINE 0.014 ksf TOT. SHEAR WALL L., T.L.(upper)= DLF (floor)= TOT. SHEAR WALL L., T.L(lower)= LATERAL SIZING 1 1 1 1 1 04-031 DRAPER 9 7 Ft 0 Ft LATERAL CALCULATIONS WIND:_ -- DLW (wall)= PW = 0.0136 ksf LLR (roof): SNOW= from Wind design values sheet PR = 0.0104 ksf 0.014 ksf from Wind design values sheet DLF (floor)= AOD.NL LATERAL SIZING UPPER UPPER ' LOWER, (single) (single) PROJECTED AREA OF WALL, AW= 0 0 95 Ft^2 0 PROJECTED AREA OF ROOF, AR= UPPER 0 38 Ft^2 D.F.=AW'PW+AR'PR 10.815 1.6872 1.6872 KIPS V= (0.117)W SEISMIC: LOWER DLW (wall)= 0.021 ksf LLR (roof): SNOW= 0 ksf (don't enter -if 0.03 ksf OR LESS) DI_R (rool)= 0.014 ksf DLF (floor)= 0.01 ksf LATERAL SIZING ADD.NL UPPER ' LOWER (single) Total wall area for weight, (AW) = 0 145 Ft12 PROJECTED FLOOR AREA, (AF)= 0 0 Ft^2 UPPER PROJECTED ROOF AREA, (AR)= 0 555 Ft^2 W=AR•(DLR+LLR/4)+AW'DLW+AF'DLF 10.815 10.815 kips 35 V= (0.117)W 1.265355 1.265355 kips P= 1 ' 78.0778805 in. o.c. E=pV= 1.265355 1.265355 KIPS ' ' LOWER UPPER CONTROLING FORCE, C.F.= 1.6872 1.6872 KIPS LATERAL SIZING ' USE A35: LOWER UPPER usable length, U.L. 0 35 HEM-FIR:'X12'(0.45/(C.F./U.L../0.82/0.85))" #DIV/01 78.0778805 in. o.c. 48 IN, O.C. UPPER ' DOUG-FIR.'L-12'(0.45/(C.F./U.L../0.85))" #DIV/01 #DIV/01 in. o.c. N/A IN. O.C. LOWER LOWER UPPER KIPS/FT: LOWER UPPER PANEL I. D.: N/A 2;HF,BOX #DIV/0! '�=C.F./T.L. #DIV/01 0.24102857 KIPS/FT.: . 0.253 SILL HAILING: DOUG FIR="12-(0.142/KLF)-0.85" #DIV/01 6.00924609 in. o.c. N/A IN. O.C. UPPER HEM- FIR==12'(0.142/KLF)'0.85'0.82" #DIV/01 4.92758179 in. o.c. N/A IN. O.C. LOWER ' ANCHOR BOLTS: LOWER Doug Fir Hem Fir 1/2"- #DIV/01 #DIV/01 in. o.c. N/A ' #DIV/01 #DIV/01 in. o.c. N/A UPPER 1/2"- 41.82076814 34.2930299 in. o.c. •1 /2" � @ 30" o.c. 5/8"- 64.72261735 53.0725462 in. o.c. N/A Z5 9 UPPER LEVEL, SPAN, S'= HEIGHT, H= MOTS'W(C.FJT.L.)): TRIB WIDTHAvall of roof(FI) _ Additional resistant moment (K -FT) _ OF M= (MOT -MR), M :R LEVEL OFFSET = CTIVE SPAN, E.S.= 3. (KIPS): SPAN, S = HEIGHT, H= Mol=(S'W(C.FJT.L.)): TRIB WIDTH/wall of floor (Fl) _ TRIB WIDTH/wall of wall(upper level) (Ft) _ TOIB WIDTH/wall of roof (Ft) = Additional resistant moment (K -FT) _ MR(KIP-FT) SUM OF M= (MOT -MR), M : LOWER LEVEL OFFSET = EFFECTIVE SPAN, E.S.= IV/E.S. (KIPS): USE: ADD.NL FORCE(from upper level): TOTAL FORCE: USE: 2-61 #DIV/01 . #DIV10I #DIV101 #DN/01 #DIVIO! #DIV/01 0 0 I 0 0 0 0 T01a1 WALL 1 WALL 2 WALL 3 WALL 4 WALL 5 WALL 6 lenath 3.5 3.5 0.5 0.5 -0.5 -0.5 7 9.08 9.08 -0.5 #DIV/0! #DIV/0! #DIVIO! #DIV/O! 7.659888 7.659888 0 0 0 0 2 2 0 0 0.892943333 0.89294333 0 0 0 0 6.766944667 6.76694467 0 0 0 0 0.5 0.5 3 3 0' 0 0 0 2.255648222 2.25584822 #DIV/0! #DIVIO! #DIV/O! #DIV/0! T I6 HTf16 , 18-16d sink 18-16d sink . SSTB16 .SSTB16 3.50K -WIND 3.50K -WIND Total WALL 1 WALL 2 WALL 3 WALL 4 WALL 5 WALL 6 length 0 #DIV/01 . #DIV10I #DIV101 #DN/01 #DIVIO! #DIV/01 0 0 I 0 0 0 0 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 0.5 0.5 0.5 0.5 0.5 0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 #DIV/0! #DIV/0! #DIVIO! #DIV/O! #DIV/0! #DIV/0! #DIV/0! #DIVIO! #DIVIO! #DIV/01 #DIVIO! #DIV/0! G 7�9r P1. 111- -c'A G SL l L:Ik P�Ir� r2, r - jevedt c o-c►-e�e wa e �/� =, 030 rno ' VeL C C 5,0 CAA 0-/%/ yt ✓tU,G�'I a%/(&[ load JS-2 -?S-0 the c,k- i S q,01, Q 1 1 1 1 1 1 1 1 1 1 1 1 r x Qtb- �.y�i1MRllc - NOR Frgx ON , iV. h '� � h'T�t •k t^p' Job; rQ4=U28 Description; 4 waa ; "ilh, of dw�Uin9��'�Nt72 � btu fi t General data; Wall construction; Concrete Configuration; Cantilevered Lateral load type; Soil pressure Backfill slope; No slope I I Allowable design stresses; Soil; _ Class of materials (CBC); 14 1 User defined; Allowable bearing pressure; 1.500 ksf t1,10 1'OOOf~`" ksf ; �s�>s Allowable passive; 0.150 ksflft depth :0120 ; - ksf Lateral sliding coefficient; 0.250 � ,,. 90250 kcf Soil weight;' Increase allowed for seismic/wind; r �33Q Applied? No Concrete; Masonry; Pe�2500:Q' ksi Pm x;1500` ksi Fy 160 ksi FY 60 ksi FS 24.00 ksi ES r�z 2900`Q000. psi ESpsi M 28.235 E,, , 1125000 U;• k0�900 n �, 625.78 Unit weight�50t kcf Unit weight F3 kcf 11 1 1 1 1 1 l 1 1 7 1 1 1 1 1 1 1 1 Wall data i Cantilevered wall may use varying thickness segments Segment; (ft) (ft) Segment wa, Actual t (in) Actual d(in) Max. d(in) 1 0.000 to :.00 `t+ 0.150 s.000 3.000 3.750 2 2.000 to 4 U0 0.150 6.000 3.000 3.750 3 0.000 to 0.000 0 0.000 0.000 Segment; b'd2 M(ft-kips) 1 108.00 0.320 2 108.00 0.040 3 0.00 0.000 Input user defined wall thickness; ; , ,0:00 inches ` j 'a M i j ' Loading WOL Axial; 1,411 ; 0 000, 11 j kipslft WCL Axial;5�0,7:50r 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) >t R OOU� ;; ,* 0.000 feet Input surcharge height; feet Summary of lateral loads acting on wall (Cantilevered wall); ' w lateral at top of wall; 0.0000 k/ft W latera, at bottom of wall; 0.1200 klft w lateral at bottom of footing; 0.1500 k/ft ' Additional concentrated load at top of wall; L§Q% a1 k/ft Load type; Wind i 1 f 113 Concrete stem desian Load factor, 1700 Segment 1 reinforcing, Factored design moment (M,); 0.544 ft -kips Max. allowable'd'; 3.750 inches d (in) AS Vertical reinforcing; #4 bars � � at . inches o/c �AN ` x;000 " ' 0.131 int/ft Horizontal reinforcing; #4 bars ' at =u inches olc 0.181 in/ft Temperature and shrinkage reinforcing; Vert. Ag min. 0.108 in/ft M„ 1.67 ft -kips Horiz. A$ min. 0.180 in/ft - Check if wall is overreinforced; Pb 0.018 0.75pb 0.013 Amax. 0.481 in/ft Segment 2 reinforcing; Factored design moment (M,); 0.068 ft -kips Max. allowable'd'; 3.750 inches d (in) Ag rtical reinforcing; bars . at g.