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HomeMy WebLinkAbout017-300-036Sent By: BUTTE CO ENVIRONMENTALHEALTH; 530 895 6512; Apr -1-04 9:44AM; Page 1/1 INTER-DEPARTNENTAL MEMO TO: BUILDING DIVISION, OROVILLE FROM: ! ENVIR. HEALTH, CF3iC0 DATE:1�q RELEASE ENV. HEALTH HOLD ON BUILDING FINAL FOR:,., OWNER NAME: �, SEPITC• WELL: AP#: ` `�� �o ADDRESS/LOCATION: ' Comme=: GVmaaoshvicmdwid COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION , 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7 = 41 PERMIT NO. (Rev. 12/96) APPLICATION AND PERMIT)`"�U1' ASSESSOR PARCEL NUMBER 011 -6R0 -03b ZONING_ A BUILDING PERMIT OWNER WRLIAMS DAVID TELEPHONE says -5850 SO. FT- OCC. BUILDING VALUATION OWNERS MAILING ADDRESS PO BOX 743 CER00 95927 pett 25.000..00 CONTRACTORS NAME mflm TELEPHONE ' CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER LENDERS MAILING ADDRESS Fireplace Total Valuation $ 25,000,00 ARCHITECT OR ENGINEER LICENSE NO. Filen Fee $ 20.00 ARCHITECT OR ENGINEERS MAILING ADDRESS Permit Fee $ 252.00 Plan Checking Fee $ BUILDING ADDRESS 246 EAGLE NFST, CiICO Energy Plan Checking Fee $ $ PERMIT FEE $ 272,00 LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 - Solar or heat um water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00. TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: 'a�>,AT� �� Gas piping stem 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home S G W @20.00 PERMIT FEE S ELECTRICAL PERMIT Filing Fee 20.00 Main Service eoov oR LEss 200A oR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class Lic. No. OWNER -BUILDER DECLARATION I herebyaffirm under penalty of perjury that I am exempt from the Contractors License P nY P 1 ►Y P Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service 200A TO 1000A 46.00NEW CONST. DWELLING OCCUP. OR ADONS. ( & ACC. BLDS. so 3.50FT. REOSID. ANCHOUTLET 97,50 POWEPPARATUS 8 SINGLER AOUTLET CIR. Ex. OCCu OUTLET OR FDCTURES g20 Q 1.00 Ex. Occup. FUCED APPLNs. OR ounETs REBID. EA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE S WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE $ Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, Ishall f8'rthwith� mply with those provisions. X ,�9 � �. Date / ��" Signature of Applicant"- % Owner ❑ Contractor 13Agent An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ Occ CON TYPE TOTAL FEE $ 272.00 -ST. "_Z °. FEES IMP noo= cDF =AR== PD H= Issy�s This permit is hereby issued under of the Butte County Code and/or dgated d5ove for hich fees have �By1 PERMIT EXPIRES -ON the applicable provisions Resolutions to do work been paid. Date a�' Date Receipt No. -fit /Z��• WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT ' COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-71j4 PERMIT NO. (Rev. 12/96) APPLICATION AND PERMIT 4� 26,el ASSESSOR PARCEL NUMBER 011-680-036 ZONING IR -1 BUILDING PERMIT OWNER WILLIAMS,DAVID TE'$§1-5850 SO. FT. OCC. BUILDING VALUATION . OWNERS MAIUNG ADDRESS PO BOX 743 CHICO 95927 esg 25 000.00 CONTRACTORS ��7'��N77A�MMpEE Ow TELEPHONE CONTRACTORS MAIUNG ADDRESS CONSTRUCTION LENDER LENDER'S MAIUNG ADDRESS Fireplace Total Valuation $ 25 000.00 ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 ARCHITECT OR ENGINEERS MAIUNG ADDRESS Permit Fee $ 252.00 Plan Checking Fee $ BUILDING ADDRESS 246 E NEST CHICO Energy Plan Checking Fee $ $ PERMIT FEE $ 272.00 LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each as water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: PERT M cop i Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home I S I G I W @20.00 PERMIT FEE S ELECTRICAL PERMIT I Fling Feel 20.00 'ORMain Service 200A OR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class Lic. No. OWNER-BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. �Q I, as owner of the property, am exclusively contracting with licensed contractors ` to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service 200A TO 1000A 46.00NEW CONST. DWp UNG OCCUR SO OR ADONS. ( a ACC. BLD S. 3.5¢FT. NEW CONS . LTIOUT MU.LT EITS @7,50 POWER APPARATUS a swaLE OULET TCR. Ex. Occup. OUTLET OR FIXTURES BAL @ 1.000 OR Ex. Occup. oirnFrs RM.) E. 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE S WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permitis issued. My workers' compensation insurance carrier and policy number are: Carrier MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE $ Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) I certify that in the performance of the work for which this permit is issued, I shall not employ any person In any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall with omply w' those provisions. X Date J � Signa re of Applican - Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ Occ CONST. TYPE TOTAL FEE $ 272.00 HAZ. D FEES IMP -- -- FLOOD ------ CDF PARCEL --- PD — HD — 6S This permit is hereby issued under the applicable provisions of the ButtCounty Code and/or Resolutions to do work indi :ted ove for which fees have been paid. l�6 . By Date 1 PERMIT EXPI N Oete Receipt No. 394288/8272.00 WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION PERMIT NO. 7 County Center Drive - Orovilllle, California p�l� �A95965 • Telephone (530) 538-756*- (Rev. 12/96) APPL.ICATIONAND PERMIT ZONING BUILDING PERMIT /LSSESSORPARCELNUMBER J\ _ ow �/° ,�,5� SO. FT. OCC. ffl-DING VALUATION 0 �MRACTOR-S MA M ADDRESS cONSTRUCn°N LENDER Fire lace LENDERS MAJUNG ADDRESS Total Valuation $ ARCNRECT OR ENGINEER LICENSE NO. Firing Fee $ 20.00 Permit Fee $ — ARCWMCT ORENmERs MAUNG ADDRESS eunOwGAonREss Pian Checking Fee $ Energy Plan Checking Fee $ PERMIT FEE $ -- LOT NO. SUgpNISIONS NAME PARCEL MAP PLUMBING PERMIT Firing Fee 20.00 Each Tr 7.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome 13 Other SPECFy Solar or heat pump water heater 23.00 Water f ing 15.00 Each gas water heater or vent 15.00 TYPE OF WORK New E3AdditionRemodel LJtilifies Installation Other Describe Work; Gas piping system 1 - 5 outlets 15.00 Building ding sewer Mobile Home S G W @20.00 PERMIT FEE $ ELECTRICAL PERMIT Filing Fee 20.00 Main Service z;Da oa tE�ss 23.00 �\ �� 1 /'�— PERMIT FEE PAID $ C�/j`` SRA$ SHERIFF $ OTHER $ $Energy AMOUNT RECEIVED$ t `K DATE RECEIVED I Main Service 200L TO IOWA 46.00 NEW CONST. OWELLM OCCUP.SCL 3.5¢ OR ADONS. a ACL. OLDS. NEW CONST. MULTt-0Vi1.Er @7.50 �� POWER APPARATUS a sINGLE OUTLET MR. zo @ I.00 Ex. Occup. ovrtEr OR FIXTURES aAL @ .50 FOO=D APPLNS. OR 5.00 Ex. Occup. OLMETS ESID. EA Temporary Service 23.00 Mobne Home Facilities 20.00 Mise. Wiring 23.00 PERMIT FEE $ MECHANICAL PERMIT Heating Cooling Hood fflFee20, Vontilation$PERMIT FEE Mobile Home Installation Fee Inspection Fee =C --T--PE TOTAL FEE $ NAL D. FEES I IMP I FLOOD I COf I PARCEL This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. By Date O.B.- I OWNER -]BUILDER VERIFICATION Attention Property Owner: An "owner -builder" building permit has been applied for in your name and bearing your signature. Please complete and return this information at your earliest opportunity to avoid unnecessary delay in processing and issuing your building permit. No. building permit will be issued until this verification is received. G)I personally plan to provide the major labor and materials for construction of the proposed property improvement: YES ❑ NOA 2. I HAVE,* HAVE NOT 0 signed an application for a building permit for the proposed work - 3_ I have contracted with the following person (firm) to provide the proposed construction: NAME: ADDRESS: PHONE: CONTRACTOR'S LICENSE NO. I plan to provide portions of this work, but I have hired the following person to coordinate, supervise, and provide the major work: NAME: ADDRESS: PHONE: CONTRACTOR'S LICENSE NO. I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated: NAME ADDRESS PHONE TYPE OF WORK DATE:_ X NOTE. This Owner -Builder Verification is required by Section 19831 and 19832 of the California Health and Safety Code. This verification must be completed and returned to our office before we are permitted to issue the permit. OVER O.B.- I I OWNER BUILDER INFORMATION Dear Property Owner: An application for a building permit has been submitted in your name listing yourself as the builder of property improvements specified. For your protection, you should be aware that as "owner -builder" you are the responsible party of record on such a permit. Building permits are not required to be signed by property owners unless they are personally performing their own work. If your work is being performed by someone other than yourself; you may protect yourself from possible liability if that person applies for the proper permit in his or her name. Contractors are required by law to be licensed and bonded by the State of California and to have a business license from the city or county. They are also required by law to put their license number on all permits for which they apply. If you plan to do your own work, with the exception of various trades that you plan to subcontract, you should be aware of the following information for your benefit and protection: ♦ If you employ or otherwise engage any persons other than your immediate family, and the work (including materials and other costs) is $300 or more for the entire project, and such persons are not licensed as contractors or subcontractors, then you may be an employer. 0 If you are an employer, you must register with the State and Federal Governments as an employer and you are subject to several obligations including state and federal income tax withholding, federal social security taxes, workers compensation insurance, disability inc umce costs, and unemployment compensation contributions. ♦ There may be financial risks for you if you do not carry out these obligations, and these risks are especially serious with respect to worker's compensation ftmirance. ♦ For more specific information about your obligations under Federal Law, contract the Internal Revenue Service (and, if you wish, the U.S. Small Business Administration). For more specific information about your obligations under State Law, contact the Department of Benefit Payments and the Division of Industrial Accidents. If the structure is intended for sale, property owners who are not licensed contractors are allowed to perform their work personally or through their own employees, without a licensed contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons professing to be contractors is to secure an "owner builder" building permit, erroneously implying that the property owner is providing his or her own labor and material personally. Building permits are not required to be signed by property owners unless they are performing their own work personally. Information about licensed contractors may be obtained by contracting the Contractors State License Board in your community or at 1020 N Street, Sacramento, CA. 95814. Please complete the "Owner Builder Verification" on the reverse side of this form so that we can confirm that you are aware of these matters. The building permit will not be issued until the verification is returned. rely, Mic 1 C. Vi ira, C.B.O. M ger, Building Inspection NOTE. This Owner -Builder Information is required by Section 19830 of the California Health and Safety Code. OVER _ INTER -DEPARTMENTAL MEMORANDUM TO: BUILDING DIVISION, OROVILLE FROM: 1 r , ENVIR. HEALTH, CHICO ... DATE: .T ' q! 1 11 RELEASE ENV. HEALTH HOLD ON BUILDING FINAL FOR: OWNER NAME: L 1 (° SEPTIC/WELL: r AP#: V I' I ��0 4ADDRESS/LOCATION: C, Comments: 04 D0 17 GUmemos/releaschold NOTES PERMIT NO. 1� c -D L i 4 y v r Oy -001/7 RESIDENTIAL 1 011-680-036^ 02-2302 - DAVID WILLIAMS - - — 246 EAGLE NEST DR., CHICO CONTR: OWNER NS-F-W/ATTACHE-D GARAGE----__( X5-66 SPECIAL CONDITIONS �- JI CHECKED i BY SRA ' FLOOD CERTIFICATE REQ. { - FIRE SPRINKLERS REQ. f SPECIAL INSPECTION ITEMS . VERIFY - USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER 'C OFFICE COPY I Address GAS 22 Meter By Date`s ELECTRIC ,f Meter By y JOB FINALED (Date) Signature V= OK 0 = Not OK - = Not Applicable " =Not Ready MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s Footings; Soils -Size -Depth -Spacing -Connectors -Steel 1. Zoning Requirements-Setbacks-Easements MOBILE HOME INSTALLATION (Plans) OK except #'s 2. Soils; Special MH Support Sketch Zoning Requirements -Setbacks -Easements 3. Sewer; Location-Test-Fall-C/O-Concrete Footings; Size -Spacing -Marriage Line 4. Water; Location-Test-Easement Needed (Sketch) Gas; MH Test -Demand -Valve -Connector 5. Electricity; Location-Clearances-Grnd-/ /Amp-Concrete Electricity; MH Test -Crossovers -Breakers -Clearances 6. Gas; Location-Test-Wrap;-/ /" L'ft. / P Nat. or / /"L"ft./ /'LPG Drain; MH Test -Fall -Flex Connector 7. Well Clearance & Disconnect Water; MH Test -Regulator -Connector 8. Utility Clearance Date 1. Card B-1 Date Card B-1 Date Footings; Soils -Size -Depth -Spacing -Connectors -Steel Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s Wood Awn.; Posts- Bea ms- Rhrs.-Connectors Shthg.-Frg-Bracing 1. Zoning Requirements -Setbacks -Easements 6. 2. Footings; Size -Spacing -Marriage Line Electric 3. Gas; MH Test -Demand -Valve -Connector 9. 4. Electricity; MH Test -Crossovers -Breakers -Clearances Roof; Shthg-Roofing 5. Drain; MH Test -Fall -Flex Connector 12. 6. Water; MH Test -Regulator -Connector Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Water and Sewer Connected -C/O to Grade -HD Approval Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Gas and Electricity Tagged Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosure s-Panelboards-Ins. to Main in Conduit 9. Tie Downs -Type -Installation Cert. Health Department Approval 10. Exits; Insp.-Sketch Plumb.; Cir. Test -Water Supply Test 11. Cert. of Occupancy Light Niche 12. Permanent Foundation Only; License Decal Date Date Card B-1 Date Card B-1 Date Date Card B-1 Date Card B-1 MISCELLANEOUS I 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 t 4. Wood Awn.; Posts- Bea ms- Rhrs.-Connectors Shthg.-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric .8. Ftmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s v 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- Enclosure s-Panelboards-Ins. to Main in Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 61 -I ./= OK 0 = Not OK - = Not Applicable = Not Ready RESIDENTIAL (Single & Duplex) Date jKderfloor (Plans) OK except #'s 4!Zo 'ng -Setbacks -Easements -Flood -Slope ellgi , Main; Soils-Elec. Grnd.-/ /" Ftg. Depth Fixture & Transformer Clearance -Ins. Protection Garage; Soils-Steel-Elec. Grnd.-/ /" Ftg. Depth Elec. Receptacles Spacing -Lights & Switches at Doors FOCPorches & Decks; Soils -Steel-/ /" Ftg. Depth S 411s, Main; Steel-Blockouts-Wrapped S walls, Garage; Steel-Blockouts-Wrapped Ho D s and Special Anchors I , Steel -Wrapped JP Piet Fireplace Ftg.-Steel /f,4 Romex Installed Close to Edge of Studs & C.J. V.; Fall -Fitting -Test -2 Way /O -Sewer Test 10. UF, Gas Pipe; Size Anchors - Yard Gas Piping; Size Test 11. Water Pipe; Test -Anchors -Regulator -Service Test _ 12. Electric Underground 13. Plenums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts-Joists-Vents-Crippies 15. Access & Ventilation 16. 1 nsulation . Duct in Garage -Damper 7 . D Date Date and B-1 5N49Date^� Card B-1 rd B-1 I I Date Card B-1 PLUMBING (Permit) OK except #'s 17.Yater t//Water M. Htr.; Vent -Access -Combustion Air Baffle Pipe; Test & Anchor -Nail Protection D.W.V.; Test Fittings & Anchor -Nail Protection 20. Shower Pan; Test, First Floor -Tub Access 21. Test Tub & Shower, Second Floor -Tub Access 22. Gas Pipe,, Sixe & Anchors Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Date 'LL 07 Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date XLECTRICAL (Permit) OK except #'s Z/ Fixture & Transformer Clearance -Ins. Protection 2 . Elec. Receptacles Spacing -Lights & Switches at Doors 26./Size Boxes & No. of Conductors Stapled 21. Romex Installed Close to Edge of Studs & C.J. 6 . Equip. Ground made up w/Mech Fasteners -Bond Gas & Water 8. -Appliance Circuits in Kitchen onductor Size GFI ge Subfeed Wire Size / ga. Qbor AI-A.C. Wire Size / / ga clp or AI 30. Range Circle / P /ga or Al -Oven Circ. /f / ga or A Insulated Neutral Yes Q No 31 Service -Riser Conductors & Ground Main Disconnect 3 . Equip. Clearances Panels-Motors-Mech. Equip. .32-6lothes Closet Light -Shower Light -Spa Light 3s1' -Smoke Detector Date Card B-1 ��` Date Card B-1 Date Card B-1 Date Card B-1 Date ACHANICAL (Permit) OK except #'s 3 . C. Ducts Insulation & Support . 3 j0ent Fan, Exhaust above insulation 3 Z. ondensate Drain & Overflow, Size & Grade 8. Furnace -Vent Access -Comb. Air -Return Air Vent 115 outlet 39. Attic Access & Platform if Furnace in Attic Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date , FRAMING (Permit) OK except #'s Materials & Anchors 41. 43: Be Walls over Girders & Floor Nailing r / 4 S p -in Walls (rat proof) 1 ops, Furred Ceilings -Stairs h s bs t 4 . Headers & Beams -Size & Bearing Date FRAMING (Continued) fn). Hangers -Post Caps -Anchors -Connectors 4V61ing. Joist-Rftr. Ties-Pur(in-Roll Brac.-Tr -Shting.-Rfng..,— -48T..FReplace Ties or Type A Flue -Fireplace Throat Clearance 4/Attic_Access; Size & Romex Protection -Draft Stop -Ins. Baffles PQrm. Windows or Exiting Doors -Sill Ht. & Dimensions Garage Fire Protection Framing "7_e� ,erty Line Firewall & ( xt. Doors -One 3' -Check Garage 3rd Story, 2 Exits Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection WPlywood on Roof Overhang -Attic Vents -Rafter Outriggers sc cding-Nailing Veneer y 7. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access Area -Glass 75/J_A/U5ff/�%Bf"ace Interior/Exterior Wall Panels ffl9 AD -1 62. Infiltration -Walls -Windows C ` ' Date G Z(s 4-2 Card B-1 Date Card B-1 Date Card B- Date Card B-1 Date FINAL (Plans) OK except #'s Ext. Steps -Door & Sidelight Protection -Landings §//Smoke Detector _rZO-Furnace Vents -clearance -Comb, Air- Connector-Ip/Garage; Above Floor -Ducts -Mach. Protection 0e. 67. Bedroom Exiting FI. & Bath Fixtures & Tub Access -Spa 6 . lec. Trim & Subpanel, Breaker Sizes & Labels 6 tairs & Rails A/Fireplace or Stove, Clearance -Hearth 74'. Xec. Outlets at Wood Panel, Int. & Ext. 72. it. Fixt. & Appliance; Ground -Air Gap -Cooking Clearance 7 E ec. Outlets & Receptacles at Kit. Counter Garage Fire Door; Swing -Landing -Closure . Duct in Garage -Damper 7 . tr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. Garage; Above Floor-Mech. Protection 7 Ib., Elec. & Mech. Equip. Listed for Location 71f Pec. Receptacles in Garage (F.F.I.)-Romex Protection 7 I ulation-Foam-Looked in Attic 8 Guard Rails & Deck Construction -Post Caps 8 . Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth learance Looked under Floor ❑ Yes 8 Fyowing Instld./Drive les 0 No/Walks V -Yes J No/Planters 0 Yes - No 8344tucco Brown -Finish 44 A.C. Unit Disconnect, Electrical -Plumbing 8 Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 86: Water Well, Disconnect, Electrical, Plumbing 87/Exterior Elec. Trim, G.F.I. Receptacle -Underground 88.,4/,entilation Throughout House 89,/glass Protection 9 Correctio s from Pr vious Inspections 9 as T t -M etersAagged, Gas Electric 1/w er & Sewer Connected -C/O to Grade -HD Approval 93,./ Energy Compliance Certificate -Other Certificates . Address Posted Date I Card B-1 pate Card B-1 Date p cy Card B-1 ate Card B-1 Date V1 Card B-1 06cDate Card B-1 Comments at rinal: COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-754 - a�IT NO. (Rev. 12/96) APPLICATION AND PERMIT o�� ASSESSOR PARCEL NUMBER 011-680-036 ZONING R1 BUILDING PERMIT VVID WILLIAMS TELEPHONE 893-5850 SQ. FT. OCC. BUILDING VALUATION 1215 174,690.00 . OWNERS MAILING ADDRESS PO BOX 743, CHICO 95927 1290 U 22,500-00 CONTRACTOR'S NAME OWNER TELEPHONE 907 COM 6,591.00 CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Fllin Fee $ 20.00 Permit Fee $1003.50 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 692-28 BUILDINGADDRESS 246 EAGLE NEST DR CHICO Energy Plan Checking Fee $ 23,00 $ PERMIT FEE $1698. 78 LAT NO. SUBDNIS IONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 Each Trap 41 7.00 8.00 USEOFSTRUCTURE SF ❑X Duplex ❑ Mobilehome ❑ Other SPECIFY Solar or heat pump water heater 23.00 Water piping 15.00 15.00 Each gas water heater or vent 15.001 TYPE OF WORK New EX Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: NSF W TTA(J;jF,D GAGA 2 Gas piping system 1 - 5 outlets 15.00 Building sewer 15.001 s no Mobile Home I S I G I W @20.00 PERMIT FEE $ 17R no ELECTRICAL PERMIT I Fling Feel 20.00 OOOVORLE Main Service zo.A OR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect.POWER License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License VW for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. I, as owner of the property, am exclusively contracting with licensed contractors �\ to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 by affirm under penalty of perjury one of the following declarations: 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Main Service 200A TO 1000A 46.00 NEW CONST. DVrNG UP. OR ADDNS. ( a ACC. BLD S. SO 3.5¢F. No RESIDT' MULTI.OUTLET @7.50 APPARATU a SINGLE OULET TCIR. Ex. Occup. OUTLET OR FIXTURES 20 Q 100 BAL @ .50 Ex. OccupouTELE°TSA X o °eA 1 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ 200.00 MECHANICAL PERMIT Fling Fee 20.00 Heating Split1 30.00 Cooling 0.00 Hood 6.50 6.50 Ventilation 4 4.50 18.00 gas insert 1 15.0 15.00 PERMIT FEE $ 119.50, Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the orkers' compensation provisions of section 3700 of the Labor Code, I shall 0 ith co with those provisions. In ture of Applicant - Owner ❑ Contractor 13Agen An OSHA permit is require for excavations over 60" deep and demolition or construction of structures over 3 stories in height. Mobile Home Installation Fee I $ Energy Inspection Fee 1$46.00 occ 71,113/4 CONST. TYPE VNTOT L FEE $2,2242,128 HAZ D. FE I FL OD P L IS This permit is he y issued under of th utte County ode and/or indi ate for ch fees have By— PERMIT EXPIRES ON the applicable provisions Resolutions to do work been paid. Date O O ate Receipt No. 3 WHITE-D.D.S.-B.D. CANARY -AS E R PINK -INSPECTOR GOLDENROD -APPLICANT 0 � c CERTIFICATION OF INSULATION WHITE - Builder Copy, GREEN - Builder Copy, YELLOW - Customer Copy, PINK - Attic Copy, GOLD - File Copy 1 X ADDRESS OR TRACT , a @^SACRAMENTO BUILDING CONTRACTORS �aVe -4 th'15 1309 MELODY ROAD, MARYSVILLE, CA 95901 LIC#202026 _W - n G�� �G /� ��� ❑� 605 S. AUBURN STREET, GRASS VALLEY, CA 95945 LIC#202026 fin[ ❑ 3881 BENATAR WAY, SUITE A, CHICO, CA 95928 LIC#202026 / / /.� ❑ 8924 AIRPORT ROAD, REDDING, CA 96002 LIC #202026 v �b DATE INSULATION COMPLETED ( square feet) ( igag square feet) ( square feet) TYPE OF INSULATION TYPE OF INSULATION TYPE OF INSULATION MATERIAL MATERIAL MATERIAL FIBERGLASS FIBERGLASS FIBERGLASS FORM BATTS FORM BATTS & BLOW FORM BATTS MANUFACTURER'S PRODUCT I.D. MANUFACTURER'S PRODUCT I.D. MANUFACTURER'S PRODUCT I.D. MANUFACTURER MANUFACTURER MANUFACTURER ` CT OCF CT OCF KN l_ / CT OCF KN BAGS l R -VALUE APPLIED _ R -VALUE APPLIED MIN. INSTALLED WEIGHT PER R -VALUE APPLIED INSTALLED THICKNESS F INSTALLED THICKNESS SQUARE FOOT INSTALLED THICKNESS KNEE WALLS IF R -VALUE IS OTHER THAN WALLS ABOVE MATERIALFORM R -VALUE MANUFACTURER ' FIBERGLASS BATTS CT i -.00F rKN AIR INFILTRATION SEALANT MATERIAL MANUFACTURER FOAM HILTI HANDY FOAM THIS IS TO CERTIFY THAT INSULATION AND/OR SEALANT HAS BEEN INSTALLED IN CONFORMANCE WITH APPLICABLE CODES, MATERIAL STANDARDS AND REGULATIONS SIGNATURE - INSU. ION ONTRACTQ TITLEi��lG ��jj DATE �f GnG Cn SIGNATURE - GENERAL CONTRACTOR TITLE DATE REMARKS a WHITE - Builder Copy, GREEN - Builder Copy, YELLOW - Customer Copy, PINK - Attic Copy, GOLD - File Copy 1 I l SEC-.6ROUP ARCHITECTURE + ENGINEERING + CONSULTING 1/27/2003 Butte County Building Dept. , Re: APN: 0 11-680-03 6 Building Permit Number: 02-2302 I have reviewed the installation of the epoxy set rebar into the lava and as reviewed this installation is in accordance with the engineering requirements that I prepared for this project. Sincereley, ,�5�� aRc '10 C19689 Q I Warner xEN. �1-woa 4 OF cA , LAKRYJ-WARNERAIAC51 -19689 10 DECLARATION DR, 5TE. D, CI11C0. CA 95975 F-550-892-0592 V-530--892-8008 WWW.AECGROULCOM E-MAIL AECGROUP@MSN.COM t :.i3 -„i I k.V I2,.-;,;1 it,", v:�s fi f� •ft- `ca �_._.� -✓mow r'�..i•S ."�:K'!. { 1 i -1 t—�� tr-�. - COUNTY OF BUTTE' - ' BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 k CORRECTION NOTICE h (A )i. � � d Z- OVA R s PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. /, Ir' (l <J (•!'a r/� _ �D42 -------. Date Inspector REV 10/92 { Date gj Inspector. 4 tt, REV 10/92' COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411. Main Street • Chico, CA • (530) 891-2751;. t 7 County Center Drive • Oroville, CA • (530),538-7541 ' 4 CORRECTION NOTICE::*..Y fA O ANER PERMIT.NO.• A routine inspection indicates that the following violations of butte county Ordinances-exist,at the above address and should be corrected. Please notice this office_ when correction of -.work :is completed. If you have any questions pertaining to this matter, of n need additional,explanatio, please contact this office immediately. /G s2 42 1 1� R. x .i. �F h M1 { Date gj Inspector. 4 tt, REV 10/92' COUNTY OF BUTTE ?i BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist aC.ttie above address and should be corrected. Please notice this office when correction of work -is ' completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. Htv iuraz COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 C nRECTION NOTICE OWNER t PERMIT NO. A routine in ection indicates that the following vi tali ns butte county Ordinances exist at the Y above ad ress and should be corr c� Plea no is office when correction of work is comPiet d. If you have any questi�r s p tainin�®�io-- this matter, or need additional explanation, 3& as contact tis offic�i d�lately. II � a�,r iY"'�. �"''�%'ai►'i►•fir4�'+'�{`ii'i"Y7��w�$tr•�cnva++^'���n�p�r�9r�+�.ri;ilF�+'•�''kasa�„ill.°..�,,�`''#+%6��L3>;'r};;1"•-tLaj,���.,�t�•r�.,•• " 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 NUMBERA 6e 3 6 ' Proposed Building Use: ! `ICA j / Counter Technician: Q !W- Date: 69-- O` Items required in order to apply for a permit. All boxes MUST be checked OR marked NA in order to apply. .:Cr 1.. Plot plans, 3 or 4 sets, signedty the preparer of the plans. "r2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. ❑ 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. �4 . Engineered truss details and layouts in duplicate. No faxes! —RI—Energy compliance design and supporting documentation in duplicate. n. ❑ 6. Manufactured -homes: (A) Data sheets and installation instructions, (B) Marriage line inforrilation, (C) Floor Plan, (D) Tie down or foundation plans, all in duplicate. ❑ 7. Metal buildings: (A) Metal Building Plans, (B) Foundation plans and calculations in triplicate, (C) Elevation views in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet-si ng ed by the engineer. Items required for initial plan review. If checked items have not been received, plan review cannot proceed. The.permit will be indexed and returned to the plan review line-up when required items are received. Date Received By ❑ 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate ................................ ❑ 9. Plot plan and business license approval from the City of Biggs .................................... ❑ 10. Letter of intent for non-residential buildings......................................................:.. ❑ 11. Detached Accessory Building Form filled out by the owner ..................................... ❑ 12. Hazardous Material Form............................................................................... ❑ 13. Other Remaining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) Fees as shown on the attached Schedule of Fees Due Sheet ....................................... Non Statement of Intent for -h ated and A/C Buildings ............................................' J Sanitation and plot plan approval from the Environmental Health Department in City of Chico Plumbing permit............ "f" California Department of Forestry plan approval paid. Sent by:��Z�.............. Planning approval for (A) Use: �(B)Parking: _ (C) Parcel Check: Contact Land Development about ❑ Improvements, ❑ Drainage .............................. Encroachment Permit; for driveway from the Public Works Dept. (construction approval prior to occupancy). 14 Pre -Inspection for required ................ Contractor's license information. (Number, Name Style, Classification) ...................... Worker's Compensation Carrier and Policy Number... Owner -Builder Verification (❑ Given to owner, ❑ Mailed to owner) ..................... Letter of Signature authorization ................................... ............................... Recorded copy of Agricultural Acknowledgment Statement. Manufactured home utility clearance............................................................... Existing violations and/or expired permits......................................................... ❑ Grant Deed, ❑ M.H. Title/Statement of Facts, ❑ Letter from Legal Owner, ❑ Check to H.C.D. $ ❑ 31. Other: When issued Telephone " 3 •- S or -S -j and hold for pickup. 1 I have been in foy ed o the above items and requirements for obtaining a building permit. i ffApplicant: Date: Z Z 1. Index permit application for the above items numbered: VA, W --2-41 Plan Check Letter 2. Additional items required Contractor, designer, owner, was advised cf the above data by ❑ phone, '❑ mail, ❑ counter, by Date: Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑counte Date: Plans reviewed by: Date: �� • Q2. Plans approved by: Date: 0L. Structural reviewed by: Date: 16(f 7 o ZStructural approved by: "--»�- Date: Z 3 O 2 Note transfer by: Date: ' Yellow: Building'Division E.H. USE 0NLY ti -'Pat Plan Attschod Vts- tcFf ce4l Flaaa Plan Attack d Sent to ®.a. r TO: i ding Department FRO Environmental Health S ECT: Sanitation Clearance Owner �1 Location AP# { Plan ApprovQfor- Sewage Disposal /� Water Supp y: Public% Private Well Clearance f(welling. Other C rCIC42 I Vk r 9V _ oldfinal for: 1 C Final clearance 0. . for - NOTE: Envi onmental Health Specialist Date 8/96 Commercial (sq. ft.) ...................... x $0.03 = $ Sq. ft. 4. URBAN AREA FEES Residential ............................ x = $ # Units Amt. Commercial (Sq. ft.) ............. x = $ �\I Sq. ft. Amt. �v 5. RECREATION DISTRICT FEES 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) 7. IRE INSPECTION AND PLAN CHECK $89.00. (paid at Building Division) 8. WATER TENDER FEES (Battalion # ) $200.00 (paid at Building Division) 9. CSA 87 TRAFFIC FEE $2500.00 (paid at Building Division) 10. OTHER At time of permit application, I was advised the above fees are required to be paid prior to issuance of the building permit. These fees may be changed durinAthe plan checking processx� APPLICANT __J/n„P) &/f� DATE --Z Z— Pursuant to Government Code Section 66020, you are hereby notified that items 2, 3, 4, 5, 6, 7, 8, 9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original - Building Div. 2nd Copy - Applicant 3rd Copy - Owner (Rev. 6100) COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 SCHEDULE OF FEES DUE OWNER. A.P. # PROPOSED BUILDING USE TQ -4 DATE A1. BUILDING PERMIT FEES -Z S� V RECEIPT # DATE REC. --Balance Due ........................................................ $ --Additional Fees Due ............................................ $ --Additional Fees Due ............................................ $ 2. 3. --Revised Plan Checking Fee .................................. $ SCHOOL DISTRICT FEES (paid at District Office) SHERIFF FEES (paid at Building Division) Residential .................................... c $360.00 $ Units L� 6� Commercial (sq. ft.) ...................... x $0.03 = $ Sq. ft. 4. URBAN AREA FEES Residential ............................ x = $ # Units Amt. Commercial (Sq. ft.) ............. x = $ �\I Sq. ft. Amt. �v 5. RECREATION DISTRICT FEES 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) 7. IRE INSPECTION AND PLAN CHECK $89.00. (paid at Building Division) 8. WATER TENDER FEES (Battalion # ) $200.00 (paid at Building Division) 9. CSA 87 TRAFFIC FEE $2500.00 (paid at Building Division) 10. OTHER At time of permit application, I was advised the above fees are required to be paid prior to issuance of the building permit. These fees may be changed durinAthe plan checking processx� APPLICANT __J/n„P) &/f� DATE --Z Z— Pursuant to Government Code Section 66020, you are hereby notified that items 2, 3, 4, 5, 6, 7, 8, 9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original - Building Div. 2nd Copy - Applicant 3rd Copy - Owner (Rev. 6100) OWNER -BUILDER VERIFICATION Attention Property Owner: An "owner -builder" building permit has been applied for in your name and bearing your sign&=& Please complete and return this information at your earliest opportunity to avoid umneeessary daisy in processing and issuing your building permit. No building permit will be issued until this verification is received. 0I personally plan to provide the major labor and materials for construction of the proposed property improvement: YES O NO;E� I HAVE 0 HAVE NOT signed an application for a building permit for the proposed WO& 3. I have contracted with the following person (firm) to provide the proposed construction: NAME: 70NE: S: CITY: CONTRACTOR'S L NSE NO. 4. provide po 'ons of this work, but I h hired the following person to coordinate, , and provide the ajor work: ADDRESS: CITY: PHONE: CONTRA 'S LICENSE NO. 5. I will provide some of work but I have contracte ed) the following persons to provide the work indicated: NAME ADDRESS PHONE TYPE OF WORK SIGNED: l PROPERTYOWNER. cin v�� SOCIAL S CURITY NUMBER DATE: NO TE: This Owner -Builder Verification is required by Section 198.31 and 19832 of the California Health and Safety Code. This verification must be completed Md returned to our office before we are permitted to issue the permit OVER OWNER BUILDER INFORMATION Dear Property Ow"z" An application for a building permit has been submitted in your name listing yourself as the builder of property improvements specified. For your protection, you should be aware that as "owner -builder" you are the responsible party of record on such a permit. Building permits are not required to be signed by property owners unless they are personally performing their own work. If your work is being performed by someone other than yourself, you may protect yourself from possible liability if that person applies for the proper permit in his or her name. Contractors are required by law to be licensed and bonded by the State of California and to have a business license from the city or county. They are also required by law to put their license number on all permits for which they apply. If you plan to do your own work, with the exception of various trades that you plan to subcontract, you should be aware of the following information for your benefit and protection: ♦ If you employ or otherwise engage any persons other than your immediate family. and the work (including materials and other costs) is 5300 or more for the entire project, and such persons are not licensed as contractors or subcontractors. then you may be an employer. ♦ If you are an employer, you must register with the State and Federal Governments as an employer and you are subject to several obligations including'state and federal income tax withholding, federal social security taxes, workers compensation insurance, disability insurance costs, and unemployment compensation contributions. ♦ There may be financial risks for you if you do not carry out these obligations, and these risks are especially serious with respect to worker's compensation insurance. ♦ For more specific information about your obligations under Federal Law, contract the Internal Revenue Service (and, if you wish, the U.S. Small Business Administration). For more specific information about your obligations under State Law, contact the Department of Benefit Payments and the Division of Industrial Accidents. If the structure is intended for sale, property owners who are not licensed contractors are allowed to perform their work personally or through their own employees, without a licensed contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons professing to be contractors is to secure an "owner builder" building permit, erroneously implying that the property owner is providin- his or her own labor and material personally. Building permits are not required to be signed by property owners unless they are performing their own work personally. Information about licensed contractors may be obtained by contracting the Contractors State License Board in your community or at 1030 N Street, Sacramento, CA. 95814. Please complete the "Owner Builder Verification" on the reverse side of this form so that we can confirm that you are aware of these matters. The building permit will not be issued until the