�Ve#4 inches o/c •ft3;000, 0.131 in/ft Horizontal reinforcing; 1 #4 bars • at ( ..13, inches o/c 0.181 in/ft Temperature and shrinkage reinforcing; ' Vert. As min. 0.108 , int/ft M, 1.674 ft -kips Horiz. As min. 0.180 int/ft Segment 3 reinforcing: Factored design moment (M,); 0.000 ft -kips Max. allowable'd'; 0.000 inches d (in) AS Vertical reinforcing; None at { 1.2 inches olch0:000 t 0.000 in/ft Horizontal reinforcing; g None at ti''�' ' in ,�, �12,�� inches o/c 0.000• 2 in/ft Temperature and shrinkage reinforcing; Vert. Ag min.' 0.000 . in/ft , M, 0.00 ft -kips Horiz. A$ min. 0.000 inZlft Check cantilevered walls to resist lateral forces when inadvertantly supported at top; M max. 0.126 ft -kips Factored design moment (M„ ); 0.214 ft -kips M max occurs at; 2.24 feet Segment 2 2 Vertical reinforcing; AS 0.131 int d inches ' k i 1 Footing design; Toe length; eTNO, inches Safety factor; 1.969 Heel length; 0.833 feel ! Soil pressure; 1.444 ksf ' Total footing length (L); inches Footing depth; inches Overturning and soil pressure; ' ' Consider ftg depth for gross OTM and sliding ? Yes Design overturning moment (OTM); 0.625 ft-kipsift Ignore footing weight when calculating soil pressure? Yes Check stability and soil pressure; w Arm DLRM WOL 0.000 kips 0.917 feet 0.000 ft-kips ' WLL 0.750 kips 0.917 feet 0.688 ft-kips Segment 1 0.150 kips 0.917 feet 0.138 ft-kips Segment 2 0.150 kips Segment 3 0.000 kips 0.917 0.917 feet feet 0.138 0.000 1-kips ft-kips Soil 0.367 kips 1.583 feet 0.581 ft-kips Keyway 0.050 kips 1.500 feet 0.075 fl-kips Footing 0.300 kips 1.000 feet 0.300 ft-kips WDL 1.017 kips MDL min. 1.231 ft-kips WOL + WLL 1.767 kips MoL+Mu ' 1.918 ft-kips ' . Check safety factor against overturning; ,. MOL min./OTM 1.969 > 1.5 Ok! Eccentricity (e); 0.268 feet IA/2-( M-OTMI Vq U6; 0.333 feet 2.196 feet 13'U2-el Resultant is within middle third of footing Allowed; Maximum soil pressure; 1.444 ksf 1.500 ksf I Wtl/A +6'Wtl'e/A"2 ) ' Minimum soil pressure; 0.023 ksf 1.500 ksf i k L-/5 _footing reinforcement; Heel design; Vertical reinforcin spacing; 18 inches o/c Heel length; 0.833 feet Reinforcing #4 bars at �3.'f inches o/c d;�'f 8 0 inches Load factor A, 0.065 in`Ift M„ 0.260 ft -kips �Mn 2.329 ft -kips Toe design; Toe length; 0.667 feet Reinforcing; #4 bars at 18 inches o/c d; , 8; , inches A, 0.131 in'/ft Max. soil pressure 1.444 ksf At face of wall 1.005 ksf Load factor M,, 0.490 ft -kips -17= M, ' 4.614 ft -kips ; 1 Longitudinal footing reinforcement; ' A, required = Area' .002 A, min. 0.576 ins 3 J14 bars • A, 0.588 in` I r Lateral sliding; . Rmvaw� 0.000 kips/ft Min. A, 0.000 in ' Rb. mwao 0.375 kips/ft None � nw at ��18� t,, ;;inches olc Wa Calculate WDL friction coefficient; ' Lateral sliding resistance; For class 5 soils; 0.254 'kips/ft Lateral sliding resistance 0.000 0.000 kips/ft Limited to; 0.508 max (0.5'Wdl) Allowable lateral passive pressure 0.150 ksf/ft depth Consider footing for passive resistance? res ' Lateral passive pressure provided; 0.075 kips/ft [Footing only] Net resistance provided by footing only; 0.329 kips/ft [Footing only) Concrete slab at base of wall ? No t ma y! Slab thickness; ks�s,�,�r .� inches Width of slab; 12; x . feet Resistance provided by slab; 0.000 kips/ft Total resistance; 0.329 kips/ft ' Factor of safety; 0.878 No good! Shear key required! Shear key must provide additional; 0.233 kips lateral resistance Shear key provides; 0.239 kips lateral resistance ' Calculate equivalent depth of key based on overburden; Bearing pressure (p) / soil weight; Equivalent depth of shear key; 4.621 feet [Maximum 151 Allowable passive pressure; 0.693 ksf [at bottom of footing] ' Allowable passive pressure; 0.743 ksf [at bottom of key] Shear key depth; inches key thickness; d inches .Shear inches E11011' Load factor M" 0.069 ft-kipsaY GT Reinforcing in key; #4 bars at 36 inches o/c A, 0.065 in`/ft M„ 1.74 ft -kips I Wall framin Vertical reir Vertical #4 Horizontal � Vertical doi Vertical #4 Transverse (3) continu Cantilevered concrete retaining wall; 4 ft. retained height. Notes: Allowable soil bearing capacity: 1.50 ksf Maximum imposed axial load: 0.75 kips/ft Equivalent fluid pressure: 0.030 kcf Vehicle surcharge: 0.00 kips Job; 104-028 Description; 6� III iffrontofdwellln'}' '�' �"MZEN�m General data; Wall construction; Concrete _ ! Configuration; cantilevered I I Lateral load type; Soil pressure i Backfill slope; No slope I Allowable design stresses; Soil; Class of materials (CBC); 14 1 User defined; Allowable bearing pressure; � Allowable passive; 1.500 ksf 0.150 ksf/ft depth' 1;OQO, ON ksf 0:;120. ksf Lateral sliding coefficient; 0.250 fVa,0`250`x;'.: Soil weight; ' w`0�.110 � , kcf Increase allowed for seismic/wind; '1.330 Applied? No Concrete; Masonry; fc 2':500 -ksi fm ,�fi 115 06 ksi FY so _ ksi FY 60 ksi FS 24.00 ksi ES w9000 psi ES ; 29 NRO psi m 28.235 Em 1125000 U9"0�0'< n 25.78 Unit weight . > '0150 =- kcf Unit weight '0135 , t kcf i A ' Wall data 6 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:QO. .