verification is returned., IIMrely, el C. Vi iia, C.B.O. ger, Building lnspect NOTE: This Owner -Builder Information is required by Section 19830 of the California Health and.Safesy Code. OVER BUTTS COUNTY PARKS DEVELOPMENT FSE CERTIFICATION FORM CHICO AREA RECREATION//AND PARK DISTRICT Assessor Parcel Number(s) (33Z- Property 33Z- Property Owner Project Location/Address Subdivision_6C. ) L ),`�- ��� Lot Number (s ) Residential Development: (check one) New Development _Alteration/Addition _Mobilehome(s) _Non -Residential to Residential Total Number of Dwelling Units Comment: Building Department Representative Date Chico Area Recreation and Park District(CARD) certifies that S) PIN �z M (Applicant Name WVW&M (Street Address) (City) (State) (Zip Code) has complied with the requirements of Butte Co. Resolution No. 90-140 by payment for @ $1,189 for total payment of $ CARD Representa4VI PAID BY CHECK NO. BANK NO. PAID BY CASH RECEIPT NO. REMARKS: Distribution: White --Applicant Pink --CARD park.fee (form revised 11/90) A /07� Date Yellow --Butte Co. Building Dept. Goldenrod --City of Chico Building Dept. t a BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) School District C U4 Z wl Building Department No. A.P. Number 1� W w Jurisdiction: city County Property Owner Property Location/Address Subdivision Residential Development Commercial/Industrial Ella 4& N14,J it br I V t-, Lot No. 0 Sq. Footage No of Living Mobile Home Addition/ -'Supplemental to Units Installation Conversion . Permit # '(No foundation inspection € . Sq. Footage 3 2 3S-_ (Group R) New Addition (Including Exterior Roofed Areas) Building Department Representative ,0(- Date (moor mansereviewea oy Jccnnooi uisinci rersonneu District Identification No. 0 V *3 (J r School District certifies that (Applicant) 3 P � / ?9 -3 - (Street Address) (Phone Number) oh (City) has complied with the requirements of Resolution No. representing square feet. — -(6 School District Representative Paid by Check # 9"5 Remarks: (State) (Zip Code) () D by payment of $ 6 9 aC�_ / I) AB 2926 $ FULL MITIGATION $ Date Notice: You may protest the imposition of the fees identified above by submitting a written protest to the District, in compliance with Government Code Section 66020(a), within 90 days from the date fees are paid. Failure to submit a timely written protest will prohibit you from challenging the imposition of the fees in any court action. If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is notified by the applicable Local Planning Agency that this project is being reviewed under the California Environmental Quality Act (CEQA), this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. White (applicant), Yellow (building department), Pink (school district) feeform.xls (10/98)dmm PROJECT PROCESSING RECORD Applicant: I (a/M-5 Owner: A.P. #: 011— � $O _ 4 3((s Permit #: Work Description: Date Description of Step or Status '0! - C--d-ov 6v-�- TZEG+4�2n1/V(_ , 3 f #� 12 s aur -r. ITC -MS IN U ! T� rn�sE j A �e cmM r� (1)5M s i October 17, 2002 David Williams P.O. Box 743 Chico, CA 95927 Department of Develo�Ynent Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Assessor Parcel Number: 011-680-036 Building Permit Number: 02-2302 Thank you for submitting the plans for your building project. The plans have been reviewed, and the plan examiner's comments are listed below. Please respond in writing to each item by completing and returning the enclosed PLAN REVIEW RESPONSE FORM.. Your complete and clear response will expedite the re -check and approval of this project. NON-STRUCTURAL COMMENTS: tel!° You note that stucco is optional on the garage walls -if you are not installing stucco, what do you intend to install? As options are not allowed, your plans must be specific for materials which you will be installing. Truss F1 needs to be revised for additional loading from the mechanical unit. Please resubmit two copies of revised truss calculations Only set of truss calculation packages was submitted. Please supply additional set of trusses at resubmittal. Energy calculations reference 2x6 walls with R-19 insulation and insulation R value is given as R-13. Please remove conflicts. lease provide manu ctu��r�7err'�'s s� ctfications for skylights with a U -factor of 0.540 and a SHGC of 0.670. C�-x-t% / :: l/' % 6. Vent height cannot be modeled as "2 feet" when the ductwork is in the attic. This would require you to install all vent openings within 2 feet of the floor on each level of the house. Please revise energy calculations. 7. All windows modeled with special shading features must be clearly indicated on the plan. Please note each window which is to receive special shading feature. STRUCTURAL COMMENTS: rovide detail for pinning to the lava cap as referenced on sheet 1 of the plans. .20.' Special inspection is required for installation of the epoxy bolts. The special inspector must 0!14 be employed be the owner and approved by the Butte County Building Division. Please Ovide this office with the name of the special inspector that you intend to employ. Please note on the foundation plan the footing depth required to provide adequat r embedment depth of the SSTB34 anchor bolts. — St ����- - I M��'''�'• 1 40� I5�Y�T i+ of Y�� T-r� fzeA*2 . pops. S u 5� �rZ tt0t_vvuvVN AtrAc_t'�orZ r30_rS� ArT L/k-VAr C o y4 V) t.= y4S . 1 Please revise the shear wall layout provided in the structural calculations to match the alculations and the plans. Where the upper floor shear walls are out of line with the first floor shear walls below, please verify by calculation that the second floor diaphragm is adequate to transfer the lateral forces to the first floor interior shear walls. -� Provide shear transfer details of the roof diaphragm connection to the eaves and second floor interior shear walls. Please key details to the plans. i7' Provide shear transfer details of the second floor diaphragm connection to the interior shear �Ois on the first floor. Please key details to the plans. vide code bracing or engineering on the left side wall of the garage. Please show second floor framing member types, sizes, spacing and supports on the second or framing plan. 4'0. Provide calculations for beams, posts and footings supporting the second floor and show all dO ui ments on the plans.vide adequate support at the common bearing point of trusses B 1 and the two A3 trusses. vide documentation from the. architect stating that he has reviewed the truss package and that it conforms to his design for the structure. If you wish to discuss any of these requirements, please call (530) 538-7541 between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. To discuss non-structural items, ask for Martha. Philo will answer your structural questions. Please refer to your Data Sheet for remaining non -plan check items. (You received this form when you applied for your permit.) The counter staff will answer any questions concerning the Data Sheet. v� Martha Christy Philo Hunt, P.E. Plans Examiner Plan Check Engineer cc: Larry Warner 2 of 2 PLAPREVIEW RESPONSE FAM In order to expedite the review of your plans, please complete the following information and return this form with your re -submittal. If this form is not complete, as to all correction items, we will not be able to accept your re -submittal for review. There must be a valid response to every item requested in our plan correction letter. "By others'' is not considered a valid response. - please indicate your response to each item and the location where the information can be found on the pLus/calcs. ATTACH THIS FORM TO A COPY OF YOUR PLAN REVIEW LETTER AND RETURN WITH REVISED AND ORIGINAL PLANS. OWNERS NAME DATE: ASSESSORS PARCEL NUMBER PERMIT NUMBER KESPONSE FOR PLAN CHECK LETTER DATED: G9 -`7 -- D - R C CK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: COMMENTS: kA ; . � mw RESPONSE BY: COMMENTS: C ,� PLAN CHECK ITEM # RESPONSE BY: i LOCATION ON PLANS/CALCS: COMMENTS: kA ; . � mw RESPONSE BY: COMMENTS: C ,� PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: (� kA PLAN CHECK ITE RESPONSE BY: COMMENTS: C ,� PLAN CHECK ITEM # RESPONSE BY:' LOCATION ON PLANS/CALCS: COMMENTS: PLAN CHECK ITE RESPONSE BY: LOCATION ON PLANS/CALCS: G IRESPONSE FOR PLAN CHECK LETTER DATED: I U t- \ � C V t X/ CMV X" • t/ -x5^-T' , LJ PLAN CHECK ITEM # RESPONSE BY: Vk i� LOCATION ON PLANS/CALCS: COMMENTS: IG GS PLAN CHECK ITEM # RESPONSE BY: 6.1, LOCATION ON PLANS/CALCS: t \ c1 COMMENTS: S , PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: PLAN CHECK ITEM # RESPONSE BY: LOCCATIO, N ON PLANS/CALCS: 1 COMMENTS: 3f f L ��� �►U PLAN CHECK ITEM # RESPONSE BY: LA LOCATION ON PLANS/CALCS: In COMMENTS: PLAN CHECK ITEM RESPONSE BY: � LO ION ON PLANS/CALCS: COMMENTS: Q��S PLAN CHECK ITEM # RESPONSE BY: L ATION ON PLANS/CALCS: COMMENTS: "' 0 • m RESPONSE FOR PLAN CHECK LETTER DATED: I L -J C, W,% V \ (t IJV \, < -01-WL I PLAN CHECK ITEM RESP RESPONSE BY. LOCATION ON PLANS/CALCS: t COMMENTS: PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: w PLAN CHECK ITEM RESPONSE BY: Q LOCATION ON PLANS/CALCS: COMMENTS: v) S ? PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: PLAN CHECK ITEM (# RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: eCA PLAN CHECK ITEM # ( RESPONSE BY: LOCATION ON PLANS/CALCS: -- COMMENTS: PLAN CHECK ITEM # RESPONSE BY: _ LOCATION ON PLANS/CALCS: COMMENTS: O C Oct 10 02 12.57F � • ®���� Department of Development Services Building Division 0 7 County Centcr Drive a Oroville, CA 95965 \0 0 (530) 538-7541 (530) 5384140 FAX October 17, 2002 David Williams P.O. Box 743 Chico, 'CA 95927 Assessor Parcel Dumber: 011-680-036 Building Permit Number: 02.2302 t 2�2 P.l Thank you for submitting the plans for your building project. The plans have been reviewed, and the plan examiner's comments are listed below. Please respond in writing to each :terr by completing and returning the enclosed PLAN REQ' WW RESPONSE FOYZ]L>C Your complete and clear response will expedite the re -cheese and approval of this project. n-STR �'R Ai, CO L'Vi£NI & You note that stucco is optional on the garage walls -if you are not installing stucco, what do you intend to in9tall7 As options are not illowed, your pians most be specific for materials which you will be installing. Truss FI needs to be revised for additions' loading•from-the mec anical unit. Please esubmit two,copies of revised truss calculations i I(V-C/j �3 (3nly set of truss calculation packages wes' submitted. Please supply additional set of tntsses at resubmitta?. 4. Energ calculations reference 2x6 wells with R-19 insulation and insulation'R value is given as R-13. lease remove conflicts. j ? 5. rovide manufacturer's specifications for skylights with a U -factor of 0,540 and a SHGC of 0.670. 00.*_D Lo, 6. Vent height cannot be modeled as `2 feels' when the ductwork is in the attic. This would require you to install all vent openings within 2 feet of the floor on each level of the house. Please revise energy calculations. r-Zd, 7 Ali windows modeled with special shading features must be clearly indicated on t pla� Please note each window which is to receive special shading feature. �— °� p(V 101 40 --�._ S?RUCTUftAL. CO'.y1NEN,:J5: t7 Provide detail for pinning to the lava cap as referenced on sheet l of the plans �� N �� t l Special 1p.spection:;is. required for.installarion of the epoxy bolts. The special inspector must® o� P be. employed be the owner and approved by the Butte County Building Division. Please provide this office with the name of the special inspector that you intend to employ. Please note on the foundation plan the footing depth required to provide adequate embedment depth of the SSTB34 anchor bolts. i3oc.7 � I oft Oct 18 02 12-59p p r.J Please revise the shear %211 ayout provided he���ural calculations to thatch the calculations and the plans. C.SKR ,o (�' Where the upper floor shear walls are out of line with the first floor shear walls below, Please �f �r1St�. P verify by calculation that the second floor diaphragm is adequate to transfer the lateral fcrces •jp <40 to the first floor interior shear walls. U094 SLI PO4 C SM To TPlAft6 OWL %b'', f Q Provide shear transfer details of the roof diaphragm connection to the eaves and sezond floor interior shear walls. Please key details to•the plans: ba& A** JiM7,01 Provide shear transfer details of the second floor diaphragm connection to the interior s�ear walls on the first floor. Please key details to the pians. OS06 PM PC7A, L$, Provide code bracing or engineering on. the left side wall of the garage. 9 Please show second floor framing member types, sizes, spacing and su po s on the second floor framing plan_ Argc. SOI O CAL.. d M A 1L O vP 9Z GL4 rovide calculations for beams. posts arsd•footings. supporting the second floor and show all requirements on the plans. 2xA. TL)bjI Sf4 GAc -c-W 1. Provide adequate support at the common bearing point of truss s Bl d the twA3 russ� �- 12. Provide documentation from the architect stating that he has rev the truss pa age and that it conforms to his design for tite structure. %--P•0 SKAL 0010 IVW% C^lrt.� P.2 If you wish to discuss any o°these requirements, please call (530) 538-7541 between the hours of 1:00 p.m. and 4:04 p.m., Monday through Friday. To discuss non-structural items, ask for Martha. Philo will answer your smctural questions. Please refer to your Data Sheet for remaining non -plan check items. (You received this form when you -applied for your permit.) The counter staff will answer any questions concerning the Data Sheet. Martha Christy Plans Examiner cc: Larry !darner 6Z�� Philo Hint, P.E. Plan Check Engineer 2of2 .1 y • r RESIDENTIAL PLAN REVIEW GUIDE SINGLE FAMILY, DUPLEX AND MISCELLANEOUS ONLY Owner: Building Permit Number: — 2,30 2 Plans Examiner: Martha Christy ' A. P. Number: (� 11-&g0 — 0 30 7NERAL: Zoning requirements — (number of permitted living units). 2. Plans signed by the designer. i ��2 C4 -,ed 3. Proper description of work on the application.' 4. Existing violations on the property. ajLG�Q '7'/iC G� 5. Recorded notice of violation. ((// 6. Building permit valuation. PLOT PLAN: 1. Complete parcel size and dimensions. 2. Setbacks, side yard, easements, etc. 3. Other buildings or structures. j Grading, fills and/or drainage. Flood hazard. 6. Special conditions on �P 1 Map: Noise ❑ SRA R Fire Sprinklers ❑ Water Tender ❑ Traffic and Drainage fees ❑ y Federal Aid Route and/or Federal Aid Secondary Route setback requirement. FBuilding or utilities across lot lines (Lot merger approval by Butte County Land Development.) OOR PLAN: Plans and specifications drawn to scale with dimensions and of sufficient clarity (UBC section 106.3.3). 10% of natural light and 5% of ventilation (Uniform Building Code section 1203). 3. Escape or rescue windows shall have a minimum net clear openable area of 5.7 square feet. The minimum net clear openable height dimension shall be 24". The minimum net clear openable width dimension shall be 20". When windows are provided as a means of escape or rescue, they shall have a finished sill height not more than 44" above the floor (Uniform Building Code section 310.4). 4. Skylights (Uniform Building Code section 2409 & 2603.7). 5. Glazing in Hazardous locations (Uniform Building Code section 2406). 6. Habitable space shall have a ceiling height of not less than 7 feet 6 inches except as otherwise permitted in this section. Kitchens, halls, bathrooms and toilet compartments may have a ceiling height of not less than 7 feet measured to the lowest projection from the ceiling (Uniform Building Code section 310.6.1). 7. All habitable rooms except kitchens shall have an area of not less than 70 square feet and not less than 7 feet in any dimension (Uniform Building Code section 310.6.2 & 310.6.3). GFCI in baths, garage, kitchen, wet bar, and exterior receptacles (NEC 210). fI� Water heaters which depend on the combustion of Teel shall. not be installed in a room used or designed to be used for sleeping purposes, bathroom, clothes closets or in a closet or other confined space opening into a bath or bedroom (Uniform Plumbing Code section 509.0). 10. Fuel burning equipment shall not be installed in a closet, bathroom or a room readily usable as a bedroom, or in a room, compartment or alcove opening directly into any of these (Uniform Mechanical Code section 304.5). 11. Garage firewall separation - required on garage side including supporting walls and posts (Uniform Building Code section 302.4 exception #3). Under no circumstances shall a private garage have any opening into a room used for sleeping purposes (Uniform Building Code section 312.4). Ir Wood stove location - Alcove — UMC section 205 confined space & 223 unconfined space & 304.2). X. Smoke detectors (Uniform Building Code section 310.9.1). Page 1 of 2 dfb�� 4 Water closet clearances (Uniform Plumbing Code 408.5). Shower compartment minimum 1024 sq. in. & 30" circle (Uniform Plumbing Code 412.7). ), . Bearing walls shall be supported on masonry or concrete foundations that shall be of sufficient size to support all loads (Uniform Building Code section 1806.3). STRUCTURAL DETAILS: 1. Braced wall panels shall start at not more than 8 feet from each end of a braced wall line. Braced wall panels must be in line or offset from each other by not more than 4 feet (UBC section 2320.11.3). Spacing shall not exceed 34 feet on center in both the longitudinal and transverse directions (UBC section 2320.4.1.) Braced wall lines must be continuous throughout the structure. 2. A California licensed architect or registered engineer must prepare a lateral analysis for the areas of the building that do not comply with the Uniform Building Code. This must include the designer's "wet" stamp, signature, registration number and expiration date on all sheets of plans depicting the designed elements and cover sheets of calculations. � Clerestory requiring balloon framing and/or engineering. - (4) Foundation plans complete enough to construct building (Uniform Building Code Table 18 -I -C). Floor construction details complete enough to construct building. !/1QD P/34d�r 6. Elevations and wall construction details complete enough to construct building. rr Roof construction details complete enough to construct building.) ryl d i C fi( G-�_ Tom✓ 8. Fireplace construction details and calculations if necessary. / _ on dor 9. � -Garage door header size(s). aa/o-- l� CGL S� (��St 70) Porch header size(s). ��.j �� - �,y` OV1 �(0()Y- �-Kam�" Y Typical header size(s). d/Y �� y oqb (pLG� f7 D tit b R05 --+"s 12. Stud heights. 0.0- 1,, / �, r�,, 13. High expansive soil special foundation design requited. Retaining walls requiring design. ( pe -1-h Gypsum wallboard nailing inspection required. A—= sky- e ra If the area below the lowest floor is fully enclosed, than a minimum of two openings are required with a total net area of at least one square inch for every square foot of area enclosed with the bottom of the openings no more than one foot above grade. Alternatively, certification may be provided by a registered professional engineer or architect that the design will allow equalization of hydrostatic flood forces on exterior walls. Building must be designed and anchored to prevent floatation, collapse or lateral movement. Constriction design requirements must be shown on the building plans. / Electric, heating, ventilation, plumbing and air conditioning equipment and other service facilities shall be designed and/or located so as to prevent water from entering or accumulating with the components during conditions of flooding. MISCELLANEOUS ITEMS: 1. Stairway details - landings, rise and run, head clearance, handrails (Uniform Building Code section 1003). Guardrails (Uniform Building Code section 509). Brick or stone veneer (Uniform Building Code section 1403). Exterior plaster - weep screeds (Uniform Building Code section 2506.5). Roof pitch for roof covering (Uniform Building Code Table 15-B-1& 2, 15-D-1 & 2). Foam insulation - protection. 36" halls and stairways (Uniform Building Code section 1004.3.3.2). Two exits on three - story dwellings (Uniform Building Code section 1004.2.3.2). Underfloor access and ventilation (Uniform Building Code section 2306.3 & 2306.7). 1 Attic access and ventilation (Uniform Building Code section 1505). 1 Sound requirements. Energy design compliance and supporting documentation. CDF responsible area requirements. BUILDING PERMIT REQUIREMENTS: 1. ❑ SRA. 2. ❑ Flood elevation certificate. 3. ❑ Fire Sprinklers required. 4. ❑ Special Inspection requirements. 5. ❑ Use Permit conditions. 6. ❑ Sub -Standard Housing letter. Page 2 of 2 FOR. C.UST 0 PF'C FOR. DAVI�D MLI 1 1: J..SITE cc�ED ROCKY BLUFFS fat, 13DIV1510N. :19689 7-31-03 AL.ca ARO-11TECTUR 1 ( ,{ +�)ENCYINE- CEKING + C9�+i�501-TING Lalay 1'. SUM 3 95928 . BUTTE COUNTY 5304924008' a_ NTAP ROVED /1/76/ tpg -0 e_ 9,c// e— V.- v 60'a r i FOR. C.UST 0 PF'C FOR. DAVI�D MLI 1 1: J..SITE cc�ED ROCKY BLUFFS fat, 13DIV1510N. :19689 7-31-03 AL.ca ARO-11TECTUR 1 ( ,{ +�)ENCYINE- CEKING + C9�+i�501-TING Lalay 1'. SUM 3 95928 . BUTTE COUNTY 5304924008' a_ NTAP ROVED /1/76/ tpg -0 e_ 9,c// e— V.- v 60'a r PROJECT: WILLLAMS'SPEC RESMENCE PROT No. . ER26 1, WIL -kOCATION:. CIRCO CA" DATE. 811/02 BY: LIW PAGE. 1 OF CODES-. Uniform building code, .1997 Edition All S C, -Mar ulal of steelconstriction, 9th Edition - ACI, Manual of Concrete Practice, 1988 Edition AITC, Timber -Constmction MamW MATERIAL:- Concrete: Mtasonry:. . Mortor f c = 2,500 psi min, @ 28 days rc = 15Q0 --psi cgout: Steel ReinfoTeing: Structural Steel: Steel Pipe: Steel. Tubing:. Machine Bolts: Anchor Bolts: Alood wconnectors: 'Wood. --rc — - I800 :psi, Type "F7 fc = 2500:psi _@ 28 days ASTM A-61-5 -Grade 40 fbr #4 -or smaller ASTM .A-.6 15 Grade 50 for. #5 or larger ASTM A-16 ASTM A53 Grade B. ASTM. A500.Grade,A or B. ASTM -'A307 Grade A . ASTM A307 Grade A, unfinished SI.M.PsOnStrong-Tie or..equal Light.framing,.Const.., Grade Douglas Fir Strut. Lt Framing, Joists & Planks: - Doug, Fir No. 2 Beams & Stringers, Posts & Timbers: Doug Fir. No. I Plywood- A.P.A. Rated: -sheathing Grade Cp, UBC Std.25-9:- Glue-Lam'Timber: ANsi /Arrc A190.14983 Simple Spans-- 24F -V4 Combination LOADS: Roof Live Load:. 20 psf Non -Snow Floor Livejoad: 40 psf Seismic Zone: 3 Wind. Speed': 75 mph Exposure:.B - -.Method 2 used unless noted otherwise. Allowed Soil Bearing.: 1,500 psf NOTE. Any structural -or non"structural -items that are - specifica4y addressed in -the -pund-or -det&Lls' Are. -designed -by otbersi-wd -artnot the respansibffity&AEC Group, Larry I blamer AIA, Architect. Verification of the soil condift6us, at the prio-ect site to determine the expansive or bearing capacity is by others. _AE,C_,GR0UP., Larry J. Warner AIA_555 Flying V.St. Ste -.3, Chico, EA 9592811 330-1392-8008. 'PAOECT-LLIAA5SRESMENCE PROD. No. ER216WM ,FHEWCATIONCIRCO CA DAT-,: 8/l/02 , BY: LJW PAGE 2 OF ROOF -DEADLOAD CALCULATIONS CONl'vTKT[t0NTAL FRAMED ROOF ROOFING 9.11psf 11V2" CDX PLY L5 V.1' @ 24 " 0,Ca I'l TJI g, 24" O.C-1. L) .5;lv,-"' GY-P BIRD; 2-& .INSUL 0.5 .-,N-Hsc ...0.-5 TOTAL 16.5 PSF USE 17-0 PSF.. TRUSSED ROOF SYSTEM TOTAL -M $ PSF : USE 19.0-PSF.' FLOOR SYSTEM 7.0.RSF I/T" CIYX PLY 1.5 TRUSSES @ 24" O.C. 3.5 518" GYP BRD, 2.8 INSUL 0-5 2.3 PSF 0.5 TOTAL -M $ PSF : USE 19.0-PSF.' FLOOR SYSTEM 7.0.RSF SIHIEAR PLY 1-5 (2k FRAMING FLOOR)- (I -JOIST FRAMrNG FLOOR) GYP BRD -3/4" CDXPLY 2.3PSF 3/4"CDX-PLY 2.3 PSF JOIST . 2.2 :,I-uoIST 1.4 LN'SULAXIONT :-0:6 '5/8":CrYP:-BRD • 2-.8 GYP 2.9 'NlLSC&2NSUL. .1.5 FLOORING- 1.5 FLOORING 1.5. M[IsC 0.5* TOTAL 0;9 PSF TO'T'AL -TOTAL 4.5 PSF USE 10:0 PSF. USE 10.0TSF. ORTRANIED WALLS EX7. FMSH 7.0.RSF SIHIEAR PLY 1-5 FRAMING 2.0 GYP BRD 2-1 'INT. FINISH 01 "INTWIl 03 TOTAL CONCRETE FLOOR SLAB SHEATHING "FRAAMG TNTSULATION TOTAL -13ZPS-F USE 13.2 PSF, 15.0 PSFI 2.3 -3.5 0-5 21.3 PSF USE 21.3 PSF I INITERIOR FRANIMI) WALLS GYP. BRD 2.2, PSF FRAM2JG- GYP. BRD 2.2 FIMSMES XIA. INSUL N/A TOTAL `6'.4 PSF USE, 6.4 PSF. AFC .GROUP.,-LaMj..NVArner- AIA, :555 F.13ing'V'SL'Ste=3, 'Chico, CA *95928, 530-;892-8008 J Williams Spec House .August..], 2002 Rock Bluff Subdivision Shear wall & Holdown epoxy bolts replacements- for standard embedded bolts .Simpson 32X-9 strong wall Hold down reaction -4;610 #'s 7/8"Bolt Use, 7/8" A307 threaded rod set with 3 7/8" embedment using Simpson SET epoxy. Simpson Holdown "K" holdown SSTB34 5,6804's.7/8" .Boit Use 7/8" A307 threaded rod set with 5" embedment using Simpson SET Epoxy 'Pinning, to. lava . Maximum loading based upon shear wall 805 iPLF. 5/8".45rebar 18;600 # yield strength 18600/805 = #k 5 rebar @ 48" ac. embedded .5" min and epoxy. se# with Simpsor; SE'T Epoxy. . AEC Group Chico, CA 95528 r 4 ! � r rri.arm • s • • r ,•s :. �� do _ _ ... - AF L 6P+ - lb WLAM t,4 qp o %1 GvL CA 4` 0'.41. � . t to .1 FloorJoisi(:97:Uniform Building. Code f9 NDS).] Ver 5.01b ' By: Larry J Warner AIA_AEC Group on: 10-29-2002:.2-44:24 -PM Proiect:. Eft216WIL -!Location: FJA A. Summary; TJt PRO 350: 11.875 - Tru's Joist4AacMillan x 19.34 FT k'E� 0 C. ,IB Section Adequate By: 2.9% Controlling Factor:. Allowable Deflection t-foists were desioned for simple scans dsidq ihe`foist'rrt nufacfurers pubtithed'val`ues. _ If the design does not match the actual- ioist loading- or span conditions in anyway, contact the.joist manufacturerfor design.vefification. Joist Span Deflections: Dead Load: DLD-Center- 0.12 IN Live Load: Total'Load: i_L©-Center- 0.47 4N,= U494 Joist. Span Left. End Rea ions (Support A TLD-Center=-.0.59 IN =L/395 Live Load: LL Rxn-A= 5.16 Lia Dead, Load; Total Load: DL-Rxn-A-- 129 LB Bearing Lennth- Required..-Beam oraly.. Support capacity (lot cneckeds , TL-Rxn-A= €SL-Fi= 645 1'. 75 LB IN Joist Span Right. End. Reactions (Support BY, Live Load: Dead toad: LL-Rxn-B=5.16 LB Total Load:. DL-Rxn=B= TL-Rxn-B= 129 645 LB LB -Bearing Length Required fBeam only. Support:capacitynct checked}: BL: g= .1-,75 IN ;ioisY'33ata: - Joist Span tengith: L2=, 19.34 FT Floor sheathing applied to top of joists-top of Joists. fully Braced. Live Load Diaration Factor Cd= 1.00 Live-Load. Deflect. Criteria: L1 480 Total Load;oegee criterie:: V 360.: Joist Span Loadinq: Uniform Floor Loading: -Live Load: Dead toad: 40 PSF Total.Load: DL-2= TL-2= 10 50 PSF PSF Total:Lbad.Adiusted for -JoWl"Spacing: WT-2= -67 P.LF Properties For. TJI•PRO 350 f 11:875- Trus Joist-Macivlilian Depth: Moment Capacity: D= Mcap= 1.1.875 5000 IN . FT-La Shear CapaciW. Vcap= 1420 LB El: Eiid.Reaction Capacity: 'Corn, -El­ Rcap= 395000000' 1160- LB''-112 LS ansons.With F2equired Sections: Marintum Moment: M= 3117. FT-LB Adiu. ted: Moment Capacity: Mcap-adi= .5000- FT-LB . Ma)imum.Shear. V= 645 LB Adjusted Shear Capacity; 1/cap-adj= 1420 LB El Required: E2-req= '383792064 LB-IN2 Et* Maximum End Reaction: El= Rmax= 395000000 645 LB-IN2. LB Adjusted Reactiort Capacity: Rcap-adj= f160 LB Floor Joistf,9- UniformBuiidin� Code (91 NDSI.I Ver_ -6 01b By. Larry. J Warner ALA s AEC Group on: 11:0-28-2002: 2.44:24 .PSV! Proiect: ER21iL - Location: FJ -'!-S . Summary: 'TJI PRG 120TS / 11.875 - Trus Joist-I`1tlec1v.illen x 16.0 FT. A.16: O? C. Section Adequate By: 14.2% Controlling Factor: Allowable Deflection Hoists were, designed for sir!•tpie spans using :fie° caid values: If the desiaR does not. match the actual iwst loading or sfaart carrdiiiorrs in,arty contact the ioist manufa�rer for design verification. way; Joist Span Deflections: Dead Load: Live Load: DLO -Center - 0.09 IN Total Load: LLD_Center-- 0.35 ifs:= U548 3oss'L''Span Left Ersd i2eactiaas. (Suopn!t A?::. . TLD=Center- .0.44 IN = U438 Live Load: Dead Load. LL-Rxn-A= 427 LB Total Load: DL-Rxn-AF 107 LS BeariR416ngth Ret#uired (Beam only, support' Capacity not checked).- TL-Rxn-A= 3L A'= 533 i. 75 LB Joist Span Right. End. Reactions (Support B): Live Load: .Dead Load: LL-Rxn-B= 427 LS Iota( Load: DL -!B= -B= 1-t)7 Li3 Bearing Length Required.(Beam only, Support capacity not. checked): T f: Rim -f3= 533 33 LB . Joist , :BL -B= Z 1M ;lost Stan Lenttth. L2= 15.0. FT Floor sheathing applied to. tooof joists -top of joists fLlly braced. Live Load Duration Factor Cam 1._00 Live Load Deflect Criteria: U 480 Total Load, Deflect. Cr4erla:: L/' 3S0` Joist Span Loading;, Uniform Flocr Loading: Live•Load: Dead Load, LL -2= 40 P.SF Total toad: Ql= 2= TL -2= 10 ' 50 PSF otel'Lcad Adjusted for joist"spacing: WT -2= 67 ,PcF PLF Properties For`TJi PRO 120TS f -11.875- Tris JoistWacwflan • Depth:' Moment Capacity: D= Meao= 11.8.75 3430 IN FT -10 Shear Capacity* V cap= 1420 L6 El:. End Reaction Capacity: El=- 12cap=' 2460000 1124 . LB-II1l2 LB. l;ernpartsors5lkrith Required Sectiones: Maximum Moment: firs= 21.33 FT -LAB Adjusted Mori -ser Cape iii: Mcap-adi= 3430 FT -LB Maximum Shear. V= 533 LB .Ad usted Shenar Capac T. : c-a"di, 1420 'LS E'l Required: Et V.;req- 215445760 1I34N2 E1= 246000000 LB-iN2 Maximum EndReaction: Rmax= 533 LB Adjusted Reaction Capaci y:. Reap-adj= 1120 LB FloorJoist[. 97.:lJr?if0rM 8WId np.Code:(a1 NDS) Ver. 5.Pib By. Larry J Warner AW, .AEG Group on: 10-29-2002: 2!44:.25 PM FToiect: Eft2.115WIL, - Location: F,1=2. Summar - 1.00 't -JI PRO 120TS / 11.875. - Trus Jolst-Mac+sillan x 16,33 FT x.16 0,0 U - Section Adequate By: 7.8% Controlling. Factor. Allowable Deflection I-i!StS. C' kdriQA?E €Dr c!!r�!8 3,x,'3? �';;itfi • e'i:•: t cisCuC±u%�rS GGs"iTiSfieQ vailles. If the. design. does not. match the actual,cist-loadina or -'span conditibrm in any way conract the Joist manufacturer for design verification. .foist Span Deflections: 40 Dead Load: Live Load: DLD-Center— . -Live eA Load: LL -Cart€er= Joist.'Span, Left. End Reactions. f Support A):• TLD -Center•= Live Load- Dead L oad: LL-Rxn-A= Total Load: DL-Rxn-A= Reg'rft:.Len RbQuired'Ptei Joist Span Right.End Reactions. �Snppor# B): TL-Rxn-A= Live Load: Dead Load: LL-Rxn-B= .Total :Load: DL-Pxn-B= Bearing.l:ength.Required.(Beam:onjy, Support eapacity.not checked): TL-Rxn 9= .. ,BL -B= L Gta. :joist Span Length: Floor sheathinq applied to top of foists -top of joists fully braced. Live. Load Duration Factor: Live Load Deflect. Criteria: Total, Load Dcsgect Criteria: Joist: Span. Loading: Utriform Floor Loading: Live Load: ;dead Load: Total Load: Total Load AQAted far Joist Da6no: Properties For: TJf PRO 120TS i 11.875- Trus Joist -MacMillan Depth: Moment Capacity: Shear Capacity: El:. End Reaction Capacity: Comparisons Ifflith Required°Sections: Maximum Moment: Adjusted-Momsnt Capaciity.: Maximum Shear: 'r�urt2d `Sf�ar: GQpaz�ty: El Required: Ef: Maximum End Reaction: Adjusted Reaction Capacity:: 0.09 IN -0 3 t {NL45-1? 0.47 .4N = U4:1A 435 LB 109 LB 544 LB 1.76- f .435 L8 109 LB 544 L6 f_7,5 JAI L2= '16:33 FT Cd— 1.00 U 480. Ur 36C LL -2-- 40 PSF DL 2 10 FSF TL 2= 60 Pac: WT -2= 67 PLF D= 1.1.L175 1N Mcap= 3430 FT - 'LB Vcap= 1420 LB FE:=: 24WOM�1-03• L S -W. " Rcop.= 1.120 LB M= 2222 FT -LB fvfcap-adr= 3430 FT -LB V= -544 LB bicap -ads= 1420 Lia Ei-req= 22$250704 LB4N2: El.= 246000000. LB-IN2 Rmax= -50 LB Rcap=adj= 1'120 LB t3( %. s# ''f! .T�.�Yn �'�f�i �E Y6''.ie+ 3e a.T'd.":.\S.:fS),I-V r: :5.01b ' By: Larry J Warner AIA , .AEC Group.on: 10-29-2002:.2:44:26 PM Proiect: ER21€WIL - Location: FJ -3 Summary: ' T JI PRG 120TS i 11,675 - Trigs Joiat-MacMillan x 12.33 FT.- G -C, Section Adequate BY: 135.4% Controllinq Factor: Allowable Deflection Y=Www re dir;i jai ;or a;ibs ;G �Nars ti 11V rite- i6W. rnanufl�ciurersbiisnem vaiLes. - tf the design does not match -the actual ;aistt.loading or -span conditions irr any ` ays contact the ioist manufacturer for design verification. Joist Span Deflections: - Head Load:DLO-Center- 0.03 IN Live. Load: _.L.V-C��#er-� n ,� pwa Total Load: TLO-Center= 0.16 IN = UA04 Joist Span Lett End Reactions (Support A): Live Load: LL-Rxn-A= 329 LB Dead Load, OL-Rxn: A= 82 LB Tota! Load: TL-Rxn-A= 411 LB T� '.��'.�.8�i:.•F8<", 4u2� � ..Y�•, �:I�t.v...:.aNaLsty. �tcf!_Gi.,c.ncl!.�. �a.-+� T. 75 - i.. Joist -Span Right End Reactions (Support -r3}: Live .Load: LL-Rxn-B = 329 LB Dead Load: 'Total DL-Rxn-B= 82 LB Load: TL-Rxn-B= 411 LS Bearing Length ReguireO !Beam ani, :Sgpport:ca:pacity:not;checked): I3L-8= .1....75 IN ..foist Data: Joist Sdan Length: L2= 12.33 FF Floor sheathing applied to top o€ joists -top o€' foists fully braced. Live Load. Duration Factor: Cd-_ 1.00. Live Load D�'e'�,�fl�ect, Criteria: U 480 Totzl• Load- ePe—o :it •��;:�.: LIf 'lie"' Joist Span Loadinp: Uniform Fioor Loading. Live Load: LL 2= 40 PSF Dead Load: OL -2= 10 PSF Total Load: TL -n2= 50 PSF "T-t3tal Load"Adjusted tof Jdist'SpaOnq: wT 2= 67 -FL:f Properties For:.TJI PRO 12�TS 1.1.1..&75-T, cus. �Io'sst-MacMillan . Depth:: D= 1.1.875 IhI- Moment Capecit)r Mrap= 3430 FT�1: Shear Capacity: Vcap= 1420 . 'LB E.I., ED; 24600WD& . tLS4N2 End,Reaction. Capacity: Rcap= Gii'iiprdrjswni}s With Required -Sections: - Maximum Moment, M= 1267 `FT -LB AditWed Moment Capacity: e lcap'adi=- 3430 FT -Li .Maximum Shear. V= AllLB Adfusied ir> .CaPa 'vcap-add= 1420 LB El Required: El -req= 1'04503480: LB�IN2.. EI: El= 246000.000 LB -!_N2 Maximum End Reaction: Rmax= 411 LB Adjusted Reaction Capacity: Rcap-adj=. , 1.920 LB' Floor Joss#,97 :Vni rm Ko p.71CP F1 !.:N_rXS1, 1 BOdin _pq Bw Larry.J WamerAIA, AEG Group on; 1-.0-29-'2002.- 2:44,27 PM Summal-y+ PSF , P.R V O 120TS / 11,875 - Trus Joist Mauritian 'x 1:2.33 FT a 16.0. C. Section Adequate By., 135.4% Controllinq Factor: Allowable Deflection PSF. &I.31qnzed -for slhmp?e is)"Joila. using- the' iUW MiAnVactharars. Pubiis;he'values. It the design does not matchthe actuaHoist'-foadinq or spars condition$ in, any, way, contact the ioist manufacturer for design verification. 3430 Joist Span Deflections: 1420 'Dead Load: DLD-Center_- .,.Live Load., 1120 Total 'Load.'TLD--Center-- 1267, Joist Span LeftEnd Reacfiwis (Suppwt A). 3436,..- Live Load: LL-Rxn-A-- Dead Load., DL-Rxn-A= Total Load TL-Rxn-A= . BeaAmg Lan- f sea M, amly, supy-V-14% capa&ttyt 1-1 U-& C. hel*ed 'JoJst Span Right End:.Reactions 1Suoports): SL -A,-- Live Load: LL-;Rxn=8-- Dead Load: DL-Rxn-B= Total Load, -iL-Rxn-B= :Bearin :Len_qt.h Required (Beam:orilv. Support capacity not..czheckedy .9 -8L -13-- 3oas� Mata: Joist Span. LenqM:: L2'-, Floor s.-heathin.q applied to top br=ed_ ive Load Duration Factor: Cd_ Live Load Defect Criteria: L/ Joist Span: Loading: Uniform Flow Loading-, -wive -Loaer. Dead Load: 'DL -2= Total Load,. TL -2= ivWiLcad-Affiusted for Joist paling: WT -2 - Properties For: TJI PRO 120TS f 19.875= Trus,:JoisWacMillan. DeOth: D= Moment Capacity: Mcap= -Shear Capacity- Veap:z El,. End: Reaction..Capacitv, Rcap=: Comparisoni With. Required, Sections: Vlw(irniu rn; AA orn erit. Adiu: ted.Moment Capacity: -Mcap-adi-- Maximum Shear. V__ �ididsledsbeay 'Vcap-adi= El -Required: 07reQ= - El: El= Maximum End Reaction: Rmax= Adjusted Reaction -Capacity: Rcap-adj= .0-03 IN ,D'IC3 11IN =.*,'LM4_3n_ 0-A6 IN=U-QU4 329 L6, 92 LB 41t LB 1.15 W 329 LB 82 LB 411 LB ;t..750.4 12.33 FT 1.00 480 38a, 40 PSF 10. 50 - PSF. 67 PLF:, 1.! 875 IN 3430 .FT_4 1420 LB - 1120 Ls. 1267, `FT _Le 3436,..- FT -LB 41 -B.. 1420..,: 10450348.0..;."1 246000000 LB-IN2. 411 LB Combination Roof,and .Floor:Beamr 9.7 uniform::i3uilsi ABV Larry d Wamer.ALA ; AEC Group on: '1 o-29-2002 : 2:44:22'PM Proiect: ER2.1.6W1L - Locahon: B .'1' Summary: 3.5 IN x 8.25 IN x 8.25 FT / Versa -tarn 2500 Fb OF - Boise Cascade Section Adequate By: 94.7% Controlling Factor: Section Modulus /Depth Required 7.321n De..fl.�tiesrac, Dead: Load: DLO= five Load- LLD= Totamo'aa; TLD-_ �i.ons (Each End): live •Load Dead LLR�,T,= -Load: Totat toad, DL-Rxn= . Bearing Length. Required (Bearr. on!y. Sappo t ce_23city not dhacked): Ti__Rxn= SL= Beam Data: 15.6 Span: L= M$Xim.Eim:.lfrri�gacaL# Span:, Lu' Live Load Deflect. Criteria: FT -LB Total Load Defftt. Criteria: � i~„=Srr Cive-toad: .- iN4 Roof. Loaded Area: RLA= Live Load Method: Method ., Ra , �Loaddifw Roof Live Load -Side One, RLL1= Roof Dead Load -Side One: RD`I=' Roof Tributary Width -Side One: RT.y16 Roof Live Load -Side Two. RLL2= Roof Dead Load_ -Side: Two:: RDL2= RoofTributary Width-Side.Two: RTW Moot°Duration actor Gd -.roof= Floor: Live :Load-.8ide .One: FLL1= Floor Dead. Load -Side .One: FDL1= PIM i# i'i# fi��: v:�"is 7=Site one: F WI _ Floor Live Load=Side Two: Fes= Floor Dead Load -Side Two: POL2= Floor Tributary Width -Side Two: FTW2= Floor Duration Factor: Cd -floor - Wall Load. WAB ►__ Beam Loads: Roof Uniform Live Load: wL-roof= °ficaf €- M-fc-�swDeed'Load Ad usteo or roof dttj: wD-roof= . a=lo$r i it5ifiirfF}. i,IVE? Load: -v&-floor-- v&-floor=Floor FloorUniform' 'Dead .Load: wD-fioor- Beaxclf^eii$iaiia: rs i{v= Combined uniform Live Load: wL- Combined Uniform Dead Load: wD= Combined Uniform Total Load:. WT= Controliinq Total Desiqn Load: WT -cont= Properties For: Versa -Lam 2800- Fb. DF- Boise Cascade Bending. Stress- Fb= Sheaf Stress: Fv= Modulus cf Elas icity: i:= Stress Perpendicular to Grain: Fe' perp= Adjusted .Properties y. :e:...;. ,... • 1 b-= . Adjustment. -Factors: Cd --1.25 Cf=1;03 Fv". Fv`= Adiustment Factors: Cd=1.25 Design Requirements, Control ina_P1loment:.. 