� 0.150 6.000 3.000 3.750 2 2.000 to 600 0.300 6.0001 3.000 3.750 ' 3 0.000 to : r'U 00 y 0.000 lo - 0.000 0.000 Segment; b*d2 M(ft-kips) 1 108.00 1.080 ' 2 108.00 0.320 3 0.00 0.000 Input user defined wall thickness;Q.00 inches 5'0 ' 4 it Loading WpL Axial; 000�{h kips/ft WLL Axial; � ^� kips/ft Equivalent fluid pressure (EFP); X0:030 kcf Sloping backfill surcharge; 0.000 kcf Design EFP; 0.030 kcf Surcharge; Distance Surcharge P(kips) Description to wall(ft) height(ft) OOr0;0 au °13000 , , 0.000 feet Input surcharge height; R U.000 ,, feet Summary of lateral loads acting on wall (Cantilevered wall); w,ateral at top of wall; 0.0000 k/ft w lateral at bottom of wall; 0.1800 k/ft w lateral at bottom of footing; 0.2100 k/ft Additional concentrated load at top of wall; J,%x0:0.00 `, k/ft Load type; Wlnd r A, Y Y i 51 Ooncrete stem. design _oad factor;170.0 Segment 1 reinforcing; r Factored design moment (M,,); 1.836 ft -kips Ulax. allowable'd'; 3.750 inches d (in) AS ✓ertical reinforcing; #4 bars at 16 inches o/c 3000; 0.147 in/ft horizontal reinforcing; #4 bars at ;. t 11 r_. ` 13' ; inches o/c 0.181 in/ft Temperature and shrinkage reinforcing; ✓ert. As min. 0.108 inZlft M,, 1.87 ft -kips -loriz. AS min.. 0.180 in/ft Check if wall is overreinforced; Pb 0.018 0.75pb 0.013 Amax. 0.481 in/ft Segment 2 reinforcing; Factored design moment (M.); 0.544 ft -kips Max. allowable'd'; 3.750 inches d (in) As Vertical reinforcing; i Horizontal reinforcing; #4 bars • at #4 bars at 16j inches olc 13inches o/c �3 OOF 0.147 0.181 in21ft m Ift Temperature and shrinkage reinforcing; Vert. As min. 0.108 inZlft M,, 1.870 ft -kips Horiz. As min. 0.180 in/ft Segment 3 reinforcing; Factored design moment (M,,); 0.000 ft -kips Max. allowable'd'; 0.000 inches d (in) As Vertical reinforcing; Horizontal reinforcing; None at None . at � 42 '; incheso/c ;�� �' inches o/c }f " 2, ' 0=0001`x` 1- 0.000 0.000 in Ift in21ft Temperature and shrinkage reinforcing; Vert. AS min. 0.000 in/ft M, 0.00 ft -kips Horiz. As min. 0.000. in,/ft Check cantilevered walls to resist lateral forces when inadvertantly supported at top; M max. 0.126 ft -kips Factored design moment (M,,); 0.214 ft -kips M max occurs at; 3.36 feet Segment 2 2 Vertical reinforcing; AS 0.147 in' d inches r Footing design; Toe length; : � :r �-14�,,,' OO inches Safety factor; 1.869 Heel length; 1.167 feet !Soil pressure; 1.464 ksf Total footing length (L); 834'00 =z inches ' Footing depth;L1;2r093 inches Overturning and soil pressure; Consider ftg depth for gross OTM and sliding ? Yes Design overturning moment (OTM); 1.715 ft-kips/ft Ignore footing weight when calculating soil pressure?. Yes • , i Check stability and soil pressure; w Arm DLRM WOL' 0.000 kips 1.417 feet 0.000 ft -kips WCL 0.750 kips 1.417 feet ; 1.063 ft -kips Segment 1 0.150 kips 1.417 feet. 0.213 ft -kips Segment 2 0.300 kips 1.417 feet 0.425 ft -kips Segment 3 0.000 kips 1.417 feet 0.000 ft -kips Soil 0:770 kips 2.250 feet . 1.733 ft -kips Keyway 0.100 kips 2.333 feet . 0.233 ft -kips Footing 0.425 kips 1.417 feet 0.602 ft -kips WOL 1.745 kips MDL min.. 3.205 ft -kips WOL + WCL 2.495 kips MDL4MLL 4.268 ft -kips . Check safety factor against overturning; MDL min./OTM 1.869 > 1.5 Ok! Eccentricity (e); 0.393 feet IA/2-( M-OTM/ W] U6; _ 0.472 feet 3.070 feet (3'U2 -e] Resultant is within middle third of footing Allowed; Maximum soil pressure; 1.464 ksf 1.500 ksf ( Wtl/A +6'Wtl'e/A"2 ] Minimum soil pressure; -0.003 ksf 1.500 ksf 3 t Footing reinforcement; Heel design; Vertical reinforcing spacing; 16 inches o/c Heel length; 1.167 feet Reinforcing 1 #4 bars at32; ' •, - inches olc d;>.8 00 inches Load factor As 0.074 in`/ft M� 0.764 ft -kips MOM- On 2.617 ft -kips Toe design; Toe length; 1.167 feet Reinforcing; #4 bars at 16 inches o/c d; ' 8;000.' > inches Ab 0.147 in/ft Max. soil pressure 1.464 ksf At face of wall 0.908 ksf Load factor Ma 1.479 ft -kips b17 On 5.178 ft -kips Longitudinal footing reinforcement; Ar, required = Area' .002 AS min. 0.816 in` 5�;,ri;., AS 0.980 in i Lateral sliding; Rmocfwan 0.000 kips/ft Min. AS 0.000 in` Rb. d.4 0.735 kipslft None at 'a18 qt inches o/c N/a Calculate WDL * friction coefficient; Lateral sliding resistance; 0.436 kips/ft For class 5 soils; Lateral sliding resistance 0.000 0.000 kips/ft Limited to; 0.873 max (0.5.'Wdl) Allowable lateral passive pressure 0.150 ksflft depth Consider footing for passive resistance? res • Lateral passive pressure provided; 0.075 kips/ft [Footing only] Net resistance provided by footing only; 0.511 kips/ft [Footing only) Concrete slab at base of wall 1 No • Slab thickness;;000 Width of slab; . B . inches 12000... feet Resistance provided by slab; 0.000 , kips/ft Total resistance; 0.511 tkipsift Factor of safety; 0.696 No good! Shear key required! Shear key must provide additional; 0.591 kips lateral resistance Shear key provides; 0.593 'kips lateral resistance Calculate equivalent depth of key based on overburden; Bearing pressure (p) / soil weight; Equivalent depth of shear key; 5.599 i feet [Maximum 161 Allowable passive. pressure; 0.840 ksf [at bottom of footing] Allowable passive pressure; 0.940 ksf [at bottom of key] Shear key depth; -800 inches Shear key thickness; '.12100 inches d ' 6;00inches Load factor M� 0.342 ft -kips ? * Reinforcing in key; #4 bars at 32 y inches o/c AS 0.074 in`Ift M,, 1.96 ft -kips L i a e 51 55 Wall framing - see plan Well -drained granular backfill, typical 6 in. thick concrete wall 3 in. 24" min. lap — Perforated drain to 12.. �. yrs •kb i3,s�' .d• aT3 k . 'u�j c� a $__ 1 (5) continuous #4 bars 12" 34" Cantilevered concrete retaining wall; 6 ft retained height Notes: Allowable soil bearing capacity: 1.50 ksf . Maximum imposed axial load: 0.75 kips/ft Equivalent fluid pressure: .0.030 kcf Vehicle surcharge: 0.00 kips i MIN Vertical reinforcing; Vertical #4 bars at 16 inches ofj`" It 0 Horizontal #4 bars at 13 inches o! , 6 ft Retained height Vertical dowels; Vertical #4 barsat 16 inches . / � o 14" Transverse #4 bars at 32 inc enol 8 NG Well -drained granular backfill, typical 6 in. thick concrete wall 3 in. 24" min. lap — Perforated drain to 12.. �. yrs •kb i3,s�' .d• aT3 k . 'u�j c� a $__ 1 (5) continuous #4 bars 12" 34" Cantilevered concrete retaining wall; 6 ft retained height Notes: Allowable soil bearing capacity: 1.50 ksf . Maximum imposed axial load: 0.75 kips/ft Equivalent fluid pressure: .0.030 kcf Vehicle surcharge: 0.00 kips i ilo�o� at Covlcve� wa�� deSr h a1 Ca^fi�pUe�t� _e�� _o30k( CvLrAy S.. . c,' W(4 w acco.,� mop reS`{'V2rherg S,,�O�o✓ Comddla Pa,Kj = -2 2/z Z OS�i kfl� �� = . 8�O K�` �,,�u�. 3,D ', S -o I Job; 028, r Description; 3 ft"watl ati a agetp nme er' �,, vy, ° ME R General data; , Wall construction; concrete Configuration; cantilevered n Lateral load type; Soil pressure Backfill slope; No slope i a Allowable design stresses; s Soil; Class of materials (CBC); _ 14 User defined; Allowable bearing pressure; 1.500. ksf 00 ;ksf FO.,2 ksf Allowable passive; 0.150 ksf/ft 20°. Lateral sliding coefficient; 0.250 50 Soil weight; 01k� R kcf Increase allowed for seismic/wind; 1330 , Applied? No Concrete; Masonry; f� 25,Oq ksifm , 1500 ksi W FY 60 ksi FY 66 ksi FS 24.00 ksi ES X29 O�OOQ psi ES 290000Q0 A;, psi m 28.235 Em , 1125000 509004" „ n . 25.78 Unit weight U150;.x kcf Y vy�.�EG p. Unit weight 035kcf G,1- 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 0.200 s.000 4.000 5.688 2 2.000 to 3;010 k. 0.100 s:000 4.000 5.688 3 0.000 to. QO .0.000 o; 0.000 0.000 Segment; b'd2 M(ft-kips) 1 192.00 0.203 2 192.00 0.013 3 0.00 0.000 Input user defined wall thickness; :a, , 0;;00 inches 1 JI Loading WDA Axial; r : U; OOQ„ kips/ft ' WLL Axial; 0:870 , ¢ kips/ft 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) �2a0.0.0IQ�'%I Vehicle': 30,0.0.` <," ' 0.505 feet ' Input surcharge height; � b l)00' . ',' `° feet Summary of lateral loads acting on wall (Cantilevered wall); ' NY ia�,ai at top of wall; 0.0152 k/ft w lateral at bottom of wall; 0.1052 k/ft w lateral at bottom of footing; 0.1352 k/ft 'Additional concentrated load at top of wall; 0 k/ft Load type; wind k/ft 1 • r Segment 3 reinforcing; Factored design moment (M j; Max. allowable'd'; 0.000 inches -Vertical reinforcing; None at ' 12 None � Horizontal reinforcing; o at °1:2 Temperature and shrinkage reinforcing; Vert. As min. 0.000 in21ft Mn Horiz. As min. 0.000 in2lft Check cantilevered walls to resist lateral forces when inadvertantly supported at top; M max. Factored design moment (Mu); M max occurs at; Vertical reinforcing; As d 0.126 ft -kips 0.214 ft -kips 1.68 feet Segment 1 0.207 int inches. i I 0.000 ft -kips d (in) As inches o/c0 OOuO 0.000 in !ft inches O/c 0.000 in21ft 0.00 ft -kips 1 } I Concrete stem design Load factor; ,;' j!:.70 t Segment 1 reinforcing; Factored design moment (M j;; 0.345 ft -kips Max. allowable'd'; 5.688. inches d (in) AS Vertical reinforcing; #s bars at„�18 y7" inches o/c 4`000 0.207 in2lft Horizontal reinforcing; #5 bars at }15', inches o/c 0.248 in Ift Temperature and shrinkage reinforcing; Vert. As min. 0.144 in21ft M, 3.49 ft -kips Horiz. k min. 0.240 inZlft Check if wall is overreinforced, Pb 0.018 0.75pb 0.013 Amax. 0.641 in21ft Segment 2 reinforcing; Factored design moment (M,,),'0.021 ft -kips Max. allowable'd'; 5.688 inches d (in) As Vertical reinforcing; #5 bars at fV18 inches olc_;;4 000 0.207 in /ft Horizontal reinforcing; #5 bars � at � 5� inches olc 0.248 in/ft Temperature and shrinkage reinforcing; Vert. As min. 0.144 in21ft ' M, 3.494 ft -kips Horiz. AS min. 0.240 in21ft Segment 3 reinforcing; Factored design moment (M j; Max. allowable'd'; 0.000 inches -Vertical reinforcing; None at ' 12 None � Horizontal reinforcing; o at °1:2 Temperature and shrinkage reinforcing; Vert. As min. 0.000 in21ft Mn Horiz. As min. 0.000 in2lft Check cantilevered walls to resist lateral forces when inadvertantly supported at top; M max. Factored design moment (Mu); M max occurs at; Vertical reinforcing; As d 0.126 ft -kips 0.214 ft -kips 1.68 feet Segment 1 0.207 int inches. i I 0.000 ft -kips d (in) As inches o/c0 OOuO 0.000 in !ft inches O/c 0.000 in21ft 0.00 ft -kips 1 Footing design; ' Toe length; e,6 00 inches Safety factor; 2.037 Heel length; 0.667 feet Soil pressure; 1.481 ksf Total footing length (L);801�1,` e00 inches Footing depth; Q '�` inches Overturning and soil pressure; Consider ftg depth for gross OTM and sliding? Yes • Design overturning moment (OTM); 0.441 ft-kips/ft Ignore footing weight when calculating soil pressure? Yes Check stability and soil pressure; w Ann DLRM WDL 0.000 kips 0.833 feet 0.000 ft -kips WLL 0.870 kips 0.833 feet 0.725 ft -kips Segment 1 0.200 kips 0.833 feet 0.167 ft -kips Segment 2 0.100 kips 0.833 feet 0.083 ft -kips Segment 3 0.000 kips 0.833 feet 0.000 ft -kips Soil 0.220 kips 1.500 feet 0.330 ft -kips Keyway 0.050 kips 1.333 feet 0.067 ft -kips Footing 0.275 kips 0.917 feet 0.252 ft -kips WOL 0.845 kips ' MDL min. 0.899 ft -kips WDL+Wu 1.715 kips MDL+M« 1.624 ft -kips Check safety factor against overturning; MDL min./OTM 2.037 > 1.5 Ok! Eccentricity (e); 0.227 feet [Al2{ M-OTM/ Wj U6; 0.306 feet L' ; 2.069 feet [3'U2 -e) Resultant is within middle third of footing Allowed; Maximum soil pressure; 1.481 ksf 1.500 ksf [ Wtl/A +6'Wtl'e/A"2 j Minimum soil pressure; 0.090 ksf 1.500 ksf i Footing reinforcement; Heel design: Vertical reinforcing spacing: 18 inches o/c Heel length; 9 0.667 feet Reinforcing #5 bars 9. at "3t) inches o/c BEDROOM- d; 8.0 inches Load factor Ag 0.103 in`/ft M„ 0.125' ft -kips k1 7 On 3.663 ft -kips Toe design; Toe length; 0.500 feet Reinforcing; #5 bars at 18 inches o/c d; $000:x; inches AS 0.207 in`/ft Max. soil pressure 1.481 ksf At face of wall 1.123 ksf Load factor M,, 0.289 ftkips = 17 On .7.214 ft -kips � Longitudinal footing reinforcement; AS required = Area' .002 AS min. 0.528 in` � PfAN #5 bars . AS 0.620 in` Lateral sliding; Rmoulwan 0.000 kips/ft Min. AS 0.000 in' Rn. mW.a 0.301 kips/ft None at {, .inches o/c Nla Calculate WDL * friction coefficient; Lateral sliding resistance; 0.211 kipslft• For class 5 soils; Lateral sliding resistance 0.000 0.000 kipslft Limited to; 0.423 max (0.5'Wdl) Allowable lateral passive pressure 0.150 ksf/ft