4:125 ft from left support- CMcal rnoment ^seated .by .combining all dead and liege loads. t asrimur si ear At support. Critical shear.created .by combining all dead and live loads. ;C�ryr!?s��ricr�ng'.Wi4h, 3?urniiraarf';r^_,r�r�i�inrr: Section -Modulus: urea' Moment of inertia: AM V= 0:09 121 0.11 IN _ 1JR65 .0.20 IN =.U485 .2 L-8 .1640 LB 3732 L8' I -A s IN 8.2.5 FT u, u r r 360 240 92 SF One 1&- PSF 18. PSF. 8.2 FT 16 PSF io e -SF 3.Q ` FT 1.25: 40 PSF: 10 PSF 8.2 FT 0 PSF 0 PSF C.O. FT 1..00 8D.. PLF_ 17.9 PLF L25 ..:PLF 328 :PLF 82 -PLF 10 ....:YL:F 5£37 PLF 307 PLF 905 PLF 905 PLF 2800 PSI' 285 PSI '2000000: PSI :900 15.6 i22 A= 358- PSI. 7697 FT -LB x,32 LB Sroa= 25.7 IN3 S= 49.9 M Areq= 15.6 i22 A= 32.3. IN2. Ireq= 11,4:3: IN4• i= 230.8 .- iN4 -A Loaded Floor Beam(97 Uniform-&jilding Code {.91 NDS))Ver:&Olb .-Uniformly -aY: Larry -JVVamer AIA.; AEC Group -on, 10-29-2002: 2:44:20 PM ER216WIL - Location- Btvi2 Summ'ary.*. 3.5 .4!N -x 7:25 IN x 6.0 FT 1 #2 - Douglas Fir -Larch 7 -Dry Use Section Adequate By. 12.5% Controlling Factor. Area /Depth Required: 6..44 In Daflections: Dead Load*, DLD= .0-.02 IN, Live Load: LLD= 0.05 .'IN = L11339 —LC 14, Load: `TLD= IN = U922 Reactions (Each End): Live Load_ LL-Rxn= :984 1B Dead Load: -DL-Fbm= .445 LB Total Load: TL-Rxn=. 1429. LB' Bearin-Length-Required. (Eleamonly. Support capacity. pot checked); , 9 BL=: 0:65 -IN Beam .Data: Span: Unbraced Length -Toa -of Beam., L. u= 0.0 FT Live Load Defied: Criteria; Ai 360.. Total Load Deflect. � Criteria: U 240 ...Floor Live Load -Side One: L.Ll= 40 PSF Floor: Dead.Lbad=Side One: DL.I= 10 PSF Tiibutarv,W)dt"We One: TWI= 8.2 FT :-Flo ' or Live Loa"ide Two: LL2= 0 'PSF Floor Dead- Load-Side'Twof, D12-- .0 PSF' Tributary Width -Side Two: T%AI2-- 0.0 FT Live Load Ouration Factor: C & 1.00 Wall Load;- WALL= 6Cr PLF - Beam L oa.dinq, -wL-- M PLF -Seem Tctall -Dead Load: 148 PLF Total Maximum Load: WT= 476 PLF Properfies Foi-.47-2-0ou I Alas Fir,4L.-rch Pendi'm -Stress'. Fb= .875 -PSI. 'Shear Stress:_ Flj-- 95 Pst Modulus of Elasticity., E= 1600000 PSI ' Stress'Perpendicular to Graim, 625 PSI:.' Adjusted Properties Fb'(Tensiori.). F V -t - 1138! -PSI - .. -AditistmentFactors: Cd=l.-OOCt-1.30 FV: FV= V )Wliustment Factors: Cd=1.-00 Design. Requiretments- :Conr6flin ; Momeft 143 -7: :-FT-'LB 3.0 ft from ieft.support 'Critical moment created by combining, a.ft dead: and 4live-loads.. Maximum Shear. V= 1429 LB At supe Criticat shear created. by combining -all. dead an' d: live loads.. Comparisons � * With, Required Sectiow. SeCtio6-.M6d-Wus. Steq= .227 IN3 Area: Areq= .22.6 1 N2 'Mo o€Inertia:. Moment Iraq= 29.9. lN4 'J= 111.1 IN4 Roof. B2araaf :Q7 Uniform: Building Code ¢91 NDS)1 Ver: 5.a'Ib . By. Larry :l Warner MA :, AEG Group on- 10t 29=2002: 2:44:21 PM Pro)ect: ER21.69VIL - Location: BM -3 Surnmerv: 3.5 IN x 11.875 IN x 15.0 F T /Versa -Lam. 2800 Fb OF - Boise. cascade... Section Adequate By. 11,8% Controlling Factor: Section Modulus 1 Depth Required 1.1.23 In Dpfl+?ctiolas: Dead.Load: OLD= -0.53" IN "Live Load: Total Load: LLD__ .0.2.3 IN = L777 Reactions (Each'Ettd): TLD= 0.82 IN =..U220 Live Load: 'LL-Rxn= 1491- LS Dead Load: Total."Load: DL-.Rxn= 3?7s f B Beafing Length Required. Bezri maty; S:(ppert capacity 'isnot checked):. TL-Rxn=" BL=" 5269 1. 67 LB IN Ream Data.: Span: Maximum- Uni raced Span: L= 15.0 FT Pitch .Of Roof: Lu= RP= .0.0 6 FT" . t2 Live Load Deflect: Criteria: U 240 Tofai.Load.Defiect.'Criteria: U 180 Mon -Snow Live Load: Roof Loaded Area: ..RLA= 213 -SF Live Load Method: :1,64ethod _ One Roof Loading: Roof tine Load-$ide One: LL1- 14' PSF Roof Dead Load-4Q_ide One;: OLI 18 PSF Tributary. Width -Side One:. Tw1= 12.,2 FT Roof L:.ive_ L.oa"ide Tiro:' LL2= 414 PSF Roof Dead Load -Side Two, DL2= 18. PSF Tributary Width -Side Two: Tw2= 2.0 FT : Roof uueatiem Fac or: ' Cd= 1.15 Wall Load: btfaLL= 205 PLF Beam Set€ Weight SSW= 13 P_LF Stepa Affiusted' Seam Loadinq: Beam Uniform. Live Load. LF Seam Uniform -Dead .Load. Adjusted, for ROter Pitrl?: w;D_ � _: > 0 P, Uniform. Total Load: wT= 703 PLF' Properties rwor. Versa -Lam 2800 Fb DF- Boise Cascade Bendinq Stress: Fb= 280U: PSL' Shear Stress:' Fv= 285- PSI Modulus of Elasticity: E= 2000000..: PSI fessPaip-and-Lufar:tsGrain: Fc_ -perp= iw PSI. Adjusted Properties 'Fb' (Tension): Fb'= 3224. Adjustment Factors: Cd=1.15 Cf=1:00 .":PSI FV: Fv = "328 " 'PSI. Adiustment Factors: Cd=1:15 c Design Requirements- Controlling, Moment: M= 19759: ':FT -LS 7:5 ft from left support Critical -moment -created by combining alt dead an'd`Iive loads: Maximum Shear. V= -5269',. 18 At su-port. .. Crrf:..al Sear create by combining all dead and live loads. Comparisons With Required Sections: °Sedtior:: bdulw. r.3:a 11,33 ' S-' 82:2 IN3 Area; Areq=. 24.2 IN2 A= 41.5 IN2 Moment of Irsertia: Irett=" 400:'I IN4 I= 488.4 ' ."IN4 Combination: Roof and Floor Seam[ 97 Uniform Building .Code (91• NDSII Ver. 5:01b FV__ SY: Larry J Warner Alk AEC Group on: 10:2§,20W : 2:44:23 PM Proiect: EIR216WIL - Location: BMA Adjustment Factors:: Cd=0:90 Cf --1 '.00 Summary: Fv': 3.5. IN x 11.875 IN x 15.0 FT ! Versa -Lam 2800 Fb OF - Boise Cascade 257 .. PSI Adiastment Factors: C&U.'90 Section Adequate_Sy: 97.7%o Controlling Factor: -Moment of Inertia/ Depth Required9.46"In. Deflections: . . _:•:.:. :. Dead Load:. Live Load: OLO= 0.28 1N Total Load: LLD= 0.10 IN= V1754 .Reactions (Each End): . TLD`__ 0.38 IN= IJ475 -Live Load: Dead Load, LL Rxn= 660 113. Total Load: DL-R)a= TL-Rxn=- i 780 2440• LB LB Bearing Length Required (Beam only,. Support + rapacitynotcheckedj: BL=. 0.77 Beam Data: .14 Span:. Maximum: Unbraced. Span: L= 15:0 FT. Live. Load Deflect, Criteria: L= L/ GG . FT Total Load Defied. Criteria: U 36 a 240 UN2 •t'3'1-8now L" 'Load: A= . ' 41.5 M . Roof Loaded Area: fiLA= 45 SF Live Load Method: Roo'l :Loadinq; Method = One IN4 :.` . -Roof Live -Loa&& de One: RLL1= 16 PSF Roof Dead, Load -Side One: RDL1= 18. PSF Roof Tributary Width -Side One: TW1= 1.0 . `FT Roof Live Load -Side Two: RLL2= 16 :. PSF Roof. Dead Load=Si.de:Tvvo; RDL2=. 18 PSF Roof Tributary Width=Side Two: RTW2= 2.0 FT Roof Duration Factor: Cd -roof= 1.25 F#oar• -1-oaL'ing: Floor Live Load -Side ..Fie: FLL*= 40 PSF Floor Dead Load=Side.One:. FDL1= 7.0 :.PSF Floor Tributary fiF�idth--Side One: FTVVJ= 1 0.:: ..FT . Floor Live Loa441de Two: FLL2= 0. _ ` PSF FloorDead Load.-SideTwo: FD.:2= 0 PSF. FloorTributary Width -Side Two: FTW2= 0.0. F#oor Duration .Factory Cd' -floor- 1.00 Wall Load. WALL= 164'. :PLF Beam Loads:. Roof Uniform Live Load: vVL400f= 48 Roof Uniform.Dead.Load :',f-;u€md fo r6of p'tch): V40 -moi.- 60 .:PLF PLF Floor' Uniform Live Laad: w -€loon= 40 PLF Floor Unifotm.DeadLoad: wD=floor- 10 PLF Beam Self Veight: SSW-- 1.3 PLF Combined Uniform Live Load:. wL= 88 `PLF . : Combined:Uniform Dead Load:. wD= 70:- . PLF• Combined Uniform Total Load: WT= 325 PLF Conftl€inq•T6tBl Uslgn Load.. WT -coni ... 325...' PLF Properties For:...Versa Lam. 2800 Fb DF- Solse.Caseade Bend.inq Stress: Fb- 2800 PSI . Shear Stress: Fv= 285 PSI _dd 1us.6f:EJas?ieftV: 20010000 PSI Sty€ss Per to Grain: Fc perp= 900 PSI Adjusted Properties FV Jension). FV__ 2523:PSI Adjustment Factors:: Cd=0:90 Cf --1 '.00 Fv': FV= 257 .. PSI Adiastment Factors: C&U.'90 Design Ratru'irsmeiz�;':. . . _:•:.:. :. Controlling Moment: M= 6676: FT -LS'. 7.5 ft from lett support Critibai rnomeiit created :by dead'Ioads only on ail span(s). iaXltr3i9fi3 33 T' �!_ 1780' ; .LB:: At support. Cntical shear created,-by.dead loads only on all span(s). Comparisons With Required Sections: Section'Modulus., :Sreq= 31.8 -iN3 S= e32.2 €iV3.. Area. Amer -10.8. UN2 A= . ' 41.5 M . Moment of'tnertia: Ireq= 2471 iN4 i= ;58.4... IN4 :.` . Combination.:Roof.and Floor B.earnf.:97.Liniform. Building Code f91 N S) ).Ver. 5.01b • BV: Larry J warner A!A , AEC Group on:.'1&-29-200)2: 2:44:23 PM Project: EF:216W!L = Location:.8?v1-5 Summary 3.5 !N x 11.575 IN x 11.25 FT ! Versa -Lam 2500 Fd DF -Boise Cade Section Adequate By: 63.4% Controfling Factor: Section Modulus / Depth Required 10.07 In Deflections: Dead. Load:. OLD=' 4.14 IN Live Load: Toiai load: LJ -D= 0,20 1N = Lt673 Reactlons ( Each -End): TLD= x.34 IN a 0344 Live Load: f7ead Load: LL -Rion= .3036 LS Total load: Di Fixe= 2189 t$ Searing Length Retluiietf: (Bea only, Support capacity trot e^er? edi: - TL_Rxn= SL.- 5,^x.27 f.€ 6 LS Beam Da#a: ' !N Span: Maximum. Unbraced Span: L= 11.25 FT` Live Load Deflect Criteria:. Lu= U ao • FT Load'Defiect. Criteria: U 360 240 yy,., CC 'T,''oIta! 11� o .-Sfiv 'Live'Lvad. Roof Loaded Area: FILA= 113 SF Live Load 'Method, Method = One Roof Loading: .'Roof Live Loa'&Sfde One: 'RLL1= 16 PSE' Roof Dead Load -Side One., R ?L1= 13 PSF .Roof. Tribytary, Width -Side One: Roof Live. Load�­Side`Two; RLL2= 16 PSF Roof Dead Load -side Two: RDL22=, i6 PSF Roof Tributary Width -Side Two' RTW2= 2.0 FT Roof Duration Faetor: Cd-roPf= 1;2 f=loor Loadinq: RoorLive :Loa"ideOne: FLLI= 40 PSF Floor Dead:Load-Side'One: FDL1= 10 PSF Floor: Tributary .W4dth-Side One "FTW 1= 8.0' . FT Floor.tive Lard=Slide Two: FLL2= 40 :: PSF Floor Dead;Load-Side Two: FDL2= 10.. , .F!oor Tributary Width -Side Two;. amnio= .PSF .Floor Duration Factor, Cd--flaor= l.flC� Wall: Load:: WALL= 8D PLF Beam Loads. Roof Uniform Live Load: wL-roof= 160' PLF Rti,cf D,iiform, Dead Ldad'(Adkdsted'for roofj�lta,): vvD-r 1F= 201 -LF e=loof U; ?0F't'-7 Uve 'Load. 360 r LF Floor:tlniform Dead' Load: wD-floor- 95 PLF $ear SiWl Vvleiobt r3FV4 - 13'`' Corhb'ined':Unjform:Uve1oad: wt= 540: PLF .Combined Un'iforrn Dead Loan- WD= 296:...PLF Combined.UriiforrriTotalLoad: WT= .929 PLF :Controllirra'.Total':.Design Load. wT-cant= 922 .. PLF Properties:For: Mersa—Lark 2800. Fb QF- Boise Cascade. Benifinq' Stress: Fb= 2800 PSI Shear. Stress: Fv= Pel . .. �ri��: «S.Ci ti�'itrG.+3`..Wti��Y •a,. (xT�,285 � •2�a"vim""� t�iii uc�3 :arc%c:.+'LicaT cRt VSCitt: b_'.riCf.fl— mvvvv. PSI Adjusted 'f roperiies 3WA, ,.. Psi Adjustir;erit:Fae#ors: Cd=#.25 Gf= t:©0 Fv':..; ' . Fv = 366-.." PSf. Adiustment.Factors: Cd -1.25 Design Requirerhents: Controltina:.Mement: M= 1470=1 FT -LB :5.625:6 from..lef support ^{+tick ,rri:ptn_ent°.cr fed.by.comb.ibing all `dead':and live. loads. Fri. ' supportsupport*,critical C itical shear created .by combining all. dead and live loads. Com part sr,ns'itt;ith .Req!lrred.Seen'=. Sectiars.:Modutus: Sreq = :54,4:. !N3 S= 82.2 W3 Area: Arw = 22.1. N2- A 41.5 ...!NZ ' Moment.of!nertia: Iraq= 297.7'. ' A144 l= 488.4 'Multi -Loaded Beard(: 97 Uniform Building Cade (91 NDS).] Ver: 5.01:b BY. Larry J Warner AIA ; AEC gaup on:' 10 29=2002: 3:01:03 PM Pr6iect: ER2.10WIL - Location: FJ=BIih=1 RSI . . Summary: PSI Z 5 IN x 11-811C IN 4.6 z FT I V t._-_- nano r, �'ci3 e.E,ascade. i..:.v rr n rv..e r r ee jGS-taQa-aa 6GLiLi r-s/�11F _ Section Adequate By:. 2.5% Controlling- Factor Moment of Inertia-/ Depth Center Span L�fl�titaAs; Required 1':1`.78 In Dead Load: Live-Load; OLACenter- . Totai Load: LLD -Center= Center Span Left End. Reactions (Support A): TLD -Center -- Live Load: LL._Rkn-A= Dead Load: DL:i2xn-A= Total 'Load: TL-Rxn-A= Bearing LeRgth Requireo (Beam only, Support' capecit/ not checkked; ' 8n -A= [:e??t4ar SnAn Rinht inti a&art;_nr 'CCrrnev� El\- E.....dp... Live Load: LL-Rxn-B= Dead: Load. CL-Rxa-8= Total Load-. Bearing Length Required (Beam only, Support opacity not checked): . TL-Rxn-B= gL_g= seam 'Data. , Center Span Length: L2= Center Span Unbraced-Length-Top of Beam: Lug Top= CeJnter Sdara' Urib. a.ced Lengthl-.Roftom of.Beam:Lu2-Bottflfi9= Live Load Duration Factor. Cd= Live Load- Deflect. Criteria. Ll To -tar Load Deflect. Criteria: s` Center Spars Loading.: Uniform. Load: Live Load' wL2= Dead Load: wD 2= Zeaim, Sela'd3etght: SSW= t':oiaf i_oad: Trapezoida(.Load 1 WT -2= -Left-, ive Load: TRL-Left-i=2= Left':Dead Load: TIRD=Left-1=2= 'Right Live Load: TRL-Rigs t-?; 2 ;: Riaht Dead Load:. TRn_ia l,t_1_2_ Load: Stam A-- A-42= Load End: - 13,4�2_C-1-Z Load Length: - Trapezaidal-*Load 2. Left:Lfsa :Load: TRLeft=2-2=- Left Deadtoad. TRD=Left-2-2m Ri-qht'Live Load: TRL- tht-2-2= Pight Dead Load: TRD-.FiigVJ -2.2= Load `Start; A-2-2= Load.End>. B-2-2= LoadLength: C-2-2= Properties- For .versa' -Lam 2800 Fb' DF- Boise Cascada . Bendinq.Str.ess'. Fb= . Shear: Stress:. Fv= 10. dulus of Elasticitb: L_ Stless,Perpe-ndicLIar to maim Fc_Narg= Adjusted`l'ia:oei Fb''(Tension-): Fb'= �a _ ft Adjusts ilentt .Factior $. `i' ' d-:1..0 3 Cf=9 .00 FV..,. -FVI= Adjustment Factors: Cd=1.00 Design Regd'rements: €ontroliindMoment 8-1.5 Ft:from Left Support of Span 2: (Center Span}: Critical moment created' by. combining, all dead loads and live loads on spans) 2 Maxi!, num Shear: V- At: aft su;,por tof yrs 2 !Center SiparS) eri'.itrnl'C~ r'is tau - reil�i: rrrg a_ ds andl:vsry Comparisons -With. Rec uired -Sections: Sedfioal•'Madtilus. Ate`a:. S= Are4= A= it'P.Q= i= 0:44 IN 0,38 JN =::L/557 0.79 :IN =J-'2465 2-097 LB 2225 -LB 4322 LB:' 1:37 IN' 2087 LB 2.2^.2.5' La 4312 L8 1.37 AN 103 FT 0.0 FT 1`6.:3 FT' 1.00. x110 240 16G- PLF 260 PLF. 13 • PLF 433:.:.-PLF 0 .'PLF . 197 P# n. PI—c 0,0'. FT 4.0 FT 4.0 FT '1.97 PLF 0 PLF 197 PLF 0 12:2 FT 16.2.' - FT 4.0 FT 2800. PSI 285 RSI . . 2000000 PSI 900. PSI .2803. RSI 285-."':. PSI 15995- FTLS 4322' LS 68..5 w . 82.2.:.. JN3- . 22-_ N2.. 41.5 INN 4T&4 144 488.4' tN4- :Multi -Loaded Beam[ 97 Uniform Building Code (91 NDS) .j Ver: 8;01 b BY: Larry J Warner AIA , AEC -Group on: 10-29-2002 Proiee% ER21SWiL.- Location. F:1 -3t+ -2 ; 3:01:04 PM Summary: 2000000. _4 5 IN x 11.875 ;.N n 1.2.0 FT i trovsa-Lahr, 280""-c-; Or - SUi�e Ca�G3d�a - Secfion Adequate By: 332..3% Controlling Factor Area/ Depth Required 8:87 lh. Center Span DeflecArQns. PSI:, Dead Load: OLD -Center - Live toad: LLD -Center= T otaf'Load: Ceriter.Span Le End Reactions (-Support A): TLD -Center= Live Load'. Bead Loa: Total toad: OL-R�tn-A= 9earinq Length Required (gear?-. only Surpp.ort oaYaoit) not Che e?.): Center -Spon Rinhi CnrJ Ge7n4inne.4�`^N C�. TL-Rxri-A= B'. :_ �.! Live Load: LL-Rxn-B= Dead Load: OL-Rxn-B= Total. Load.. TL-Rxn-B= :Bearing Length Required (Seam..onfy,'8upport capacity not checked): 'B BL -B= e a M 08,.a; -0anter .Span 'Length: L2= Center Span Unbraced Length-iop of Beam: Lj2-Top= C,OrAer Span i hbraced Length -Bottom of Beam: Lug-Bottorn= Live Load Duration factor: Cd= Live Load flefleet. Criteria: ;Ir Total Load Defie L Criteria: It Center Span. Loading: , v Uniform Load: Live Load: wL 2= .Dead Load: wD2= T oral Loao: T rapezoidai :Load 1 bYT 2= ...:Left Live Load: TRL-Left-1-2= Lslt Bead toad; TRD-Left-'t-2= Right LiveLoad: TRL-Rj, _t_2 7 Ria.ht Dead. Load: TRD-Rigf?t_.1_2= Load Start Load End: B-1-2= Load Length: C=1-2= Properbes For.Versa-Lam 2800 Fb DF -.Boise. Cascade Bending Stress: Ftr= Smear Stress: ' F Modulus of Elasticity: 'E= S*:� Perpendic-ularto Grain: r=c�cserp= Adjusted Properties FW (Tension): FW= Adiustmenf Factors: Cd=1.00 Cf=1.00 v"• .:. FV= Miustment:Factors: Cd=1.00 Design Requirements Controlling. Moment: M=. `-s 72.ft Ito. , Left -14 uy�. —_,A of Sian 2 (Ca3s�ta3r S ah ) L[ i ,J ,.t . ,.t I' .A__. ' ori;41::�f i�J6SG�i e� GiF�2FCC�d il�( iriiU{i'ii�S, Fitt-L�Le IS: 9f3a d5��5rtGiis, 6 Ma)dmum:Shear: 1/= At'R.iOht Supsport of Sgan:2lCenter`Span' . Critical; -shear created :by: cornbinhg.all dead loads. and. five triads on,span(s) 2. Comparisons With ..Requlred' Sections: Sectiort Modulus: Sreq= Area: : Moment of -Inertia: S- Areq= A= treq= ,_ 0.07 IN 0.05 N = 113107 0.12 IN =1 /1237 419 LB '882 LB 1301. LB '945 LB 882 LB. le27. LB '0.58 ISL '120 'FT 010 FT 1:2:0 FT 1.00 380 ..A ^ Amu 48 • PLF 134 PLF 13 PLF .-PLF 197 PLF 0. PLF 197' . PLF A a;.F 8.0 F7 . 12:0 FT' 4.0' FT. 2800 . PSV . 285':.- PSI 2000000. PSI SOO PSI 2803.. PSI:, 285 PSI- SIFT-LB 4ARA..N4 FT-LB .1827. LB: 't8.6 IN3' €2.2 IN3 9.7 lN2_ 41.5 IN2 94.8 .. 1244 4ARA..N4 Roof:Beami 97;Uniform Suildintl-Code (9.1.NDS1 I V.er: 5:01b BY: Lany J Warner AIA., AEC. Group on: 10=29a062 : 3:13:59 Protect: ER 16WILL- Location: Gni-1 .PM Summary, f a '_,—sr 00 n �=1'-Dili �SE�er rb DF - Boise ("ascaae. Section Adequate By: 4.1% Corrtresrlirrg Factor: iviissnenfa€ inertia.i i'repFil 2equireci f f.1"fn Deflections: Dead: Load: Live Load,. OLD= 0.63 IN, Totai Load: LLD= 0:41 .1N Reac'a.ioris FE-ach End): 'TLD= 1:04 IN = L!187 Live'Load: Dead Load: LL-Rxn= 1763 LE Total Load: OL-Rxn= 2716 -LB Bearing Length _Reoired (Seam only;. Suppoq capaci4,'nctchecked TL-Rxn7- €f`= 4479 #A2 LE iN E3Pam r?ata.: Span: Maximum Unbra'ced: Span: L= Lu= 1.6:25 0.0 FT FTS Pitch Of Roof. RP= 6 : 12 ::Live Load Deflect. Criteria: U 240 t l'l itaie t fl"e�i. Cr'Retsa U 186 voo-S to;41ive Load: Roof Loaded Area: . RLA= 252 -SF Lire-Lsad'#Method., Method = One Roof Loading: Roof Live Load:-Side One: man 14 PS=. Rggf:l[had Load-Side One: I��i= iti PSF Tributary W,iat.-Side One- TWI= 43.5' FT Roof U4Loa&§Wi Two%. LL2= 14T. PSF... Roof Dead:Load-Side Two-.DL2= 18' f'SF TnbiAaN-Width-Side-Two: TW2= .. 20. 'FT Roof Duration Fa tor: Cd= V01j°Load: . WALL.=' . 10 , PLF sBearn. Self Weight: SSW= .12 Ply Sippe Ad#ust#&Sea?rj Loading: Beam tUifvrm Live Load; WL: ' 217 PLF Beam Uniform' Dead Load Adjusted for Rafter Pitch; Y-;O_adi` 334 `PLL Total Uniform Load: a.T=' 551' -01 C Properties:For: Versa-Lard 2800 Fla DF- $dise.Cascade. Bending Stress: Fb= 2WO. aS1: Shear Stress: Fv = 286 PSI. Madulus.of.Elasticity: E= 2000000 PSI Liss Par sidm lar 4o Gra;;s: Fp 900 : psi . Pid�ElSL6�i"t'i'E7�'`{eE£'s .-_ ' Fb`. {Tensress�) .: Fb= AdjustrmEnt Factor-.. -C&1.16 C#=1 01 _-:3243 Fv : Fv'= 328 PSI Adjustment Factors: Cd=1.15 Desian .Reauirement's:. Controlling. Moment: M= 18195 FT-LB 6.126 ft,frorrileftsupport. :Critical moment created: by combining. aWdead,.and.live roads. tVlazirrium;Shear. V=44.9 LB A i sulrpbrt ���,+ +.i«E.tit�fi�3l^ECA� � lCLfiz�-i,3�"�.a"FdF Ei4:F.S�E.E:�ji{tt VCaii arid IiVC lfijyf,FS. ' Compansoins-With ;Zecluired'Sectons: Sac€loci rurus: Srea= 57:4. lE43 S= 73.8_ :1N3 .. . Arad:. Area-' 20:.5 :: rN2 A= 39.3 iN2 Mordent of inertia: 1rea= 399.1 ltd' I= 415.2_ iN4 ♦ Cotumnl 97 Uniform:Buildinp:Gode (91:NDS).; Ver. 5.01b . BY: Larly-J Warner AIA,, AEC Group on: 10-29-2002 :3:677:08 PM Proiect ER21 OWIL.- Location: C -SM -1 Summary. � .5 ltU � 3,F [nl. x. Q F7 � #�/� �.Mi%'�i�S i'irY�ru - v y Use • Section' Adequate By. 33:6°!e Vertical Reactions;. Live. Dead: Vct-LL-Rxn= 2092' t:S TFitei: -Vert-DL-Rxn= 1671 LS Vert-TL-Rxn= .3768 LS Uve Loads: PL= 2092 Le Dead, Loads:. Column Self Weight: Pia= 'CSW= 1640 31 LB L8 Toia} Loam. F�rsntri _17 (YIX Axis);• Pr 3763 LB E.ccentricAV:(Y-Y Ax6s): � 8y= i3 ., f3.w tilt itilt Axial Duration : Faster. Cd -Acral= 1..00 Column' Data:. .Length: L= 9.0 FT �y �+I ' = l(rTEI:[i Uri :1inbra ed Lon! t qt� � (XrX /'V is): . "i;xi3riC#9Yi e rii?i'raCii:L'e�sgiit `{Y- ixis j: LY=9:0 FT " Column End Condition: Ke= 1.0 QIt lateo Properties: Column Section (X -,'(Axis): dx=. a.50-' ' IN Column Settlors (`!Y Axis):: dy= 3:50:• 1, %1 Area.. Section Modutui(X-X Axis): ♦. A= Sx=. 