depth Consider footing for passive resistance? res Lateral passive pressure provided; 0.075 kips/ft [Footing only] Net resistance provided by footing only; 0.286 kips/ft [Footing only] Concrete slab at base of wall ? No Slab thickness; Width of slab; W11-11600inches feet Resistance provided by slab; 0.000 ,kips/ft Total resistance; 0.286 kips/ft Factor of safety; 0.952 !No good! Shear key required! Shear -key must provide additional; 0.165 kips lateral resistance Shear key provides; 0.218 kips lateral resistance Calculate equivalent depth of key based on overburden; Bearing pressure (p) I soil weight; Equivalent depth of shear key; 4.190 (feet [Maximum 151 Allowable passive pressure; 0.629 ksf [at bottom of footing] Allowable passive pressure; 0.679 =ksf [at bottom of key) Shear key depth; : 4:00= % ' inches Shear key thickness; .1200''- inches d '6:0 ? -inches Load factor M, 0.063 ift-kips "s1y7 .A Reinforcing in key; #5 bars at 36 inches o/c AS 0.103 in ift Mn 2.73 ft -kips ! Wall framing - see plan Slab dowels; None at 18%inches o/c Vertical reinforcing: Vertical #5 barsat 18 inches /c �R Horizontal #5 bars at 15 inch s o! 3 ft NPI Retained height ,a 1 Vertical dowels; Vertical #5 barsat 18 inches / 9 6 ' Transverse #5 bars at 36 inci es o/c NG *Via 2 xa. ' 12' 4:: ' (2)'continuous #5 bars 22" Supported concrete retaining wall : 3 ft. retained height Notes: Allowable soil bearing capacity: 1.50. ksf ' Maximum imposed axial load: 0.87 kips/ft Equivalent fluid pressure: 0.030 kcf Vehicle surcharge: 2.00 kips 4" conc. Slab - reinforce with with #3 at 18" o/c e.w. Well -drained granular backfill, typical 8 inch thick Concrete wall 4 in. 24" min. lap — Perforated drain to 12" 611 Job; X04 028 Description, Eur all,at9aragepenmem tern r _11 k I� General data; Wall construction; Concrete Configuration; Cantilevered Lateral load type; Soil pressure Backfill slope; No slope ; Allowable design stresses; Soil; Class of materials (CBC); a User defined; Allowable bearing pressure; 1.500 ksf 0.150 ksf/ft depth 1�000g .y ksf 0=1,20 ` ksf Allowable passive, Lateral sliding coefficient; 0.250. POb250 Soil weight; �0'10 kcf Increase allowed for seismic/wind; 1�330� Applied? No Concrete; Masonry; ' Pc 500 ksi. Pm. X1500 ksi FY 60 ksi Fy 60 ksi FS 24.00 ksi. ES 2980 00 psi ES a 2 OQ0000?' � psi m 28.235 Em 1125000 �Ff 900° : F t 3 n 25.78 Unit weight 0150` ` kcf Unit weight .'" 035 kcf 1 r Vail 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 x.2,00 0.200 F8,60 4.000 5.688 2 2.000 to 0.300 0.300 0?00 s.000 4.000 5.688 3 0.000 to 0.000 0 0.000 0.000 segment; b'd2 M(ft-kips) 1 192.00 0.814 2 192.00 0.203 3 0.00 0.000 iput user defined wall thickness; . � X0'00 �°'' inches i r Loading Wog Axial; ",'E6.%� kips/ft WLL Axial; kipslft 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) 2 OQ0 Vehicle s+ tl g '3 OOOi �" 0.505 feet f ft4eT � Input surcharge height; 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; 0.1652 k/ft w lateral at bottom of footing; 0.1952 k/ft Additional concentrated load at top of wall; . , `O 000; k/ft 4 Load type; I Wind Concrete stem design Load factor; A,:701Y ' i Segment 1 reinforcing; Factored design moment (M j; 1.384 ft -kips Max. allowable'd'; 5.688 inches d (in) As Vertical reinforcing; 9 #s ban at tar K�vt, inches olc 0 's r q ;,4000"t 0.207 2 in !ft 2 Horizontal reinforcing; #5 bars • at.1'5,*' incheso/c 0.248 in /ft Temperature and shrinkage reinforcing; Vert. As min. 0.144 in21ft Mn 3.49 ft -kips Horiz. As min. 0.240 inZlft Check if wall is overreinforced; Pb 0.018 0.75pb 0.013 Asmax. 0.641 in/ft Segment 2 reinforcing; Factored design moment (M j 0.345 ft -kips Max. allowable'd'; 5.688 inches d (in) As Vertical reinforcing; #5 bars at v 18f inches o/c 000 j: ',;� 0.207 inZlft Horizontal reinforcing; #5 bars at inches o/c 0.248 in/ft Temperatureand shrinkage reinforcing; Vert. As min. 0.144 inZlft Mn 3.494 ft -kips Horiz. As min. 0.240 inZlft Segment 3 reinforcing; factored design moment (Mu)' 0.000 ft -kips Max. allowable'd'; 0.000 inches d (in) AS Vertical reinforcing; None at . ''� "1�2 ' `' inches.olc 0 �� 0.000 in21ft Horizontal reinforcing; None at 12A''y4 inches olc 0.000 in lft Temperature and shrinkage reinforcing; Vert. As min. 0.000 in21ft Mn 0.00 ft -kips Horiz. As min. 0.000 in21ft Check cantilevered walls to resist lateral forces when inadvertantly supported at top; M max. 0.526 ft -kips Factored design moment (M j; 0.894 ft -kips M max occurs at; 2.85 feet ` Segment 2 2 Vertical reinforcing; AS 0.207 inz + d inches } Footing design; Toe length;B i "' inches Safety factor; 1.928 Heel length; 1.000 feet Soil pressure; 1:442 ksf Total footing length (L);332.00° inches Footing depth; 12 OQ inches Overturning and soil pressure; Consider ftg depth for gross OTM and sliding ? ves Design overturning moment (OTM); 1.353 ft-kips/ft Ignore footing weight when calculating soil pressure? ves I Check stability and soil pressure; w Arm DLRM WOL 0.000 kips 1.333 feet 0.000 ft -kips WCL 0.870. kips 1.333 feet , 1.160 ft -kips Segment 1 0.200 kips 1.333 feet 0.267 ft -kips Segment 2 0.300 kips 1.333 feet 0.400 ft -kips Segment 3 0.000 kips 1.333 feet 0.000 ft -kips Soil 0.550 kips 2.167 feet 1.192 ft -kips Keyway 0.100 kips 2.167 feet 0.217 ft -kips Footing 0.400 kips 1.333 feet 0.533 ft -kips Wog 1.550 kips MDL min. 2.608 ft -kips WDL+Wu 2.420 kips MDL+Mu 3.768 I ft -kips Check safety factor against overturning; MDL min.lOTM 1.928 > 1.5 Ok! Eccentricity (e); 0.335 feet [A/2-(M-OTM/ W) U6; 0.444 feet L' ; 2.995 feet [3'U2 -e) Resultant is within middle third of footing Allowed; Maximum soil pressure; 1.442 ksf 1.500 ksf [ Wtl/A +6'Wtl'e/A^2 ) Minimum soil pressure; 0.073 ksf 1.500 ksf Footing reinforcement; �. 10 Heel design; Vertical reinforcing spawn ; 18 inches o/c Heel length; .1.000 feet Reinforcing #s bars at ;x36, inches o/c d; 0Hoo inches Load factor AS 0.103 in`/ft M„ 0.468 ft-kips 99! `1 °7 3.663 ft-kips Toe design; Toe length; 1.000 feet Reinforcing; #5 bars at 18 inches o/c d; 8OOQ inches AS 0.207 in/ft Max. soil pressure 1.442 ksf At face of wall 0.960 ksf Load factor M„ 1.089 ft-kips .; tt7� 7.214 ft-kips Longitudinal footing reinforcement; AS required = Area' .002 Ag min. 0.768 in '�3::' S5 bars _ AS 0.930 in` Lateral sliding; RWIofWall 0.000 kips/ft Min. AS 0.000 in` 0. Rtaseawan 631 ki P kips/ft None � at inches o/c N/a .. •. .. Calculate WOL * friction coefficient; Lateral sliding resistance; 0.388 kips/ft For class 5 soils; Lateral sliding resistance 0.000 0.000 kips/ft Limited to; 0.775 max (0.5'Wdl) Allowable lateral passive pressure 0.150 ksf/ft depth Consider footing for passive resistance? res • Lateral passive pressure provided; 0.075 kipslft [Footing only] Net resistance provided by fooling only; 0.463 kips/ft [Footing only] Concrete slab at base of wall ? No • Slab thickness; 4:000. inches Width of slab; ` �12Op0" feet Resistance provided by slab; 0.000 kips/ft Total resistance; 0.463 kips/ft Factor of safety; 0.733 No good! Shear key required! Shear key must provide additional; 0.484 kips lateral resistance Shear key provides; 0.562 kips lateral resistance Calculate equivalent depth of key based on overburden; Bearing pressure (p) / soil weight; Equivalent depth of shear key; 5.284 feet (Maximum 161 Allowable passive pressure; 0.793 ksf [at bottom of footing) Allowable passive pressure; 0.893 ksf [at bottom of key] Shear key depth;, 800 inches Shear key thickness; 12 0,0 inches d "600,;4 inches Load factor M" 0.325 ft-kips�7` . Reinforcing in key; - #5 bars at 36 inches o/c AS 0.103. in'/ft, . M, 2.73 ft -kips 1 � y Wall framing - see plan Slab dowels; None at 18 inches o/c 4" conc. Slab - reinforce with with #3 at 18" o/c e.w. ' Well -drained granular Vertical reinforcing: backfill, typical Vertical #5 barsat 18 inches /c a o , 8 inch thick Concrete wall Horizontal #5 bars at 15 inch s o/ 5ft Retained height4 in. fig yR �v rVertical dowels; t Vertical #5 barsat 18 inches 1` ri 12" �a ` 24" min. lap Transverse #5 bars at 36 inct es o/ Perforated drain to daylight NG 12" 4. � yP 9 t' (3) continuous #5 bars 12" 32" ' Supported concrete retaining wall : 5 ft. retained height Notes: Allowable soil bearing capacity: 1.50 ksf Maximum imposed axial load: 0.87 kips/ft Equivalent fluid pressure: 0.030 kcf Vehicle surcharge: 2.00 kips 1 ' ' `" 'k' Job;• 04-028 x S :4 M. r r s Description; 7 ft�:w lI at$ arae nine' � z u g r x...•.3..t � .w., b s` General data; ' Wall construction; concrete . Configuration; cantilevered Lateral load type; sol pressure T ' Backfill slope; No slope Allowable design stresses; i ' Soil; Class of materials (CBC); 14 1 User defined; Allowable bearing pressure; 1.500 ksf 0.150 ksf passive; ksflft depth a= ksf 2O ;Allowable LON250 Lateral sliding coefficient; 0.250 t ' Soil weight; Increase allowed for seismic/wind; �0�1�10• kcf 1330 Applied? No Concrete, Masonry; P `2500 ksi t' 1500 R ksi FY so ksi FY 50 ksi FS . 24.00 ksi ' ES X2900 OOQ;, . psi ES �9�Q0000�. psi m 28.235 Em 1125000 'n 25.78 Unit weight0 `� kcf WO Unit weight . 7 O'135^i kcf r t I a . i ' F 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 20Ofi 0.200 F8.000 4.000 5.688 2 2.000 to � 7t ' '� '00 ' , 0.500 a.000 4.000 5.688 3 0.000. to .. 0.000 0 0.000 0.000 Segment; b'd2 M(ft-kips) 1 192.00 2.086 2 192.00 0.814 M 3 0.00 0.000 Input user defined wall thickness; ainches NERMM ; a r � Loading 1 -15 _ d Wog Axial;:-. kips/ft WLL Axial; 0870, kips/ft Equivalent fluid pressure (EFP); r Q:0.3U kcf Sloping backfill surcharge; 0.000 kcf ' Design EFP; 0.030 kcf Surcharge; Distance Surcharge P(kips) Description to wall(ft) height(ft) Vehicle` 30001 0.505 feet ' 2°000 IM Input surcharge height; i `0000 feet Summary of lateral loads acting on wall (Cantilevered wall); w,aterai at top of wall; 0.0152 klft w,atera, at bottom of wall; 0.2252 klft w,amm, at bottom of footing; 0.2552 klft -n Additional concentrated load at top of wall;0 0,00, ~ klft Load type; wind 1 1 1 , 1 . 1 1 r i .F Concrete stem design Load factor; 1100. ' Segment 1 reinforcing; Factored design moment (M,,);' 3.547 ft -kips Max. allowable'd'; 5.688 inches d (in) AS reinforcing; #5 bars � �at sy116ftY, inches olc MI& ,�Vertical X 000 �:" 0.233 in/ft Horizontal reinforcing; #5 bars at v,15 inches olc 0.248 in Ift Temperature and shrinkage reinforcing; ' Vert. As min. 0.144 inZ/ft Mn 3.90 ft -kips Horiz. As min. 0.240 in21ft Check if wall is overreinforced; pb 0.018 0.75pb 0.013 Amax. 0.641 in21ft Segment 2 reinforcinT Factored design moment (Mu); 1.384 ft -kips Max. allowable'd'; 5.688 inches d (in) AS ' Vertical reinforcing; Horizontal reinforcing; #S bars at #5 bars • at 16 x inches o/c 15, ' inches o/c 4 00O 0.233 0.248 in21ft in21ft Temperature and shrinkage reinforcing; Vert. As min. 0.144 in21ft Mn 3.899 ft -kips : ' Horiz. As min. 0.240.. in21ft Segment 3 reinforcing; Factored design moment (Mu)- 0.000 ft -kips ' Max. allowable'd'; 0.000 inches d (in) As Vertical reinforcing; None at .12 ` inches olc;,,0'000, 0.000 2 in Ift Horizontal reinforcing; None at .. 