7.1 r,1 IN3, Section. Modulus (Y -Y Axis): g�,=. 7-1 IN": Slenderness"Rafior Lex/dx= 0.0 Ley/dy= 30.9. C�ifdiYbasaarac via'a:ss: FCr Modulus of,'Etast}city: E= PSI Sendifn_q Stlie=s (X:X.Axis). Ftox= .1600.0D0 875 PSI Beridinq Stress (Y -Y Axis): 'Fby= '87.5 PSI Adjusted Properties' Fc`- cc.= — 46a: oci Adjustment Factrars: Cd=1.W'Cf--1.15-Cp=b;31. _ -�. _ Column Caiculations (Controllinq-Case Only): Controlling Load.: Cam, Axial. Totat Load'Cniy:(L r. D)' Compressive Stress: . " I fc= .347 PSI :AltowaWle.. OMpress4e Stmss: Fe- 463 PSI '.. ColumnT 97 Uniform .Building .Code (91 NDS}. )Ver. 5<01'b . Bv:. Larry J-WarnetAA. AEC Group on: .10-29-2002: 3:07:50 PM FFroiect: ER21SWIL - Location: C -BM -2 Summary: 1:5 l^; 3.5 :"! x 9.0 FTf Doug'¢bs F,F-Ldr ch - Dnr :izc Section Adequate ey: 21.49 * L arr mations to be railed togethsr ret Nati.:,�sl.> e;ig�:� 89edi va#iJrvs Vertical Reactions: i`csi v:d6pd: Construction Section 15.3.3;1 Live: 'Dead:\lgFt-{��'Rxn= Vert -LL Rxn= 984 1� 3 d7� �� I : AXis3 Loads: Vert-TL-Rxn= 1455 LB :Live Loads: Dead Loads: PL= 984 L.H. C.cfumn..Self Wet-qht CSa _ 45 ` 2 LB L8. Tot -at Loads, Eccentricity (X -X Axis); FT= ��26 455 LB Ecceftriciry (Y -Y A:xss): mac= IN. Axial. Duration Factor: ex- G t-Auev 0.:00`. � _00 IN: Column Data: LenOfir. aXii5'E �idiUM `tiribraceo Lena# (i(�X Axis): L= Lx= 9,4 0,0 FT FT Maximum Unbraced Length (Y -7Y Axis): Ly-- :g:Q .. .:FT Gdlumri Eh . Condition: Ke= 1:0 Calculated ProPeities: Column. Section (XX, Axis):: _� Got umn. Section (Y -Y A)dsl,. Area::' Av_; _ Section: ModuW5 i'X A Axis.): A= SX-_ 10.50 Irk Section. Modulus (:Y -Y Axis:):: Sy__ 5:3 IN3 Slenderness Ratio: Lex/.dx= -0.0 Stud 'Do olas-F i= .arca Leyldy= 36.0 Compressive. Stress: Fc= S25.. PSI, Moduius of Elasticity: E= 1 400000- `.. BenitinQ.Streas (X=X Axis):Fbx= 675 Psi Bendinq:Stcess:(Y-Y Axis::. Fby= 875.. _ PSI AdJusted Pen-DeAigs, Fc` 17 PSI Adiustment Factors::Cd='6.:0.0 Cf=1.05;Ca=4:20 Column Calculations (Controlling Case Onix/.): .0-intr6llina Load Case. Axial Total .Load Only:(L + D) Clxessty dress: tc=. 139. PSI a�iikibgaiie`a:iirif oeaitie AMS6� 'i=re iro psi. N ' Column[97 Uniform Building Code (91 NDS).] Ver, 5 01b ' ov: Larry .i Warne] AIA. ,.AEC Group on -.10-29-2002:3:11M 'Proiect: ER216WiL = Location: C -BM -3 PM Summary; .'4 5-INx315 IN X 9 FT 1 #n - D-OLGiwS Fir='E..tirc h Us:e` Section Adequate By: 6.5% Vertu-al.Reactions. Live: Dead: Vest-LL-RXn= 1491 Lg Totai: Veit-DL-Rxn= 3809 LB :F�(t�i .t .. - Ve! t-?L-R.xn= _53LIO ::L.B . Live Loads: Dead Law ds: PL= 14,1 LB Column Self Weight: PD= CSW= 3778 31 LB LB Total :Loads: PT . 5300, L13 Eccentricity (-Y-Y Axis): C7C- 0.00. IN ... Axial Duration Factor: ey= Cd -Axial= 0..00" 1:.00 1 Column Data: Length: 'Maxirrtu. ri'b"n tac;ed Length (X X Axis is L= Lx= 9:o 0,0 FT.. . FT rvt8?iii7titt13 UP?br bd L�rT (`Y- lexis): Ly= .. 9..0 . FT Column End Condition: Ke= Ca+cu#aced 1?ro�erties: .1.0 Column-Seetion.(X-X Axis): dx= 3.50 IN Column•Sei%oh.. (Y -Y Axis)! d ;m 3:50 . ;N. Arne: Section Modulus: (X --Axis;,, Am Sx= 7.9 riv'3 Section..Modulus tY-Y Axis';:: Sy= 7.1... IN3 ' Slenderness, Ratio: Lexldx= 0a7C r, For,#Z-Doualas~Fir-.Lard Ley/dy= :30.9.:: :. Ciim%� Srvc oites3: Fo= Rlladuius'ofZIai§tiav: ,E, 160d000 ' : `PS.I ::,Bendwaw Stre3 is (X -X fi)es"}: :Fbx= 87-5: . PSV.. Bendinq:Stress(Y-YAXis): Ftiy= Ad justed`Progerties: 4-63 .. DSI . Adjustment:F actors: Cd=1,00 Cf=1,.15 C;?=0;31 Column-.CalculaU.ons (Cbntroll.inq Case Qnlv1:. Controliing`Load Case: Axial Totall Load Only (L+ D) ..Compressive Stress::.". fc= 433.:: :PSI.. aiYe'Cor3tpressiveStre.ss: Fr%= , 4 t Colurmn(_97.Uniform Buildinq Code -(91 -NDS) i Ver.5.01b By:.:tarry J :Warner ALA, AEC Group on: Proiect:' ER2i'6W IL - Location: C-B1Vl-4 10D .2 2002: 3`.08:52. PM Summary- ::2247.1 Dry -use 660 Section Adequate By: 56.4% 1780 Vertical Reactions., 31 Live: Dead: Vert.LL-Rxn Totai: Vert Df:-Rxn= Ak"'a"I01 a35S: Vert-TL-Rxn= .Live Loads: PL_ Dead : Loads: PD= Column Self Weight; CSW= Total -Loads: PT=. Eccentricity (X -X A)ds): ex= Eccentricity. (Y -Y Axis?, 3.C50' Axial Duration: Factor: ev-- Cd-M4al= Column Data: e2a2v•.IN Length: L_ 1v(4'AMuM,Unbramd Le'W (X -X A)6 ): 7.1: iv3i�XtMd+iY3:i1ht37' CSd Length ('YY Axis): Ly - Column End Condition: Ke= C alcu'lartetl :l?.roperties: 1300 Column Section (X -X Axis): dx= Column. Sertibn (Y-il Axis.y: 6,,=, Area: Sectiait A tbdulus:(:� 14 Axis)i A= g .Section Modulus (Y -Y Axis),. SV Slenderness Ratio: l_exldx= Pi %"Pa ties.For, #K2� `De ueiias Fir=Larch Leyldy= ILL Modulus of.Elasticity: E= Bendin Stress (X -X Axis): Fbx= 3endinq:Stress (YY Axis): 'Fby= Adjusted .Properties;.. F6: .. :. Aoiustment i=ac�tors: Cd=1'610. Cf=1. IS Cp=0.31 Vis'= Gofuirin:.Calculations (Coritrokkinq Case, Only):. Controlli.iii ,:Load.Case: Axial. Total Load'.Oniv (L f .D) :Compressive Stress:. fc= . 6610 LB 1511 13 ::2247.1 ._:3 660 f_B 1780 -LB 31 LB 2471 LB 0.00 IN 0.00 IN 1.00 9.0 FT - T0.0 0.0 FT 9;0 l`•T 1:0 3.C50' IN 3:50 e2a2v•.IN 2, 7.1 .-IN3 7.1: 1I49 . 0.0' 1300 PSI' -.- 1600006 ..PSI .875 .,PSI .: . 875 ::..PSI 463.::: ` PSI..`. . . 202: PSI ColurnnU 97 Uniform Building Code (91 .NDS).3 Ver:.-5:01b Ey. Larry J Warner AIA., AEC Group on-1 0-29-2002: 3:29:08 PM Protect: ER216W1L - Location' G-BM-5 Ss�mmary: ? 5 lN:x 3.5 1N. x Q FT,% #2'- Douglas Fir-Latch t Dry Use Section Adequate By: 7.2% VO+#sL-al' Reactions: Live: Dead: Vee_ L1_Rxn= 3(138 'LO Total: Vert-DL-Rxn= 2220 'Loads: Vert-TL_Rxn= ti258 B . Live. Loads: Bead Loads: PL= 3038 LB Column Self Weight: PD= CSW= 2989 31 LB LB Total Loadsc/V PT- 52-5o LB Eccentrif_ tv (X-X Ax!s):eJi: 0.00 IN Eccentricity (Y-Y Axis): ev= 0.00 IN Axial Duration Factor: Cd-Axial= l= 1.00 Columns Data: L= 9.0 FT 'Lenqth: .Maximum :Unbraaed Length (X-X Axis): 'Maxirrum'Uh-graced Lx= 0.0 FT L.engiia-(Y-Y A)#): Ly= 9.0 FT Column End Condition: Ke= 1:0 Calculated Properties: Column Section (X-X Axis): dx= 3.50 IN Column Section (Y-Y .Axisy; dY= 3.5� IN:. .Area: - Section.Modulirs ()C X Axis): A- Sx= 12.25 7.'l IIN2 lN3 Sectlor �lioduluc (Y-Y Axis), Ss 7;1 13 Slenderness Ratio: Lexldx= .0,0 . �roperfiies Far: #Z-'�it�ugi&s'Fii=Las'ch Ley/dy= 30.9 CL'3IT10fewV6 Str&Ss: Pc;-- 1300 Isi Modulus of Elasticity: E_ .1600000 PSI Sending :Stress (X-X Axis): Fbx= 875 -PSI Bendinq Stress (Y-Y Axis): Fby=' 875 PSI Adiusted Properties: Fc': Fs'= 463 PSI Adjustment Factors: Cd=1:OQ Cf=-i.15 Cp=0.31 Column CalculationsfControHingCase. Only): . Controlliho Load Case: Axial: Total Load Only. (L.+ D,): Compressive Stress: fc= 429 PSI A florwai}le Compressive "Stress, FC= -46-3 PSi ' 1 • Colurrm( 97 Undbrrn Building Code (91 NDS) .1 Ver: &.01b By: larr}r J Warner AIA.,.AEC.Group on: 10--29-20b2: 3:09:55 pm Froiect: ER216WIL -Location: C-FJ BM-1'. Summary; :3;51Nx3.5"Nx9FT!42_DLugla* Fa=Laio;�=f�'ryiU Section Adequate By: 23.2% Varticak Reactions; Lave; Dead: Vert-LL-Rxn= 2097 LB I tical: -Vert-DL-Rxn= -Vert-TL-Rxn= 2256 LB Aiifai'itsatiS: .4353 ! Live Loads: Dead PL= 2097.LB .Loads: Column Self Weight: PD= CSW= 2225 31 LB LB Total Loads: Eccentricity (.X=X°;4 is) €}T= 4363 LB Eccentridty (Y-Y A)ds): a =, O'ecu 0.00 IN IN Axial. Duration Factor: Cd-Ax alb= . column. Data: Length: akirrium-UnbTaaeed Length .M-X:Axisj: L= Lx= 9.0 0.9 FT FT °iv r"Mii ta" rrioi i Lsngtn (`(=Y Futisj: L - 9.4 FT Column End-Condition: Ke= 1.Q -Calculated :Rrop.eMe's: C61urnnSection '(X=X A)is):. dX= 3.50 IN Column Section (Y-Y Axis1: dy= 3.50: Area:. SeiUon Modulus (X-X Axis): An• Sx= 12.E 7:1 l".'2 iN3 ...Section i1;lodutus'(Y Y Axisj: S4= 7:1. iN3 Stenderciess Ratio: Lsxtdx= 4:©. Pr*i ies For: �2=;'L=3 jlas Fir-LarG$t Ley/dy= 30.9 „• ::. ,.^.. -o.o,-nvr i�ni`�e au � Vic= 1300.. PSj .... Modulus:& Elasfic►ty:' E= 1.6000D0 PSI oendirtg pss -X Axid: Fbx= 875, :: ; f?Sl•. . :8endin¢'Stress:. Y-Y Ax;s Adjusted: Properties: . Adjushrierlt �acfars: Cd='t.OcS OF-t:f6 Cp=0;3# Fc'=43, PSI . . Column Calculations (ControlliM--Case.Onty) Codtroltino Load-.Case: Axial Tota( Load Only (t; +. p) Compressive:Strew, fc= i ccvvaVls.Co imss; e Stress: Si... r. Column( 97,Uniform:Buildinq Code (91 NO$)) Ver: 5:{31t; $V; tarry J Warner AIA, AEC Group on: 10-29-2002:'3,10.29 PM. Proieck ER216WiL - Location: C -FJ -BM -2 Sumrrsrtf: Section Adequate By: 67.2% Vertical: Reeacfigns: Live:ert=LL-Rxn= Dead: 945. LB total: Vert-DL-Rxn= . 91.3 1 B Amal'Loads: Vert-TL-Rxn= 1858 1� Live.Loads: £dead' Loads: PL= 345 'L8 Column Self Weight: PD= CSW= 882 31 LS LB Total Loads:. v Eccentricity !X-li sAxisN,: PT= 905$ Lr3 Eccentricity {Y -Y. Axis.): ex—_ ev= 0.00 0.00 IN IN Axial: Duration Factor Cd -Axis,`= 1.00 Column Data: Length: lwamum Unhraced'Length (X-X:AXIs): 1=9.!? Lx= 0.0 FT FT Maxirs�um `Unbraced'LenTh (Y -Y Rxis7y Ly= 9-0- FT Column End Condition: Ke= 1.0 CalciaWed Properties: Column Section (X -X Axis): 50 IN Column. Section. (Y -Y. sj: ...i. Area. Section Modulus (X -X Axis! A= '2.5. 112 Sect'ton Modulus.(Y-Y AxiS): SSv 7..1:- tti3 Slenderrieiss Ratio: Lexfdx= 'ProWefe for.42- Drisgfas Fir -_arch Lev/dy= 30:9: ..... ....:...:=, ... Fo= . Modulds of Elasticity. E= ibvw0o . $bdilSs2 Stfess {.X )4:hxis): Fbx= .:.:-psi i3?5..;.. ,P.SI . , Bendln . Stress (Y -Y A)ds): Fby= 875 PSI Adjusted Properties:. Fc%Fc'= 468 PSI . Adjustment Factors: C&1.00 Cf --l. 15 Cp=0:31 Cqlum6. Calculations (Gontrollinq Case Only).. Controllinoi Load: Case: Aziat Total Load: Only. (L'+ p) Compressive. Stress:, fc= 152.. -.: RSI:. f'ilitY aulr'Ct7Ff�jiE�3Siii® S rC&: PC= 4D3:':.:"Psi 2274 LB Columnlf 97 .uniform Building Code (91 NDS) I. Ver. "5,01:b By: Lamy J Wamer.Z, AEC Group on' 10 29.22002: 3:04:15 PM Proiect: ER216WIL - Location: C=T -A3-81. Sumfnmi. '2274 3.5 !N.X 3.5 IN 9 FT 1 #2 =' Do°u'4lziz- ria -Larch-, - Dry Jab .3155. Section Adequate By: 3.5% . 31. Vertical React4ons; 5470 Live. Dead: Veit LL4:bm= Total: Vert-DL-Rxn= fi�4'�r "Laacs: alert-TL-Rxn= -live Loads; PL= Deed Loads: PD= Column Self Weight: CSW= Towl. Loads:_ 1.0 Eccen ri6ty (i -X Qx;,-z- ; 3.50 Eccentneity (Y -'Y Axis): � Axial: Duration -Factor: ey= Cd -Axial= Column Data: 7.1 Lenath: L= t l8xirrsurn Uftromd `Len0h cX-X Axisj: Lx= "iv'?6t+(Itiii7i 'c1ftL'Pbt' Lengti� [ Y -Y Axis): Ly -- Column End. Condition: Ke= Calculated 'Properties: 1600000 Column Section fX=X Axis?: dx-- Column Section (Y Y.Axis?; �}«_ Argo:a 463: Section- Modulus (X-XAxi0 Sx= SeCbOn.Modulus (Y -Y Axis): sv=. Slenderness Ratio:. LaWdx= 'r01i Ire_-ouAIas�Fir-Lerch Lewdy= Modulus of.Elasticity: E_ 1�#in :5�'€ess•%;=3i 7is j: Fhx= BendinA:Stress (Y Y Axis): Fby= Adjusted Properties:. Fc" Adjustment Factors: Cd=1':00 Gf�-T.f5 Cp=0.al Column: Galculatior s.(Co r4lllnQ: Case onlyl Controlliriq Load Case: Axial Total: Load, Only (L + Dl Compressive. Stress::. fc= A lo*abrie Com ressive Stress: Fc•= 2274 LB $1:9.6 La •6470 L. R '2274 LB .3155. -LB 31. 1,8 5470 LB 0.00-.. lFot 0.00 IN 1-00 7:0 0:0 FT 9:0 FT 1.0 3.50 IN 3:50-. IN, i 2.2 7.1 7:.1 o:0:. .: . 30.9 '1300:. l�Sl 1600000 875 PSI 875 PSI 463: P£ I . 447 'PSI. 463 :Column( 97 Uniform Building Code.(91 NDS.)) Ver: -5.01b ' By: Larry;! Warner AIA., AEC Group ion: '10-29-2002: 3:15:37 PM Pro)ect: ER216WIL - Location:. C -GD* -1. 12.25- Summarv: 7.1 3-5 IN x 3.5 IN x 8 FT /92 - Douglas Fir -Larch - Dry Use 7.1' Section Adequate By: 35,4% .00` Vertical Reactions, 27.4. Live: Dead: Vert-LL-Rxn= Total'. Vert-DL-Rxn= A)iial Loans: Vert-TL-Rxn= Live Loads: :PL_ Dead :Loads: PD__ Column. Self Weight: CSW= Total Loads. PT= Eccentricity (X -X Axis1 Eccentricity (Y -Y Axis): Axial Duration Factor:. Cd-AxiV Column Data:, Length: L= ='!,r1^w6mum'Unbraced i_ength ,(X X Axis): -waat7ifl[iR1 Uhuraced Length {Y Y Axis): Ly= Column End Condition: C ai�wia#sd Pra��es:'. Column Section (X -X A cis): dx= Column Section (.Y -Y Axis): dy= Area;. A= Section''Modulu5 (X -X Axis): Sx-_ Section Modulus (Y -Y Axis) cy= Slenderness Ratio: Lexfdv-- uouplas F'ir-ta� ' ,P<operF�r�:; Ley/dy= i`r2- crrvtr�Id`e4SWe -Teas. E..Cm Modulus of Elasticity. E= 8EnS ln0 Stress iX_X �UciS); Fax= 'Bending Stress (Y -Y Axis): Fby= Adju§tedPropeitles:` Fc': Fc'= .Adiustmertt Factors:: Cd=1.00-Cf-1:15 Cp=0.38 .Column'Calculations.(Contr44ling Case, Only); Controlling Load Case:. Axial. Total load Only (L' * D) Compressive Stress:' fc= �. Alloviabic-Ci�.r{' pmasssWe - ViTess, Fc( __ 1753LB 2743. LB 4496 LS 1753 LB 2716 L8 27 LB 5496 L8 -0.00 1N 0.00 IN 1;CC 8.0 FT 0,0 FT .8.0 iz T. .1.0 . 3.50: 367, IN 3.50, IN, - 12.25- —2. 7.1 IN3' 7.1' IN13' .00` 27.4. 13th �{ 1600000.- PSI 875 - . PSi - 875 ':.PSI- PSI 3667, _PSI Footing-Design.f 97 uniform Building Code (91 NDS) I Ver. 5.01b Bw 1srry s Warner AiA.., AEC Group on: 10-29-2002:'122-24 PM Project: ER216WIL - Location: FTG -C -BM -1 i-rv'fii_`e'iFT 3G 2.0 FT, X 12.0 iii Reinforcement in Lona. Direction: #4 BARS Q 9.00 IN. d.C.. i (2) min. Reinforhemte s ri Short Direct an: *Ac BARS Q' 3..G0 IN.. a.C.. /'(3) min. Footing Loads: - Live Load: PL= 2092 L@ i3ear3 Load: `Total PD= 1671 LB Load: PT= 3763 Lia Ultimate Factored Load: Pu= 5896 18. Footing Properties: Allowable Soil Bearing Pressure:' Qs- 1500 PSF' Concrete Comrressi` a Strength:. ='C= 2500 1•S Re}rcfvr£I q Steel Yield Strenoth: F;+= 40000 PSI' Corwete Reinforcement Cover: c= 3:00 IN Footirtg.Size: Width; W= 1.33 FT .Length: L= .2.0 .' .FT: Depth: Oepth= 12:00 IN Effective Dem to Top Layer of gteel: d= 8.50 IN Column and Baseplate Size: Column:Tyoe: (Wood) Column:Wldth: m= 3.50 AN C:,�=i<MA Depth'. n= 3.50- IN . Bearing Calculations: Required Footing Area: Area= 2.61' . SF Area Provided A= 2.65. ' SF. Ultimate Bearing Pressure: Qu= 1415' ` PSF Effective Allowable Soil Bearing Pressure:(With Increase) Qe= 1439PSF Bas a 2 i i�finy� .. . :.-tE23ltRQ'°�E?GUire;l;. bearing= MIowable,8earinq* -::- Bearing Allow=. 36444 ::::LB F n r Cilcul4 ioris,(.3ai' : ay Shear): Beam .Shear: 1tu1=.. 866: L8 .. 'Allowtable.- Beam Shear:. vc1= 11631":" ...LB. , ' . Pbrichiri'dSheer Calculations (Two way shear): Critical Perimeter: Bo= 48.00' • JN P unchig.Sear, V2 5 LS-, . `A [6weble Punchinq.Sfiear (ACd.1.1-35}:'. vc2-a= 10.4040 Allowable R.urichinA Shear:(ACl 11-36?: vc2-b= 157505` :. L8 .. ... ..:•7�ftiF�i iiiifiPC.�iirict3`Crt�'3i'[F'.�'r:.�1�i� `� i �'f 1. �S�'��`' '�"3S'�it�.' .:'_:'� : -•+.,aie�olil���i�►s�ii3:1=i���s�y s�-,�r v��= �°::.. •i��s'::.;::..: `BeridingC�a�ic,yuiatiopn�s (LongDirection}:. • . .. ":i•CFT i� �:4Ylo.T�3gn '..,: :. .Mu4onq=. �{ pa'• '17G$''.::'.:11'.1�L:B P3omirrai:iJioirierit'Stv�ericitli: "Mn -long= 116834- e�rtC4nfoTLert1 (S CLfr,li?ti giS {LORq.-DireLilpn}:. Concrete .Cvmpressive:Block l3eQth:' a-lonq= 0.46: >;tlV' Steei'Rrmuired Based ori Moment: As(1}-long= 0.86 ' . IN2 Minimu. m-.Code:Re4uir-ed Reinforcement:: As(.2)-long= 0.38. .IN2 Control6inri.Reinforciiigt:Sfeel(ShrinKagefTemperatureACl-1'0.5..4): As-regd-tor:g= 0:38 ll�t2. Selected FZeinforcemerit (2) #4 BARS (e 9:00 IN- O:C. R rt rce « r idea: As - long= 0.39 :": 'I�i2 De4.�� an Lr+edtri t.alii�ra�+$. w fj vii6C vett. Development; '.- Lem .Reuurrecl: ' Ld4ong= ' 15 00 :.,. Iii. +`lciic`4 01brunt .EiSy�ua :r�ri3 ldf�'vi�: LL$- r:S?- Or:q= 11`t - .. sending Catcuia�an� t`Snort £Iirectsan3:;:fcs: beridsng,:tkierefor� �degaii�te rt�:vPlapment :iertclth not required,; Factored:M,6meiit:..: ; Mu -short= 1 1752 . .4N L13.. Noniina 'Rrioiti nt:'.Strength:... tyro=short= 175254 ... Wi LB. .. Reinforcenvetit:Calculab6hs,Alan}: .:Cdndrete:.C6m6eessivd:Block O.epth:: a -short= 0:46-. -N- _ . _ SteeE'Required Based on. Moment: As(.1}-short= (Y.04 1iV2 MinlrrittM—Cirdo' fired'Reinforcernent.(Sruink Tamp. r C1-1ti:5.4- Ars(2)-snort=. 0.58::;,�i2.'' rc�� � �R���r n=•nc1:St�: :4�=re�r�-s#ar�ztd . ' :SelWed Rzffrrcerieiit (Gdtsid.L *4 PARS 0, 0.00 -IN. {3 fir ;cei:th rtrr sii:'Ar'P;i� ded (Tcatal}: AsLYit�rr 0 •'. f€�12... tleics(amezet. Len. ittl� Gatculations (Short °Direction ): . Cievefopm�d+_zrsg�'#%ttuirctl:. L�slser;--•... 4fi:i?i3.:..:;l�l�. :Development Length Provided: knLacewa TQT oemilrig, g1..1°P 'TB.0 �Liei�$.tib 4M. 5�L'velck3Ji l:tt=S tt 6Gs:ti Cd:3 iiUa rte- iaii .. . Footing Design [ 97 Uniform Building' Code (99 MDS) I Ver. b.4ib • By..: Lard J ltVara ger AIA ,: AEC Group on: 10-29-.2002.: 3:22:34 PM 'Proiect:'1bR2.1.6Wi:L - Location: FTG-C-BM:q Summa. Frsnjnl: Sim. t-1 FT x_?.n FT x 12, 00 !N Reinforcement in LowDirediam #i4 BARS a 9.00'IWO.C.1 f23.mim. :Reinforcement in Short Dire0oh: f#4 BARS,Q 8.ON.N.' 0.C. 11.3) min: Footing Loads: Liveload: PL_ Dead Load: Yui Load: �-1= 2092... LB jT63 ins . ., Footing Design f 97 uniform Building Code (91 NDS) l Ver: 5.01b By: Larry J Warner AIA, AEC Group on: 10-29-2002.. 3:23:51 PM Proiect: ER216..WIL - Location: FTG-C-BM-2 Summary: Footinw .Size:. ,.0 FT x 1.25 FT x 12,80. IN Reinforcement in. Long Direction: #4 BARS (off 5.50 IN. 0. C. / (2) min. Reinforcement fn' Short, Direction. #4 BARS @ 8.00 IN. C.C. /'(2) ruin. Footing Loads: Live Load: PL= 984 LB Dead Load: PD= 471 LB T6tal Load: PT= 1455 LB Ultimate: Factored Load: Pu= ' 2332 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive. Strength: F'c= 2500 PSI Reinforcing Steel Yield -Strenc-th FV_ IMA .— Pat Concrete Reinforcement Cover: c= 3',00 IN Footing Size: Width: fist= 1.0 FT Length: L= 1.25 FT Depth: Depth= 12.00 IN .E#fecfve i`7e0hto T,op'Layer of Steel: d= 8.50 .IN Cofurmn:and:Baseplate Size: . Column.Type:: (Wood}.. . Column VVIdth: m.= 3:54..AN.' Column Depth:. n= 8�r:*ta:f�-3lrS�ldtinri�:: .. Reouired-Footing Area: Areo= x.08 SF: Area,Pi6vided:A= 1:25" Ultimate-•Bearing= Pressure:_ . Qu= 1164 PSF Effective Allowable Soil Bearing Pressure:(With Increase) Qe= 1350 :.,.PSF Baseplate:Bearinp: • :°3earltiq'fitet�t�lr�: ' . �earii�,q= 2�2: LB Allpvyabte B+esr�nq:...' _ Bearing-Allow= 36444:'.- LB Beam:Shear. Calculations (One Way Sheat•). °.::Beam:.Shear: ... " Allowable;'Beam Shear . vcl= 8670'°':. LB ... P ncl; nB:Shbar,:C=1�1•ati ms (Two way shear); .Criircal Penrneter.•. Punehiiq';5F}ear::..- "Vu2= 3097 Altowable:Pun6 ng:Shear (ACI 11-35): vc2-a= '104040:.: LB. AllaaratzlesRancft#ri�'Shear (ACl 1-1-36}: vc2-b= 157505;:`::LB ` : :Ailc vvable Punching Shear (ACI 11-37): vc2-c=69360 -: , LB t.on trtlang fiiEUYJaII€�aFtstt$ifitnj Sh F; V4L 9.1M/.. "LB Bending:Calculations iLon4 Dkection): . Factor.: filloMi enY.:.`:::: Mu-lung= 4373. ->:.°:t3oettirfat:'Morriei�t:Strerigth: Mn-icng- i.'i5755'' ::iN-IB',,:' Reinforce ment':Calculations:(Lonq Direction): ' CQE? rete '6meres ive,Blocli`Depfh: a-lenq= 062.::. IN ., ... . Steel>Resauired,HasQsf+�n:Morhent:: As(1)-told= O:a:_';;lls2'' Miriirrtum:.Caifi�'.Required':Retiiforcement: M(.21 no= 023;::`° =li�d2 Controlffhq Rci!6foicinq.Steet fShrihkageiTiam. per6ture AC-t-1Q.S 4).. As-regd4aiia Setcteei REirzforceii iet�t: (2) #4 -BARS (di '5.50. IN. O.C. Reihforcems e(it Areas')Provided: As long=-0.39....,1N2 ,:VL+Y3� n�+.�tti rE LG4tjjAf d'i�i��.e 4tfSCN�?.i13 4 Leni Ali ve'IC4ueJerj. .. `.. DevelopmentLenctth:Required: :Ld4ong= 15.00.: :IN lr ik4lop ent Length:Provided: Ld-provlonq= 4.50 ::: IN Bendlrii� C fcuiatioris t.S"siPat:*;Zireeziors :: r endirsg, si�erefore aaequnte:deveiopmeai#te33 irequireh:: 'Factored Moment:: ' . _.. Mu-short= ' 3498:.• - :'IN' 9 :.:Notntrlal:Mdment Strength:. Mn-short= Rainforcement Calculations (Sh0tt i�ireo'.icsni: :.Concret' Compres�N6 Block-Depth: a'short=. " ' .:`0.49 :. IN Steel Required• Based on Moment:: 'As(.1}7short= ... ' . , 0.0;i.'`: liV2 " l��t,rsEr:i;err.'CadeRegs�iied`•Reinforcement(Shrink Ternp_PCI-i 0.5.4_): :As(2)-ahz6rt=. i?.3o::::.{N G6��o��ntrollinq:Rei�ri�f}otQrcyin�q. Steel:. As-read=short= 0.36 ' : aN2' .r-3: �. -/�/� (2�. .BEA S, Aa 1-)Lf V�•0 Sets Reinlbrc:emert (Otstsid2:13and): () #4"BARS-{ 0.00.ik _O C Rernforceirient Area: Provides (Total}: As-short= .. 0.39 :..'iN2 . i3e;ielopriert I_ rzth Catculatirarls (Sh6d Direction):. '::Development Length Required: Ldshort= .:..Development`L.enitth Provided Ld prov-short iSr;creie adequate. Sol• bend;ng,Ahiare ore. aoeqt,aM �. S i33jYM liaS` 1LI i Sri s i+rr3�A. Footing :Design f 97 U- riforrn Buitdin.q Code (91 NDS)1 Ver: 5.01b ' By. Larry J Vvarner AIA, AEC Group on: 10-29-2002: 3.:25.58 PM Proiec t: ER21M 11.= Lom�fln:` FTG -o Sa f=,. Summary: . Fbnofi rig SITU 2 0 FT J Zi' 1i FT V 1_2' 0 r(��'. s- .r`.r,`' v.�--. c. ✓�i lb i,e..'! N ea.'v 1lY 7!�!' . Reinforcement: #4 BARS@ 8.00 IN. 0.C. E1W 1(3)'min. Footing loads: Live.Load. Head Load: PL= 9494 L8 Total Load: PD= PT= 3809 LB -LB Ummi�te pactored Ladd: PRt = 7867 7867 L$ ''Footing Properties -.Properties -.es-. Allowable Sal Bearing Pressure:. Qs= 1500 C:oncrete:Compress'sve.•Stength. PC= 2500,* -PSF ISI Reinforcing Steel Yield Strength: FV= 4.0000 PSI Concrete ReinforcarnentCover: v 3.00 IN. Footing Size: Width: Leiqqth: �!�!= 2.0 FT Depth: L= Depth= 2:{i 12.00: FT IN Effective .Depth to Tap .Layer .of Steel: a= B_50 tN .: CdIumn and 3aseplate Size: iColumn Ty. m. (UVaod) Column Width: 'Cotrrmrr m= 3.50 IN Depth: n= 3250:. Il'S Bearing -Calculations,,. Regulred F ina Areia_ :Aiea;provided:. .0.5 . Vitrrriate Bearing Pressure: A= Qu= 1325. PSF: . ..:-Effective: Allowable Soil. Besring.Pressure:.fWJth Increase} a&= 9$20:.. PSF :6asepiate.8ear�ns�: . BearinA>Reauired: Bearing= 786T. 1B.- .......ibie'rirttt: .' $e3iiiiu`'IOVU= 35444.:.`:'.1 . s3ea i Sttesr Calculations-(One,Way ay Strew). Beam -Shear. Vu1= `3147.;;, :Alkiwabte:Bearn�Sbear vc.1_ X7340 Punching Stieac:Calcutations {Tinto 4vay shear): :.r!ticak P.erirmeter Bea 4Fr'n lei: ' Punchinq`Shear :: V42= 590£3 All ovi+' ble Punc...hlna;Shaar:(ACJ� I1-36>: vc2-a= 104040:,..,.;LB' . Allowable.P.unchirjq* :iear.(ACd 1:1-36): vc2-b= 15:750.5'.: LB `AiirWabie>Punchino Shear {ACJ. i1-37): vee -c= 69360 .. Conteollin4; Allowable Punching Shear: vc2= .::L& `69360:: LB twndfrig `iaicu afirsizs:: -Factored Morrt2rit : Mu= 236t32 ' )_LB ..; Norniiiat°M orilent;Stierigth: .. Mrs= . 175264:":; LB . :. fteinforces�ers2: Gaiczriati�s: ..lh :.:. Concrete Compressive Stock Depth. a= 046 IN St6+eI'Recsuir6d;Rased LSP M.n_rnent_' A� 4.�= . SRA 6tU? idiinimum Code Req:aired Reir4#brcerrse�rt;.SfSrinKbgei'ier ipera#uze., Ci -1.Q.6:4): s#23= D,58.: -.: iN2 .:. Controllinit Reinforeinq Steel: As -seed= 0:58:..: -1N2 Selected�Reinfofcemis t:. (3).#4 BARS @ &00. t.N. O.C: EM.. . R�nftsrcerttersi.Area Pravcdad. As= 0.159 M2 .:'De�elopir�t.tienRt#sCatctiletic-inns ' .i�3EI��535'i,�,�,T�rr�f4G�t7PG�. l=ievi ogment lien.2 _ :Supplied: tit -sup= 9:00:.:. FEJ : ...-.Neter '?lain �c+ncrete.adequate. :bending,.thesefr�re.adequete.development tengtts :not required: Footing Design U97 Uniform Building Code (9 t NDS)1 Ver 5:01b ' Larry J Warner AIA , AEC Group on: 10-29720021.:3:26.45'PM Project: -ER21` WIL - Location: FTG- C-SJM 4. Su nary* 1'. 33 F e.dJFJ'r6tid' . Reinforcement: #4 BARS @ 9:00 IN. Q.C. EAIV'/ tZ) min. Footing Loads, Lire load. 'Dead'Load: PL= 660 LB Total Load: _Fadtored PD= PT= 1811 2471 LB ,L�, Uffimste Load: Pu= LB Footing .Projoerties: .3657 Allawsble Soll BeariN Pressure: Qs= :1500 PSF Concrete Comres�ssVQ. S7.sermth: F'e= 22500 pst Reinforcing Steel Yield Strength: Fy= 40000 PSI O- v SYVi1�: �iC'i'\21T:YV?'GTfY <i%M �r. 3.44 IN Footing Size: Width., Length; V1= 1.33 FT Depth: L= Depth= 1'_33 1200 FT IN Effective. Depth to Top Layer of:Steel: d= $_50 IN. Column grid" SaseolateSee: Column Type: (Wood) , : Colum' n Width: m= 3:50 1N Columnbepth: n= 3.5a 1 Bearing° C?Icudations:. i �f? Area Provided: A= 1'.7G7 SF ' 'Ultimate Bearing Pressure: Qu= 1397 PGF ;EffectiveA,llowable SO Bearing Pressure:(.With 1n.crease) , Qr 1439...' 'per. Baseplate.Searina;. s•. `Beafn.�'Rpquired:. Bearintl= 3657 A? o a :Bear;ito: Bearing Allow--- :6444.: LB Bearih:SheauCaiculations (One'Way7Shear): " . Bsamshear. Vu1= tl LB Aiiowable.Beam'Sheac Vol'' 11531 . LB- Punching.. Shear.Celculations. (Two v4ay shear): . C.Ot_-a!_Perrrial o •-_ 4A.M iN! PunchirwShear::. Vu2= 1590:' LB' A )6o bie Pur ching:.Shear: (ACI 1.1-35)."vc2-a= : 1.04040 Ailow9ble Puncbjnq Shear (AC.I 11-.36): Vc2-b= ..... (5.750 '..La.'. . Aiiovvabi® Punchinp:hear(ACI 11.;37): vc2-c= 69360" Lg.. Contmilinq'AlIbwa6l, Punichirig Shear. vc2= 89350':,: :t8' .... Sending C-a€watons: Factored;Nloment:. Mu— 7297. ' .IN -LB: ;° orr£irial Moment Sirenr t#r: Nin= 116834: IN -L6 Reiitforcement�Caleuiat'tans: ' .. Condrete..Compressive Block Depth` Slee Required, B—A-dt on: Main aut:, Minimum Co -de Requireii: Reinfor 0.3i; tf�i�` 'Cc rrtraflinq Rein#orcinq'Steel. As -recti= 0.38 Selected°Reinforcement: (2)44 BAR $ -@.--9.00 IN. O.C. E/W. rteioidi 'item iAre3a Provided-. A5= 4.39. -'lN2 :l3gveloprnent C:enGth Calculations . .Ut3Y �ESiCieE.;G.tiF!: fiF Vit,' �r_5100 :.IN Supplied: :...,D veiophzent.i encs► StrRAlied:. Ld-sup= .. 4:98' :. '. iN :. riot -12iii hcjice adequate for bend ng,. therefore adequate deVeloprnenf'!sr#gth not regciired: j Footing-DesignT 97-Uniform 'Suildinq Code t91 NDS) I Ver, 'BY: Larry J Warner AtA I AEC: Group', .5,0.lb om 10-292002: 3:27-59 PM Proiect ERZI eWIL - Locmion- FTG 0=FJ-BM-1, Summary:. Foctiha $11ze: 1,75 FT x 1.7r, Cro X,-J,2.OA Sha Reinforcement *4 BARS 7_004N. O.C. EM! 1'(3) min. Footing Loads' - Live Load-, -,Dead Load- -PL= 2097 L8 Total Load: PD= PT= 2256 .4 LB UlVfn3xeFa&.oredLoad: .6u= .0723 LB Footing -Properties, -Allowable Soil Bearing -Pressure: as= 1500 PSF 'ConOWIP, Compressive Strenqth. F'b= 2500- P& Reinforcing Steel Yield Strength, FY= 40000 PSI Conrere1e Reinfe-rcement Cc 4.j— 3.00 Pq Footing Size: Width-, Length: W= 175 Fr Depth'. L= Depth= 1.75 12.00 FT: IN Effectivia. Depth to -Top Layer of Steel: :- -­ d= &50 IN ,C!djo — —2, I ba e '&I e. Column Type:' (Wood) Column i Width: M= ' 'IN Column Depth-,, .3.150. 3.50 IN' Bearing. Calculations: Rakizli_red Fan- fira Ai­ AkM A= 2. Qn 3.06 3F SF -Ultimiate Bearinp Press T421 P.SF Effective Allowable Soil Bearing. Pressure-.{With Increase) - Qe= 1563 05723--,1:8is -: 36444:;-Searri Shear -is (One -Way'Shear): . Beam Shear:.. Vul= B40 LS' :Allowabba.Beam:She�ir 15173 -Le Punching Shear Calculations (Two wayshear): Critical Perimeter;.. 48,00: IN,... Vu2 vc2-6= 104040. LB: Ali'mab!e.:Punchih6-.Shear(ACUil-36).-. vc'-)-bF: 157505. .-.:A`Uo�e�ble,Punchinq Shear (AC9 11 -37):J vc2.c= 6066 L3 �Co*ntr'bffin�:Ai'lowa6t6:Pun;ching-Shear vc2= wLB- .Faftred Moment.' .-mu= gtreqgth- lUili= 174565 1WUB - Reinf0rcern6ht ont*11 Concret6-C6mpressive Block Depth: a= 0.53. IN -Steel Reauir6& Based. on Moment, As(I 0,06 IN2 erapetature, AV�-1015. -(Shn T -4y, Asf�l-­ 50: l2. -..'.CohtroHinq* RbWorcinq. Steell: As-read= 0.50 IN-2 :Selected'R "hforcemeht (3) #4RARS 700`IN O:C EM -Reihfbecernerlt Am.:Provided: As= :0.59 -IN2. DeV616pftient,-Leng'th. Calcufati' ons: Ldiz ..Dev e4oPrnejA:Leqqth* SuopHed: 4N forbe6d; equtte 119, Footing-Designj.:97, Unftrm,Buildinp Code (91 NDS)'I Ver: 5.01b ' Bv: Larry J Warner AIA., .AEC Group. on: 10-29-2002: 3:28.45 PM Project: ER21.6`, IL - L.ocaiia : FTG -C -FJ -BM -2 Summary,. CC Fon+inn, Cite: 1 6 C7 n i'. J CT 10.0-0 1" Reinforcement in LongDirection: #4 BARS`0 5:£i list: O; C;1(2.) min. Rerrtforcernetnt in Short Direction: #4 BARS 5.75" iN. O..C'. 1:(3) min. Footing Loads: Live Load. Dead PL= 945 LB tJ�iLoad: 31 Lesa$t: PD= PT= 913 1858 1_B LS Ultimate --Factored Load: Pu= 2885 LB Footing Properties: Allowable Soil 8earinq. Pressure Qs= 1500 PSF Concrete Compressive Strength:. F'c= 2500 PSI e0 — %L�'ilci0 Pfd.. Concrete Reinforcement, Covsr:. c=. 3.OG: IN: Footing: Size: Width: Length: W= 1.0 FT Depth:. L= Depth= 1.5 12:00 FT . IN zff�_'mivr 01,6*0th io TopLave-1 af'Steei. d= 8:5ti IN Column and Baseplate -Size: Column Mowod) Column Width. Width: M= 3.577 h' IJii Column Depth:. n= 354 IN Bearina Calculation,. l`2er�uir6d Footing. Area: Areca— 1:38''. SF Aeea.Provided. A= 1::5 ..:SF Ultimata Bearing Pressure: Qu= 1239:.­':.::PSF.:. Eeati'v<'AllaasW ;le.Sarl Bearfdng Pr6ssur6:(b4iith increasel Qe= . Baseplate-Searinq: `B�;eji�:Rirl�d: earrsQ= .,'.•��, Allm-able Bea'rinq: Beattt'7g-Allow-- .36444 LB parr ,Sliaar CalGu{attans'(Qne Way Sheaf): Beam. Shear:'. Vaal- 80 L8 Allowable.Beam Shear: vcl.= 8670. LB Punchina• Shear Calculations (Two wav shearl, lcat-Perim�er Bo= 48.00.:. iia Punching:Shear:. Vu2= 3966:' LB, ' •Aliowable.i'unchinq. Shear (ACI 11.-35): vc2.-a=-' ' A!lavoatile'Puncti'irig:11-363: .104046 4c2 -b= 157505:t8 : Alloik�able Punchiiiq:S5'hear{RClhear:(ACI 11-37): vc2-c=... 69_360__ , ' . Ail Ii1o}iiiit%'M1'llt Otii` t ti�Se$e c Zi4feac �L'�T.2EltrL' .'C'3lCEElBttQ s•.f Direction): rection): .. Factored Nlonae,k Mu4onq= .649T.- - : WLB Nominal Moment.Strength:.Mn iasta= 1,15755, lt�l=LS. Reinforcement Calculations (Long• Direction): Concrete .Comoressive.Block Depth: a -long= 0:62:. `lN. Steel Retaui 6ase7i.7�n.Moti;arnt AS(1)-lats}= O:02: Minim6m'Code:Required'Reinforcement: As(2)-ionq= 0.29: Cc>ntrolltn.:Reinforcing.eteel (Snrirti<ag er�tperatr i ACI- i�T.b.4j Ks eegci-torts= ti2s� .INT II�iL . ' . Zelected Reriforcernert (2) 44 BARS 0-6.50, IN. 0;C.- ;Reinforcembnt Area Provided. As -long= 0.39 N2,. ,��dPy+n3{t-vi[i:l[4.PUth�/C'��OY�'Gik�:i:iK i�y`(�4iyZr._t:'ji\41:J�C!i$i AnS..ci3'Ae,-:J/�Ri rM1, �� L1..�pi,.w:,t. rrii•iPrewi O•Ri4ii: �•. . y`l Requi`.ed. -Ld4oq= 15.nV,.!j : ^rt - .l " $zYf�s�g e. t r'etnaYs S e azt, }art ttor�):<far lmr�c ing,: therefore adequate devtTrrpmep 4ength. nvt $eqttired4.. . Factored itrtomerrt: Mu -short= 43'2T 414-18 : Norninal-Moment strength:' Mn -short= 1730-33" IN -LB Rein nrceir,t' nt'Calcutiklons.tsnott Oirectio;') Concrete do.mDressive.Block. Death: a -short= 0.62. IN' Steel. Rect_pire.d' Based on Moment: Asf )Lshart= D ;)1,, V2. F rel:zf rf r rceg€iirrr'.;l it ¢i�rcarnertt;{Sfit2nkfTemACI-10.5 4y Ash) -S# bii= .0 .43 N2 Qdii&gllihq'ReinforcinO Steel; As-regd;-short= �J..�3 '.:. JN2 c R-Jnf i� t.;QQ_^••.er d?: 1.3p)AMA ct8:aM -5.7 5 1N..0 C. .. • ..r3'®l .:t 'RBtatur'cement:�Outside-Band): ()44-aARS 4b!J-0-M M. forcemeht.Area'��ded (? shor ib9 . t2Re , .3r+.CytrE:�c4�g^z'�i'ei. Lcitli'�t LYetct�s7aitsrta (vl3Cif �. `>�fr��{{p��; . Deveio'j7$ one Length tTQ'e aired. Lt� SiYCI(� .: 1�.1itJ' .. • 'il�Q Development. Length- Praieided: rd i5rav-~;,tri=. 3.00 IN .ftii4�it5: Ptatt� G4t�Ci�l+� 3{it�i�Ual�Ti)r ��S�Jl7n4,�,,.iFSC'.sE��SI�U'' �.6it:4�a.P�-ice CfS�tiL'ii��.g'•!'.�'+£iS i'1'S°.�e�S}�rii�6 !.`'S'.�,L.i�b's. ' F"oamp Desion197 UnKarrn Bufldinq_Code (91.NDS) ] Ver: 5.01b .By..f:arry.J. Warner AIA, AEC Group ProlLct :FR2's6WjL - Locstjow F•TC-C-1M =b ar.:..t'0-29-2002 :'3:'33:20 -PAA. Summary:. . Fo`.ng Liz° T.7 FT x rt .^.5 _,T - tz.MG "I Reinforcerrie it; *4: &ARS 7. OU W. 0. C. &'bt# f'(3} Frriit. FootingLoads: Lsve'Load DeadLoad: PL=2{338 'PD= ' Total toad: PT= 2220 a2 LB . Mm" ractorea. Load. Footing'Prepeerhes. Pu- 573 "LS Aflovrable SLSif Bear-hiq.Pressure... Cas- 1540 PSF Concrete Compressive.5trengtf3 F'c= 2500 " P& Reinforcing Steel .Yield. Strength: Fv= 40000 PSI C��eas_�'yfn€orv�=?� t CeF��= d;�•• s:0�a. ifs Faofisrg: Si`e: Width: Lentath: �l�Z= 1:75' �. etxf;l: L- Depth= 1.75` 92:00 . FT iN Effective Depth to Top Layer of Steel: d= 840COMM !!V Column'T= � (wood) ;Cofe,.rnn.Width: m= 3:50'IN Cofurn-pegtl"i: :�_ 3:50 IN. BeacfngCalculations; .. raded'. EJ#t�rrrate Bearirfg'Pressure Qu=:. ::t39Q : i'SF Lftda -Affo, 618'Soif E3eahng Pressure:(Wi2E .Increase} Lie= 1553. ;:SF'..:.>;. ' :l3asepEate':8aarietq .. Besrirsq Required searing= r�,towQ�o3s'rsarr00:' . ' '.9tarn'Shear Cafcuiatlons `(0ne Wap Shear): 3earsng A#iow= 36444 , LB 8earn °Smear vu'# = 626. L 3 Al#ovvebte:Beam Shear:. Vol= 3`.59'73.; .' .. . Punching.Shear.Calcufations (Two vvayshear):: • .Criticai•:Pericn�+nes:. Purtoh�i Sitea<-, 00 .. ... _ lEowa6le Pttt�chmq Shear (ACI 1'f-35:)' �;_ v!:2 -a= .1 4040 :: Altouvabfe f=urrcfrrn °Siiear'(ACf 11-36)- vr2 A1fo�iaEale urichincl'Shear ([G1: 41" 3?): : vc2- Contr<iEEfnq;AElo abie.PunchinShear . vc2= Fai:tarezd::lorzeeiat:...: Mu"572_..•`:lly=i:$....:. Eo inal;R�ortient Sfiength: ;Mn= 974.565 ANf L'S 28irxforCEmert;Calculatiaz�s::.... Concrete Comp'ressive:Block Depth: a= 0:53'... #W -:Steef'Reouieed •Bised:on fllEQrnent -Ac n nF ## ... f1 iFiitii tilt i`O e,Re uiCeB Re#i7ft7i'CLgt11'rit.' anY�rtxa ci `BiTi Etaiure 1i F i . Z5:.4 p �' �. . ..: ntrol#ono Rerntorciriq.'Steei•: As -re gd t7 50 1f32.. .: ::.. SeEactottt f�ecntcircement f3j #4'�RS::� 7 Of3 f3� O C-,Bl4nI ... .:f2eErtfaromentV., rea'Prosc.sleii:.. As, Devefo{�r=ient:L464 CalculatJons .`d= .• 'ams %v .. . �` . :' sol�rr3et�t t eng Su#spl�etl. f sl-s�at�-- 7.60 ,.^wa#g. sde u twfb' ,t.endmg-,` heretr�re pc€€ ua#e dEaeS3pz s, . fsrrgtia':nat.raquired P06tin.0 Design,f..97 Uniform .;Buildi'79 Code (91.,NDSH..Ver..5:01b 8:v: tarry-3-'Wamer.AlA:, AEC Group 'on: 10-29-2002: 3:40:01 PM Project: ER216W1L-- Location.,. FTG-C-T-A3=Bi S.Um, mars: Footing: 2; 0., CT,. v-. u.✓.CT.. A7: ftni Reinforce ht: #4 BARS 0 8 Ota IN: E3:C. E,WY (3) min, Ela#Ena.lyoad4t Uve Load: 'Dead Lam: PL= 2274 :L$ Total Load: PD= P.T= 3996 ra7n LB' . 'i.33hrmate'Factored Load: :Foisting Ru= 83412 ,tea 1:8 Prvpertiss: Alllawsible Soil Bearing Pressure: i2&= 130 115500 PSF Concrete:CamressiveStr n.q.th. 1='rs= Phi Reinforcing Steel. Yield Stren.. M Fy= 40_000_. PSt` Ca'nC-ret?: Rei^.forcomrer-f Cow-,C= s.Ov: W. Footing •S.ize: Width. Lenslth: 2G FT L=20` Depth= 12.-10 FT 1N .,..Effective Depth to Top Layer of Steel: d= 8;50 !h! 'C3lull1r,-ald'Sl2w: Column Type: (Woad) .Colurmn'`�dih: m= 3:60..11� `Colurnn.Depth: n= 3: : fN . . Bearing Calculations: RasgsWrm_ Fi Minn; Araya fFsa'.i roVided. , Ultimate Bearing' Pressure: A=' Qu=' .3.0 138 ''.:'SF PSF Effective Attowabte Soil Bearing Pressure~.{With increase) Qe= ..: !620 PSF 1at3 Bearmq, 13G4eiit c?eaaiir+;d: gearing= 8.340 L8 adii€k�3viei FiF wearing-Allow= ,36444 .Lg Smarm :Jhe-arCalr utations (One Way Sheary .':Beam'Shear: Vul= .9215 LB Aliowable Beam, Shear vc1= 11340 :LB . . Punching Shear Calculations (Two war shear):, 'Critioal,'Perimeter: T�tlilchir� Sear .. Allow4ble Puriehinq-Shear {ACt vct AfIawatle PurcintSAt13.(1 vc2-b= fifo',sbe.ft Ctuw.§euJAC.!. 11-zT): vc2�o-- L3S36t1 '{�3 : Coritroliinq Aftwable Punching Shear: vc2= 6936.T..':`. LB is Fac?.oret# 34�€mmer b tau= 25021AN-LB :.Nomjn:a1 UrarrfWt•Strength: Mn= 175264 ;Ii\-LB ' ReinfarcementCaicutations: Concrete CompressiVe Block Depth:: a= 0.46 :: 1, Stee! Required Based: on Moment 'Minimum A$4 t1= 0$ AN2 Code •Requ3ra'.Reinfor:cement(SMnkageremperatureACiA-6*.,5:4): As12}=' £ as..: rsr� Contr©lilriq:.Reln€orcin- Steeft: As=regd= a_58':: IN :.. ' Selecte ::r2eittFvrcernarrt (3),44, BARS &.00IN:O.C. ?eiftfbrceJm, 6jA Asea Provided: As= 0.59: llut Develflprnent'ien+lth Ga3cutations . �1,. ,.�df: ,,,a6.'.C�, •...d. t.6� '.{v i. Ow `tee DevelopTierbtLenQtl1 Supplied: i_d-sup- 9.00 ilii S :F<4i(a 5.'.YwiFe"C�'i4feeevi ' Footing Design f 97 Uniform Building Code (91 NDS) ) Ver: 5.01b By: Larry J Warner AIA, AEC Group on: 10-29-2002: 3:39:03 PM Proiect: ER216WIL - Location: FTG-C-GDH-1 Summarv: Footing Size: 1.75 FT x 1.75 FT x 12.00 IN Reinforcement: #4 BARS @ 7.00 IN. O.C. ENV / (3) min. Footing Loads: Live Load: PL= 1753 LB Dead Load: PD= 2743 LB Total Load: PT= 4496 LB Ultimate Factored Load: Pu= 6820 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500. PSI Reinforcing Steel Yield Strength: Fv= 40000 PSI Concrete Reinforcement Cover: e= 0,00 IN Footing Size: Width: W= 1.75 FT Length: L= 1.75 FT Depth: Depth= 12.00 IN Effective Depth to Top Layer of Steel: d= 8.50 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 3.50 IN Column Depth: n= 3.50 IN Bearing Calculations: ' Required Footing Area: Areq= 2.9 SF Area Provided: A= 3.06 SF Ultimate Bearing Pressure: Qu= 1468 PSF Effective Allowable Soil Bearing Pressure:(With Increase)- Qe= 1553 PSF Baseplate Bearing: Bearing Required: Bearing= 6820 LB Allowable Bearing: Bearing-Allowr- 36444 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 650 LB Allowable Beam Shear: vc1= 15173 LB Punching Shear Calculations (Two way shear): Critical Perimeter: So= 48:00 IN Punching Shear: Vu2= 4593 LS Allowable Punching Shear (ACI 11-35): vc2-a= 104040 LB Allowable Punching Shear (ACI 11-36): vc2-b= 157505 LB Allowable Punching Shear (ACI 11-37): vc2-c= 69360 LB Controlling Allowable Punching Shear: vc2= 69360 LB Bending Calculations: , Factored Moment: Mu-- 17903 IN-LB Nominal Moment Strength: Mn= 174565 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.53 IN. Steel Required Based on Moment: As(1)= 0.06 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI-10.5.4): As(2)= 0.50 IN2- Controlling Reinforcing, Steel: As-regd= 0.50 IN2 Selected Reinforcement: (3) 04 BARS @ 7.00 IN. O.C. E/W Reinforcement Area Provided: As= 0.59 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= • 7.50 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. y s a a wz-- de 6.� Y 5- a ---,,o- �71 0 0 Rev-! SHEAR WALL SUMMARY Upper level Proj. No ER261WIL-Williams-1 DATE Aug 12002 Rev 8/14/02 SHEET OF GRID WALL SEG. LOAD PANEL PANEL H.D. H.D. NOTE LINE SEG. LGTH PLF TYPE No. LOAD TYPE A 1 N/A 2 3 5 6 B 1 2 3'-0 652 G-1 22 5547 K . 3 4 3'-0 652 G-1 22 5547 K 5 6 C 1 2 3 4. 