2;. inches o/c 0.000 , in/ft Temperature and shrinkage reinforcing; Vert. AS min. 0.000 in21ft M, 0.00 ft -kips Horiz. AS min. 0.000 in21ft Check cantilevered walls to resist lateral forces when inadvenantly supported at top; r4 M Max.max. 1.377 ft -kips Factored design moment (Mu); 2.340 ft -kips M max occurs at; 3.99 feet Segment 2 2 Vertical reinforcing; AS 0.233 int d inches 1 i 1 ` Footing design; F ' Toe length;16 0t� inches Safety factor; 2.438 Heel length; 2.000 feet !Soil pressure; 1.499 ksf Total footing length (L); e �: .48:00 g ` inches Footing depth; 12Q0 inches Overturning and soil pressure; Consider fig depth for gross OTM and sliding ? res • 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 WDL 0.000 kips 1.667 feet 0.000 ft -kips WLL 0.870 kips 1.667 feet 1.450 ft -kips Segment 1 0.200 kips 1.667 feet 0.333 ft -kips Segment 2 0.500 kips 1.667 feet 0.833 ft -kips Segment 3 0.000 kips 1.667 feet 0.000 ft -kips. Soil 1.540 kips 3.000 feet 4.620 ft -kips Keyway 0.125 kips 3.500 feet 0.438 ft -kips Footing 0.600., kips 2.000 feet 1.200 ft -kips WDL 2.965 kips MDL min. 7.424 ft -kips WOL + WLL 3.835 kips MDL+Mu 8.874 ft -kips Check safety factor against overturning; t MOL min./OTM 2.438 > 1.5 Ok! Eccentricity (e); 0.480 feet [Al24 M-OTM/ W[ L/6; 0.667 feet L' ; 4.560 feet [3'L/2 -e] Resultant is within middle third of footing Allowed; Maximum soil pressure; 1.499 ksf 1.500 ksf [ Wtl/A + 6'Wtl'e/A"2 [ Minimum soil pressure; 0.118 ksf 1.500 ksf I Footing reinforcement; Heel design; Vertical reinforcing s acin ; 16 inches o/c Heel length; 2.000 feet Reinforcing #5 bars • atM&'a' _ inches o/c d; 8 00 r ¢' inches Load factor AS 0.116 in`/ft M,, 2.618 ft -kips Milli 4.113 ft -kips Toe design; Toe length; 1.333 feet Reinforcing; #5 bars at 16 inches o/c d; $,.000 inches AS 0.233 in`tft Max: soil pressure 1.499 ksf At face of wall 1.061 ksf Load factor M,, 2.044 ft -kips j&*LV7 8.084. ft -kips Longitudinal footing reinforcement; AS required= Area' .002 As min. 1.152 in` 4 .r #5 bars • AS 1.240 in` a s Lateral sliding; R,opofwag 0.000 kips/ft Min. AS 0.000 in aseofwa0 1.081 kips/ft I None at�r18^ inches o/c N/a Calculate Woi' friction coefficient; Lateral sliding resistance; 0.741 kips/ft ' For class 5 soils; Lateral sliding resistance 0.000 0.000 kips/ft Limited to; 1.483 max (0.5'Wdl) Allowable lateral passive pressure 0.150 ksf/ft depth ' Consider footing for passive resistance? yes • Lateral passive pressure provided; 0.075 kips/ft [Footing only] Net resistance provided by footing only; 0.816 kips/ft (Footing only] Concrete slab at base of wall ? Slab thickness; inches No • .' Width of slab; "111000, feet Resistance provided by slab; 0.000 kips/ft Total resistance; 0.816 kips/ft Factor of safety; 0.755 No good! Shear key required! Shear key must provide additional; 0.806 kips lateral resistance ' Shear key provides; Calculate equivalent depth of key based on overburden; 0.894 kips lateral resistance Bearing pressure (p) / soil weight; Equivalent depth of shear key; 6.739 feet [Maximum 15'1 Allowable passive pressure; 1.011 ksf [at bottom of footing] ' Allowable passive pressure; 1.136 �ksf [at bottom of key] Shear key depth; 10 00� inches Shear key thickness; :12.00 orches d ` x 6 0' r inches Load factor Mo 0.646 ft -kips x'17 'tit' Reinforcing in key; #5 bars at 32 inches o/c As 0.116 in'/ft ' Me 3.07 ft -kips t s Wall framing- see pla ,Slab dowels; . None at 18 inches o/c Vertical reinforcing: Vertical #5 barsat 16 inches Horizontal #5 bars at 15 inch 7 f Retained height Vertical dowels; Vertical #5 barsat 16 inches Transverse#5 bars at 32 NG 12 10" (4) continuous #5 bars 16 48" Supported concrete retaining wall : 7 ft. retained height Notes: Allowable soil bearing capacity: 1.50 ksf Maximum imposed axial load: 0.87 kips/ft Equivalent fluid pressure: 0.030 kcf Vehicle surcharge: 2.00 kips i. 4 in. 4" conc. Slab - reinforce with with #3 at 18" o/c e.w. Well -drained granular backfill, typical thick Concrete wall 24" min. lap — Perforated drain to «; Job; '04 028Description, t9 ft wall,atvgaragepenmeter�; �?__ ,r General data; Wall construction; Concrete I I Configuration; Canblevered Lateral load type; soil pressure Backfill slope; No slope � , Allowable design stresses, Soil; Class of materials (CBC); . _ a User defined; Allowable bearing pressure; 1.500 ksf 1000` ksf Allowable passive; 0.150 ksf/ft depth ,01 ksf Lateral sliding coefficient; 0.250 z0*25 Soil weight; END J., kcf Increase allowed for seismic/wind;. 1330 Applied? No Concrete; Masonry; P� 500 ksi Pmt 500... ' ksi Fy so ksi Fy so ksi FS 24.00 ksi ES29000 00 0 psi ES�i2 000`OOQ psi m 28.235 Em 1125000 $ 900n 25.78 Unit weight'l K4"�� kcf Unitweight �0 kcf w 3 0.00 0.000 ' Input user defined wall thickness; 0 QO inches 1, t f i &G t 1 y f J 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 �a; X00 0.200 s.000 4.000 5.688 2 2.000 to900 0.700 s:000 4.000 5.688 3 0.000 to 000 `" 0.0000.000 o 0.000 E Segment; b'd2 M(ft-kips) 1 192.00 4.259 i ' 2 192.00 2.086 ' 3 0.00 0.000 ' Input user defined wall thickness; 0 QO inches 1, t f i &G Loading Wog Axial' '0:000 4 kipslft OW ®R ' WLL Axial; 0870�w kipslft Equivalent fluid pressure (EFP);,0`030' kcf .Sloping backfill surcharge; 0.000 kcf 1 Design EFP; 0.030 kcf Surcharge; Distance Surcharge P(kips) Description to wall(ft) height(ft) Vehicle 0.505 feet Input surcharge height;OYOOO�feet 1 1 Summary of lateral loads acting on wall (Cantilevered wall); w,�,e�, at top of wall; 0.0152 k/ft W at bottom of wall; 0.2852 k/ft w 1a1e� at bottom of footing; 0.3152 k/ft 1 Additional concentrated load at top of wall; 0 k/ft Load type; wind .1 . 1 f 1 1 1� 1 � i e Concrete stem design...,;r..,z Load factor, 1.700; Segment 1 reinforcing; Factored design moment (M,,); 7.240 ft -kips Max. allowable'd'; 5.688 inches d (in) As. Vertical reinforcing; , #s bars at 7 inches o/c�4"'000, ' 0.531 in21ft 1#5 bars � Horizontal reinforcing; at X15 inches o/c .0.248 in 2/ft Temperature and shrinkage reinforcing; Vert. As min. 0.144 in21ft M, 8.07 ft -kips Horiz. As min. 0.240 int/ft Check if wall is overreinforced; Pb 0.018 0.75pb 0.013 Asmax. 0.641 in/ft tSegment 2 reinforcing Factored design moment (M,); 3.547 ft -kips Max. allowable'd'; 5.688 inches d (in) As. Vertical reinforcing; #5 bars • at 14 inches o/c 4 00 0.266 in21ft ' Horizontal reinforcing; #5 bars • at ` i'45` , inches o/c 0.248 in21ft Temperature and shrinkage reinforcing; Vert. AS min. 0.144 int/ft Mn 4.409 ft -kips Horiz. As min. 0.240 in21ft Segment 3 reinforcing; Factored design moment (M,); 0.000 ft -kips Max. allowable'd'; 0.000 inches d (in) ' As None . . , � ,. Vertical reinforcing. � at --12 inches o/c IF,0 0004" Y 0.000 , in21ft Horizontal reinforcing; None at 4� ,}f inches o/c 0.000 in21ft Temperature and shrinkage reinforcing; Vert. As min. 0.000 in21ft Mn 0.00 ft -kips ' Horiz. As min. 0.000 • in/ft Check cantilevered walls to resist lateral forces when inadvertantly supported at top; ' M max. ' ~` . 2.847 ft -kips Factored design moment (M,,); 4.840 ft -kips ' M max occurs at; 5.13 feet Segment 2 2 Vertical reinforcing; As 0.266 int d inches • ,Y Footing design; Toe length; : AT66 g0inches Safety factor; 2.355 Heel length; 2.333 feet Soil pressure; 1.484 ksf ° Total footing length (L); e6'0.00 inches i Footing depth; 1'2x00. inches Overturning and soil pressure; Consider ftg depth for gross OTM and sliding ? res Design overturning moment (OTM); 5.758 ft-kips/ft Ignore footing weight when calculating soil pressure? res . 1 Check stability and soil pressure; w Arm DLRM WDL 0.000 kips 2.333 feet 0.000 ft -kips. WLL 0.870 kips 2.333 feet 2.030 ft -kips Segment 1 .0.200 kips 2.333 feet 0.467 ft -kips Segment 2 0.700 kips 2.333 feet 1.633 ft -kips Segment 3 0.000 kips 2.333 feet 0.000 ft -kips Soil 2.310 kips 3.833 feet 8.855 ft -kips Keyway 0.163 kips 4.500 feet 0.731 ft -kips Footing 0.750 kips 2.500 feet 1.875 ft -kips WDL 4.123 kips MDL min. 13.561 ft -kips WDL + WLL 4.993 kips MDL+Mu 15.591. ft -kips Check safety factor against overturning; Mpg min./OTM 2.355 > 1.5 Ok! Eccentricity (e); 0.530 feet [A/2-( M-OTM/ W! 1-16; 0.833 feet L' ; 5.909 feet [3'U2 -e] Resultant is within middle third of footing Allowed; Maximum soil pressure; 1.484 ksf 1.500 ksf Minimum soil pressure; 0.213 ksf . , 1.500 ksf i 'r [ Wtl/A + 6'Wtl'e/A^2 ) 6-,� Footing reinforcement; Heel design: Vertical reinforcin s aan ; 7 inches o/c Heel length; 2.333 feet Reinforcing #5 bars at r2 inches o/c d; 4`, 8 OO I� inches Load factor AS 0.177 in`Ift M„ 4.582 ft -kips M11�Z� On 6.211 ft -kips Toe design: Toe length; 2.000 feet Reinforcing; #5 bars at 7 inches o/c d; 8:0.00`: inches AS 0.531 i0ft Max. soil pressure 1.484 ksf At face of wall 0.982 ksf Load factor M„ 4.476 ft-kipstI;`r 17 1 17.636 ft -kips longitudinal footing reinforcement: AS required = Area' .002 A. min. 1.440 ins 5 #5 bars • Ag 1.550 in` AXI lateral sliding; Rroccrwap 0.000 kips/ft Min. AS 0.000 in` Roa�eorWao 1.652 k! s/ft p None at inches o/c N/a I Calculate WDA * friction coefficient; Lateral sliding resistance; 1.031 kips/ft For class 5 soils; Lateral sliding resistance 0.000 0.000 kips/ft Limited to; 2.061 max (0.5'Wdl) Allowable lateral passive pressure 0.150 ksf/ft depth Consider footing for passive resistance? ves Lateral passive pressure provided; 0.075 kips/ft [Footing only] Net resistance provided by footing only; 1.106 kips/ft [Footing only] Concrete slab at base of wall 1 No • Slab thickness; 4000: inches Width of slab; I 2000.. ", feet Resistance provided by slab; 0.000 kips/ft Total resistance; 1.106 kips/ft Factor of safety; 0.669 No good! Shear key required! Shear key must provide additional; 1.372 kips lateral resistance Shear key provides; a kips lateral resistance Calculate equivalent depth of key based on overburden; Bearing pressure (p) / soil weight; Equivalent depth of shear key; 7.495 feet (Maximum 161 Allowable passive pressure; 1.124 ksf [at bottom of footing) Allowable passive pressure; 1.287 ksf (at bottom of key) Shear key depth; 13 0 ; inches Shear key thickness; 1200 inches d 600 inches Load factor M,, 1.230 ft -kips z'' 7 Reinforcing in key; #5 bars at 21 inches o/c As 0.177 in/ft Mn 4.62 ft -kips 4 in. 24" jt 24" min. lap �t`0_`. "�` Perforated drain to W7. 13" ' (5) continuous #5 bars 60" ' Supported concrete retaining wall : 9 ft. retained height . Notes: Allowable soil bearing capacity: 1.50 ksf Maximum imposed axial load: 0.87 kips/ft Equivalent fluid pressure: 0.030 kcf Vehicle surcharge: 2.00 kips 1 i 4" conc. Slab - reinforce with with #3 at 18" o/c e.w. Wall framing - see plans Slab dowels; I None at 18 inches o/c 45Ya`z:.riiSx8dc"Sd"w'.t9dxik. Vertical reinforcing: 4 Vertical #5 barsat 14 inches '. rr Horizontal #5 bars at 15 inch s o/ .9ft ' Retained height tVertical dowels; Vertical #5 barsat 7 inches o c — 1 ' Transverse #5 bars at 21 inct es c NG 1 211 4 in. 24" jt 24" min. lap �t`0_`. "�` Perforated drain to W7. 13" ' (5) continuous #5 bars 60" ' Supported concrete retaining wall : 9 ft. retained height . Notes: Allowable soil bearing capacity: 1.50 ksf Maximum imposed axial load: 0.87 kips/ft Equivalent fluid pressure: 0.030 kcf Vehicle surcharge: 2.00 kips 1 i 4" conc. Slab - reinforce with with #3 at 18" o/c e.w. "j' p144.; "elf.141el:d4 :tt afL:Ak14i6A(A gS.W1&: E'' b�w�i. I 45Ya`z:.riiSx8dc"Sd"w'.t9dxik. � 4 Well -drained granular rr backfill, typical 8 inch thick Concrete wall 4 in. 24" jt 24" min. lap �t`0_`. "�` Perforated drain to W7. 13" ' (5) continuous #5 bars 60" ' Supported concrete retaining wall : 9 ft. retained height . Notes: Allowable soil bearing capacity: 1.50 ksf Maximum imposed axial load: 0.87 kips/ft Equivalent fluid pressure: 0.030 kcf Vehicle surcharge: 2.00 kips 1 i