5 6 D 1 n/a 2 3 4 5 6 E 1 n/a 2 3 4 5 6 F .1 2 4'-0 197 C 7 1352 (2)-1 3 4'-0 197 C 7 1352 (2)-1 4 5 4'-0 197 O 7 1352 (2)-1 6 G 1 n/a 2 3 4 5 6 H 1 n/a 2 3 4 5 Rev -1 SHEAR WALL SUMMARY vpper levei Proj. No ER261WIL-Williams-1 DATE Aug 12002 Rev 8/14/02 SHEET OF GRID WALL SEG. LOAD PANEL PANEL H.D. H.D. NOTE LINE SEG. LGTH PLF TYPE No. LOAD TYPE 1 a n/a b c 8 f 2 a b 8'-0 163 C 7 613 1 d 8'-0 163 C 7 613 1 e f 3 a nia b c d e f 4 a b C d 161-0 205 B-2 4 180 n/a e f 5 a n/a h, C' d e f 6 a b c d 12'-0 123 A 1 285 n/a f 7 a b W-0 74 A 1 162 n/a c d e f 8 a n/a D c d e f Rev -1 SHEAR WALL SUMMARY Proj. No ER261WIL-Williams-1 DATE Aug 12002 Rev8/14/02 SHEET GRID WALL SEG. LOAD PANEL PANEL H.D. LINE SEG, LGTH PLF TYPE No. LOAD A 1 n/a 2 3 4 5 6 B 1 2-A 3'-0 754 G-1 22 2315 2-B 31-0 754 G-1 22 2632 4 5 3'-0 754 G-1 22 2632 6 C 1 n/a 2 3 4 5 6 D 1-a 4'-0 170 B-2 4 810 1-b 8'-0 170 B-2 4 378 2 16-0 170 B-2 4 n/a 4 5 6 E 1 n/a c 3 4 5 6 j F 1 3'-0 655 G-1 22 6082 2 6'-0 655 G-1 22 3976 3 4 5 6 G 1 2-a 3'-0 46 A 1 244 2-5 3'-0 46 A 1 244 4 5 31-0 46 A 1 244 7 3'-0 46 A 1 244 H 1 n/a 2 3 4 5 6 . Lower level OF H.D. NOTE TYPE C C C A A L K n1a n/a n/a n/a Rev -1 SHEAR WALL SUMMARY Proj. No ER261WIL-Williams-1 DATE Aug 12002 Rev8/14/02 SHEET GRID WALL SEG. LOAD PANEL PANEL H.D. LINE SEG. LGTH PLF TYPE No. LOAD 1 a n/a b c ,d e f 2 a b 4'-0 734 G-1 22 5955 c d-1 3'-0 734 G-1 22 3697 d-2 3'-0 734 G-1 22 3697 f 3 a b c d-1 5'-0 742 G-1 22 6314 d-2' 5'-0 742 G-1 22 6314 f 4 a n/a b c d e f 5 a n/a h c d' e f 6 a _ n/a b c d e f 7 a b 81-0 868 H 23 7537 c d e f 8 a D c d e 61-0 36 A 1 n/a f 8'-0 36 A 1 n/a Lover levet OF H.D. NOTE TYPE K. c c L L L SHEAR WALL SCHEDULE per. NE.R-272 Upadated 11/27101 PAGE PANEL PANEL LOAD 7 SHEATHING 1,2,5,7 EDGE 8 FIELD 8 A.B. SIZE & SILL 3,4 A -35F 6 TYPE No. PLF NAILING NAILING SPAUNG MAILING CLIPS A ,�.................125..........,1!2 GYP BRD ONE SIDE.....................................5d.. ..7... 5d. .�...... ............�...-72...............16d.�.12...........42..�:C:. .......8.................2 ................'180..........TRk COAT STUCCO,.................................16G 7/8".G�...�.........16G 718"@6''............ @.............16d � 8' ........ 30" O.C.... B-1 3 170 FOME- COR PER ICBO # 3335 ICSO REPORT #3335 1f2' @ 48" 16d @ 6' 30" O.C. B-2 4 200 112" GYP BOTH SIDES 5d @ 7" 5d @ T' 112" @ 48" 16d @,,V' 24" O.C. B-3 5 165 3/8" CDX 8d @ 6" 8d @ 12" 112" @ 48" 16d @ 6' 30" O.C. B-4 6 250 THREE COAT STUCCO 16G 7/8" @ 6" 16G 7/8"@6" 518" @ 48" 16d @,V 18" O.C. _s............... :.....C..... x2GYP INTERIOR FACE d ........5.. .................... . ...'T . 245 112" COX PLY. ......... ."............... 90d @g- . ;:., 1Od@12, ............. F66. ; C-1 8 245 3/8" CDX PLY ONE SIDES 8d @ 4" 8d @ 12" 518" @ 48" 16d @ 4" 18" O.C. C-2 9 250 318" CDX PLY EXTERIOR 8d@6- 8d @ 12" 518!'@ 48" 16d @ 4" 18" O.C. 1/2" GYP BIRD INTERIOR 5d @ 7" 5d @ 7" G3 ...............10............ 330..........318" COX PLY BOTH SIDES. 'd............,. ........... . ........ ....._,.........8.4.............. ��................................3............ ��..0:�O.C. . .................. ....... 11 ........... 349112" .. PLY EXTERIO2 . ................. 10d@410d ..-.......... @ 12^ ...• ;D 5J8° @36d3 ...........12" O.C. D-1 12 360 7116" CDX PLY BOTH SIDES 8d@6' 8d @ 12" 518" @ 36" 16d @ 4" 12" O.C. D-2 13 350 318" PLY EXTERIOR 8d @ 6" 8d @ 12" 5/8" @ 36" 16d @ 4" 12" O.C. 518"" GYP BIRD INTERIOR 6d @ 4" 6d @ 4" ............... 1145................390..........1!2" COX PLY BOTH SI3E.S..... 8Q 6... d.e. ���..._...... .. O.C. _....D.x`3........ ......... .....................,.................d..,. . ..... _........5 ............... ... '3......... . ..�r....3..................._ .1.2" 480112" COX PLY EXTERIOR @121 618"@x {2)16d@4"9'O.C. E71 16 490 318" CDX PLY BOTH SIDES 8d @ 4" 8d @ 12" 518" @ 36" (2)16d @ 4" 9" O.C. E-2 17 540 7116" CDX PLY BOTH SIDES 8d @ 4" 8d @ 12" ' 518" @ 30" (2) 16d @ 4" 9" O.C. F 18 620 112" CDX PLY EXTERIOR 1Od @ 2" 10d @ 12" 518" @ 24" (2) 16d @ 4" 8" O.C. F-1 19 650 3/8" COX BOTH SIDES 8d @ 3" 8d @ 12" 5/8" @ 24" (2) 16d @ 4" 8" O.C. F-2 ..................20.... _ 720......... 7118" COX PLY BOTH SIDES ............. _,........................................... ,...............Sd..°. 3 ................... '..................5J8.' @ 24•x........... {2) 16d.��.3,,......... ... ,.... 6" O.C. , _........................ G - 21 780 1/2" CQX PLY BOTIi SIDES 8d @ S" 8d @ 17' ...... 518" ................................................. 16 {2) 16d @3" S"O.C. G'1...„............22 ...............830...........318.. CDX PLY BOTH SIDES. ........... 8d..�.2.................. Sd..��.12�...................5J8°..18.............t2�.16d..3,,.........6„ O.C. ......H ................23...............970........ 112” ZRWY BOTH SIDES'.............................10d.@..r..3..:..............1Od..@..,.12..............5/8" @ i8, ..........{2�.1:6a........... ........s„ H-1 24 1240 112” COX PLY BOTH SIDES 10d @ 2" 10d @ 12" 518"@ 12" (2):20d @ 2" 4"O.C. 1. OVER DOUGLAS FIR FRAMING 2. ALL PANEL EDGES BACKED W/ 2 -INCH NOM. OR WIDER FRAMING U.N.O. 3. STAGGER ALL SILL :NAILING 4. PRE -DRILL ALL. 20d & LARGER 5.518" T-1711 SIDING MAY BE SUBSTITUTED FOR 318° CDX PLY. 6. A -35F CLIPS +440# EA. 7. All sheds wails with load pit of ober 350. shall have 3X ruin framing nrrantiei at plates and panel edges 8. Nails based on following 6d.099 dla 2" Ig, 8d .113 dia, 21/2" lg,10d .128 dia, 3" Ig. DW Collers 5d .0$6 dia,1 W" lg 6d .092 dia, 1718" Ig, 8d .113 dia 2 318" Ig HOL®OWN SCHEDULE ALL HOLDOWNS ARE SIMPSON STRONG TIE U.N.O. FTOOTING/SLAB HOLDOWNS SINGLE OR DBL FOUR 2500 PSI CONCRETE W.D. H.D. A.B. STEM NAIL /SCREW LOAD WOOD NOTE TYPE NAME TYPE WALL BOLT READ. CAPACTY MEMBER A LSTHD8 N/A 6" 24-16d SINKERS 1825. 2-2x B STHD8 N/A 6" 24-16d SINKERS 2210 2-2x C STHD10 N/A 6" 28-16d SINKERS 2880 2-2x D STHD14 NIA 6" 3B -16d SINKERS 4295 2-2x E PAHD42 N/A 6" 7-16d SINKERS 960 2x F HPAH022 N/A 6" 9-16d SINKERS" 1315 2X G HPAHD22-2P N/A 6 12-16d SINKERS 2030 2x H PHD2-SDS3 SSTB20 6" 10-SDS1/4x3 3610 2-2x 518" A307 J PH05-SDS3 SSTB24 6" 13-SDS114x3 4665 2-2x 5/8" A307 K PHD6-SDS3 SSTB34 6" 18-SDS1/4x3 5860 2-2x 718" A307 L PHD8-SDS3 SSTB34 6" 24-SDS1/4x3 6730 2-2x 7/.8" A307 M HD8A SSTB34 8' 3-7/8" 7460 4x 7/8" A307 N HD10A SSTB34 8" 4-7/8" 9540 4x 1" A307 O H020A 1 114"x36" 8" 4-1" 13380 6x 1 1/4" A307 P HD15 1 1/4"x36" 8" 5-1" 15305 6x 1 1/4"A307 FLOOR TO FLOOR H.D. H.D. '!TYPE NAPAE: 1 CS18- 2 CS16 3 CMST14 4 LFTA 5 FTA2 6 FTAS 7 Si'6224 8 MST37 .9 MST60 10 ST6236 HOLDO WN SCHEDULE ALL HOLDOWNS ARE SIMPSON STRONG TIE U.N.O. ANCHOR END NAIL / SCREW LOAD WOOD NOTE TIE SPAN BOLT READ. CAPACTY MEMBER NIA 9" 18-10d SINKERS 1066 2x: NIA 11" 22-10d SINKERS 1386 2x N/A 34" 74-16d SINKERS 5707 4x N/A NIA 16-10d SINKERS 1012 2-2x N/A N/A 4-5/8" 2820 2-2x N/A 129' 4-3/4" 3725 2-2x N/A 19" 28-16d SINKERS 2116 2-2:x N/A 30" 22-16d SINKERS 1764 '4x N/A 14" 48-16d SINKERS 4019 4x N/A 18" 40-16d SINKERS 2881 4x STRAD TIE SCHEDULE OCs 232000 REV1112MO No. STRAP /TIE NAILS / BOLTS QTY OF CAPACITY TYPE NAILS'/ BOLTS 1 LSTA18 10-d SINKERS 14 885 2 ST6224 16-d SINKERS 28 2115 3 MST -27 16d -SINKERS 30 2315 4 MST37 16d -SINKERS 42 3204 5 MST48 16d -SINKERS 48: 4460 6 MST60 16d -SINKERS 56 4870 7 MST72 16d-SINKER5 60 5800 8 HST3 3/4" BOLTS 6 6195 9 HST6 3/4" BOLTS 12 12465 10 MST172 10d X 1 1/2" 72 4415 LOAD REDUCED TO, 0.84 OF THE RECORDED VALUES IN THE SIMPSON CATALOG COLLECTOR SCHEDULE No. COLLECTOR CAPACITY C-1 2 x 4 2231 C-2 2 x 6 3506 C-3 2 x 8 4405 C-4 2 x 10 5800 C-5 2 x 12 6440 C-6 (2) 2 x 4 3125 C-7 (2) 2 x S 4900 C-8. (2) 2 x 8 6160 C-9 (2) 2 x 10 8310 C-10 (2) 2 x 12 11170 C-11 9 1/2" 1- JOIST 2150 C-12 111/8° 1- JOIST 3480 C-13 14" 1- JOIST 5140 C-14 .91/4" LVL 6880 C-15 11 1/2" LVL 7645 C-16 1.4" LVL 8650 C-17 14" 350 -1 -JOIST 6052 ROOFPF~LOORI DIAPHRAM SCHEDULE (BLOCKED) per NER-272 PAGEw PANEL PANEL LOAD SHEATHING 1;2,5 EDGE FIELD RIM JOIST PrFTR JOIST TYPE No, PLF NAILING. NAILING BLOCKING SPACING SPACING ROOF CIIAPHRAM5 1 '210 ........................................................................................�........................,........................,................................................. 3/4" T&G COMPLY OR CDX 10d @ 6' 1Od @ 10' R-1 1 145 112" CDX OR OSB 6d'@ 6" 6d @ 6" SOLID 2x R-2 2 185 112" CDX OR OSB 8d @ 6" kid @ 6" SOLID 2x R-3 3 230 112" CDX OR OSB 10d @ 6" 10d @ 6" SOLID 2x R-4 4 240 112" CDX OR OSB 16d @ 6" 16d @ 6" SOLID 2x R-5 5 205 SA" CDX OR OSB 6d @ 4"6d @ 6" SOLID 2x R-6 6 260 6/8" CDX OR OSB 8d @ 4" 8d @ 6" SOLID 2x R-7 7 325 5/8" CDX OR OSB 10d @ 4" 10d @ 6" SOLID 2x FLOOR DIAPHRA.IVI F- 1 '210 ........................................................................................�........................,........................,................................................. 3/4" T&G COMPLY OR CDX 10d @ 6' 1Od @ 10' SOLID 2x F-2 2 280 3/4" T&G COMPLY OR COX 10d @ 4" 10d @ 10" SOLID 2x F-3 3 420 3/4" T&G COMPLY OR COX 10d @ 2 1/2" 10d @ 10" SOLID 2x F-4 4 480 3/4" T&G COMPLY OR COX 10d @ 2" 10d @ 10" SOLID 2x F-5 5 340 314" T&G COMPLY OR CDX _ 16d @ 6" 10d @ 10" SOLID 2x F-6 6 380 3/4" T&G COMPLY OR CDX 16d @ 4" 10d @ 10" SOLID 2x F-7 .7 460 3/4" T&G COMPLY OR CDX 16d @ 2 112" 10d.@ 10" SOLID ?ac F-8 8 508 1 1/8"" T&G COMPLY OR CDX 10d @ 6" 10d @ 10" SOLID N. F-9 9 540 1 1/8"" T&G COMPLY OR CDX 10d.@ 4" 10d @ 10" .SOLID 2x F-10 10 590 1118 T&G COMPLY OR CDX 10d @ 2 1/2" 10d @ 10" S0LID3x F-11 11 600 1 1/8'"' T&G COMPLY OR CDX 10d @ 2" 10d @ 10" SOLID 2x ,F-12 121 640 - 'i 178'°' T&G COMPLY OR CDX - -16d 66" 166 @ 10" SOLID lac F 13 13 ..... 700 1 1/8'"' T&G COMPLY OR CDX 16d a 4" 1Od (aD 10" SOLID 3x r '1.OVER .... :::::.:......:;_....... ::::::::::.:................:::::.::::::::::::::.:... .................... DOUGLAS FIR FRAMING Z ALL PANEL EDGES ARE UN -BLOCKED- G E� L ... IN ................................ 1 3; STAGGER ALL SILL NAILING 4. PRE -DRILL ALL 20d & LARGER S. 518' T-1-11 SIDING MAY BE SUBSTITUTED FOR 318" CDX PLY. 6, A35F CLIPS +440# EA. 7. A9 naffs We as follows 60 ,099 dia, 71g, 8d.1 13 dia, < 117' Ig,10d .128 die W19 16d.148 3.114" Ig PLATE SPLICE NAILING SCHE®ULE / CAPACITY DOUGLAS FIR PLATES 2x4 MIN EA 48" LAP MIN. No. SPLICE LENGTH NAIL No. OF ROWS SPACING TOTAL NAIL S-1 48" SPLICE 16d 2 6" Q.C. 17 S-2 48" SPLICE 16d 2 4" O.C. 25 5-3 48" SPLICE 16d 2 3" O.C. 32 CAPACITY 2.057 # 3025 # 3872 # urESIK3`% AND AXIL VALUES FOR ANCHOR BOLTS AND SILL NAILS SILL NAILING AVAIL SPACING . CAP. PLF' 16d.148 6" O.C. 240 PLF 16d .148 4" O.C. 360 PLF 16d .14°00 'PO4 PLF 16d .148 (2) ROWS 6" O.C. 480 PLF 16d A 48 (2) ROWS 4" O.C. 720 PLF l6d. 148 2N R0W`S T..' O.C. 968. DLF 20d .162 6" O.C. 284 PLF 20d .162 4" O.C. 426 PLF 20d .162 3" O -C. 568 PLF 20d .162 (2) ROWS 6" O.C. 568 PLF 20d .162 (2) ROWS 4" O.C. 852 PLF 20d.162 (2) ROWS 3" .O.C. 1136 PLF ABCHOR BOLTS 1/2" A.B. 72" O.C. 140 PLF 1/2" A.B. 48" O.C. 206 PLF 1/2" A.B. 42" O.C. 235 PLF 1/2" A.B. 36" O.G. 275 PLF 112" A.S. 30" O.C. 330 PLF 1/2" A.B. 24" O.C. 485 PLF 1/2" A.B. 18" O.C. 646 PLF 172" A.B­ 12" 01C. 8?0 PLF 5/8" A.B. 48" O.C. 296 PLF 5/8° A.B. 42" 0'. C. 338 PLF 5/8" A.B. 35" O.C. 505. PLF 5/8" A.B. 30" O.C. 606 PLF 50 A.B. 24" O.C. 758 PLF 18" O.C. 1010 PLF 5/8" A.B. 12" O.C. 1516 PLF NAILS 16d SINKERS OR P -NAILS (148) 93x1.300 121#/ NAIL NAILS 20d SINKERS OR P=NAILS (162). 1 09x :30= 1.42# / FAIL ANCHOR BOLT 1/2" A.B. CAP @ 2x PLATE 620x1.33 825#,/ A.B. ANCHOR BOLT 1/2" A.B. CAP.@ 3x PLATE 730x1.33= 970# / A.B. ANCI-;OR BOLT 5/8" A.B. CAP @ 2x PLATE $$0x01.33= 1184# 1 A.B. ANCHOR BOLT 5/8" A.B. CAP @ 3x PLATE 1140x1.33.1.516# / A.B. "bilati f1rid 8pacmg 0 Mt., Hai ht & Wei' flit Dab lih, N 1' 2- rik AEC Grdu�p L06 Wan I EAR . tbig.& LL G` kid 90At . . . - Pep 1 Mav APAIghii wwwwMM "NMI C81 ariat 1001AW Uomm 1;i1c "C Rmt interior W411 Left 'i, lr21 n 1 st Floor R00% gar Wall:Spoclng1 ag* 6,3 U.3 T 10 2 . . . . . . . . . . ....... 8 8 M. Cuero4 Depth 40 Z.-, 3.2 hRe-- 511333 2nd 14 1,R90 2nd FVFd 8 Overoll Depth of Roof at 20d Fl R R 11 R 160.9 400 lot F1 FBlock Me Oiher 'OR 492 98D OD 280 12.5 49 R R R A R Z-- 2nd �VR.f 16 hRe--. ,1910.9 2 2 2 2 2 we= 64.8 '-'Fw 06kfiAia `21T.- 815. -615. 550 4.00 Pdn Wag. Roof 4 -R77 R R Oi�inll Depth.. -R Zt 2rid OU*R'f 3 Wer 2 2 2 2 2 R Ist Fl 4.8- Insulation 0.5. 169.8 8 Me= F100i Roof GW. .0d. 2.2 R R 40.267 Flmiha 4 bl Fl/Rf I R 2 2 R 2 R R jol Fl LA I I --j 3.5 13. 504 .. I R R 0.5 435 469 2nd FJ1Rf 15 147.6 Othee R 2R 849 N Area �10 _j I We= .64.8 FLOOR HE16HTS & WIND 2ndfl/Rf 2' R R R R R R 1stFl Wl= Roof ROOF Floor 65 430.2 ML HsjjbL ll hL so 1c6.... 608.2_'" L Lin V both 2nd MR 5 Roof Lem >1696 *fPimamn.Y? .9 f9d FI/Rfto 00 ion . . . . . . . . . . . . . . . . ...... Ist Fl 240 R06f k Rmt interior W411 Roof n 1 st Floor R00% Roof ftf.81* Area 0yP.8d 4.4 700.9 62&9 210 M. Cuero4 Depth 40 Z.-, 3.2 hRe-- 511333 2nd 14 1,R90 40 Overoll Depth of Roof at 20d Fl 2 Roof Block Area 310 211.9 160.9 400 3kcr FBlock Me Oiher 'OR 492 98D OD 280 12.5 49 22 324.8 44 CNeMU depth 55 Z-- 3.6- hRe--. ,1910.9 Roof at bld fl Id Floor... 00 1,5 Wall we= 64.8 '-'Fw 06kfiAia `21T.- 815. -615. 550 4.00 Pdn Wag. 7 4 Gyp. Od. `10: Shear 1.5, Oi�inll Depth.. 65 Zt 4A Wer .96.6 188 hPJ-1 267.467 01995 Archforms Ltd. Uteral Load Analysis a Commucuon Dusinjusorm TYPICAL MAD LOADS MPUMNIfth r1tvAd I ."fin liketaile Mot 240 R06f k Rmt interior W411 Roof Floor 1 st Floor R00% 9 0yP.8d 4.4 340K Block M46 Overall Shea#ilng 1,5 Framing 2 110a Area Wall wxb FrarAng 2 lot Pillm Wo 723.6. A 48.6 Snow. Oiher MA 336 216.- 67.6 280 12.5 6 SlablFounditict 324.8 40.6 87.6 Califfig Wind Ht@O&Ne 24 774 Roof at bld fl 87.6ExWt6r 00 1,5 Wall 24 729 40.8 kaost 31 Fran 1.5 ENI: Finish 7 t ttM? v u 729 M Gyp. Od. 2.8 Shear 1.5, 154.8 01hot FreffiN 2 33 145.8 1-8. HzProj 4.8- Insulation 0.5. 169.8 8 Me= F100i GW. .0d. 2.2 235%.2 40.267 Flmiha 4 lotfiffish .44, 214.2 42.9 Sheatfilag 2 Other 613.2 62 hRj= Frarmag 3.5 13. 504 .. I 150.13 Insulagon 0.5 435 469 36:8 147.6 Othee 849 N Area �10 We= .64.8 FLOOR HE16HTS & WIND AREA 113.2 48.6 90.8 wEstabllsh.Floor to floor and Roof Heights (A)- Wl= Roof ROOF Floor 65 430.2 ML HsjjbL ll hL so 1c6.... 608.2_'" L Lin V both _Be_ X/12 S 8 Roof Lem >1696 *fPimamn.Y? .9 f9d FI/Rfto 00 ion . . . . . . . . . . . . . . . . ...... A. . 925 2nd A Depth I 216 240 R06f k 1421 Fl tD F1 Height 11 1 st Floor 144 FkrarAi� 1548 .. 18 hW 466.9 VVI Perkin L -r ORe 221 1673 1st Fl Op - S if 816 Ave. Sill to FE t 8 Wo 723.6. A 131 336 216.- Flooik6a 280 Wind Ht@Adge 20 SlablFounditict 15..' 2?- M Ped. '2*85 Wind Ht@O&Ne 24 Ridge -T to.8 L to R NZMean Roof Ht 24 Runs? y Y, tast hdrLz; *n.- b*:ut At kaost 31 t ttM? v u taltogd'Ahi , IS Ne 2 1%4aXQ-uake @1995 rchfoems Ltd July 302002 R& 8114/02 Firm: AEC GroupAll Rights Reserved lateral Loid Analysis.8, D stitmic LOA"BUILDING-C 'ODE -� -kawsh, Dead, L*6a4s: Mat. Weights 2nd Floor ist Floo Bay Level 96. BOCA Item WOW Alda(pQ DUbs) -Arei(s!), DL ) Arae s I)Qlbs )� 97 MCI W1 Roof 12.5 1668 20650 1421 17762.5 x 97.UBC Wt rleil 4.8-1 , 548 74,30-4. M. 13675.2 Wt Ext WI 1 3.2 - 090.8 28278.6 1668.6 20765.6 M, Int WI ' 10 1548 IMM 96243 11 1058608 9027 WIFloor10 IM Floor 1548 15480 Sum 137062 20 18006-1 -16090 Roof I Sum 2nd -85M Sum I M 52143.2 Base interior wall d0fau'l1: 10 psf of flooi. area Sum hd,1:st&88se 137662 vDistributa.Welghts to Wrloui; Levels- 2MU welaht M. Roof 2nd M CQ 2nd 10% Ext 0 2 MOM VA Floq 2 M RW 1st Wt Cell 1 112 M.Ext VA I Vo Int *M I W1 FlW I al I&M Ext M 891M I"A Cail DC4"0 Urie Sum 41410196242.6 RDof 2nd Fl 1st FI Une Line - Line 2080 7430.4 1399.3 13139.3 15480 15480 17762.5 13676.2 20706.6 Wt Sum 20850 7430A 26278.6 115480 two 1.7762.5 13676.2 20705.5 W;� 1137662 q)etermIrta Base Shear UBC Sertion-11630.2 Zone, 3 Fij,16.2 Seismic oume To 8 Table 10-1) ;foil Prof SD Table IW FaQlt Distance ...20 - in km to Seismic S6wce z=. T3 Table 16.1 cat. 36 Table 164 GOVERNING LATERAL LOADS k T- Table. k CV m wd n Each D r6dion At tach (Level (lbs), Na- 54 Table I 6-R -Ma)dmu GOVERNING L T:; 022 Formula (30-0) z I i0o Mable %-3 Front tol3ack Side tost!2 -- - Table 16-M (Tiedlo Pq 9) 1 OD TiVe i6 -T -1---`71,771 -Wind­ R:; =N Woof 2 AxmUla. '30-4) (30-0 0 30 -§Y (30. Ez... Cv Wt not D;2-5CMIR but not 0. llcalw. zone 4 hot< 0AMWIR '62324 22527 :5451 �JIA;i - 40"000 lbs." - FJI'.4F:V 1612.1,1 formula (12-9):-. aDistn"btO S6ear to Wrioud Levels* U90, I'MmIa (3045) Force at Level x -i V Ft assumed ---- 0 VAnd Load Hi is r9easured frian plate to fouidation IE-iEh*p (30-1) .End Z . Inter Z W1 x Ht �, ., - (Wt)(1-1t) x ------K8-394.-7k3-7-k'-L0-L2- Roof 2 7R47-55- 20 2rkI FlIkoof 1 96243 11 1058608 9027 1.36 IS IM Floor 40 1150 2 090f Sum 137062 20 18006-1 -16090 Roof I WIMP.LOADS -Wind.Prmuree USC $wf[61620 PxqslimMq VP 7.8 Phiie -16-V Ex,:_Section 1616 1w j TAble 16-K qs .12.*6 !able 16-F Ce 0.67 Table 16-G hCq 11;3 Table 16-H,_:.#2, vCq -0.7 Table 16-H 42 Ph= 11 ft. Force (0 Pv= -5.09 Vt. Force (ps ,,Total WIN Load In kach.Dineqlion Attach Levoll pbi)- 2nd FI/Roof I * 12,542 Wind- 1.0,839 Seismic lot Floor Trib'Area F. to B Trib Area L to R VAnd Load .End Z . Inter Z &mF"At Ena Inter Z SuMPW -,P to 8 4 to k Ro .pf 2 52 207 40 1150 2 090f Roof I 114 457 61269 43 148 2,090 7,171 4,866 .2nd F1 66 724 8.652 65 430 5,432 90,506 4,800 -11st Fl.por Up Roof 2 069-0-5 Uplift 11,428 11,42.8 Up P,"f 1 1,613 131 Uplift 10,6.59 10,69 2nd FI/Roof I * 12,542 Wind- 1.0,839 Seismic lot Floor lyal @ C� m m co � Co CDP C21 ,� � (a co � t CZ :> t MA to ca co co o m,�' (u _c ca OD T �co . • -tl! m m T' . CJ LU Gia YA tp 6- — — — — a co co co ca ca it: 40 Ch ED HC i co c—Tl�P•1- r T �.° E r� sm�o-gym J'.co co -goo co` Jt .'.'•" CO[ w co w,co 00 gn: m' �'�:'�. .,.'ffi:m -_. asai��• � °°���o00oco vy �� �'.. cc.3 :S S: vaa 42.m.�� uj Wim, m m m � m� m... _ _ T a .� �. '' Pa S �nfs Mb �..iihdsM ge �,sss . �t.11y 3G 2002 Rw B/9:4/02 Firm: AEC G AAI Rigtiis ices hied LOA I Load Analysis � iA2LyNfL Williams -1 Rev 1:: .: .. :... La INamer.AlA C51 9 .O VUe7 Can do Desi n Softv+rrare Lob:. . Llhel Line L6ti C Line �i� E Ling Va Line C i.ine fW e gnsnt soe-i1,iOes.1=7 a r.tv dhow Pm1ble q nt�,O), Remove Saps not used. h:aVe and add a,b... to denote m(0019 (m) segs in a quadrant, ro.; 2b: ables� L S 1 .le h t 1} B He nt ail?, B s. EJI: Ext. of Int. Wales ISE-->vri 1=lnrt. S: uk aboNe same s r>q Wall Veda ifeg Seg V aO i abtes : Seg Wall Vat ?a[es ,Seg 1i Vanati a Seg Well Var ies .Seg all Variab Seg Wa I Varlab es Sey NNail Variabiez eve1rn i.g M. ) Ill m L,;.. hit B f!Iqpm L9 Ftp. ill m (�cHt B E/l L fit3 g&m LHt B FJ3 ct&m, Lg M.A EAL Ht B. EJf ^ A,BIC .. 2 3 9 B. E 2. 9 2 9 2 9 E 2 i1 9 B E wall -3 9 3. 9 3 9 3 9 3 1 9 B E Lines 4 3 9 B E .4 9 4 9 4 B E Run 5 9 5 9 5 9 5 9 5 4 9 B E From 6 9 6 9 6 9 Side h to s1i&t1 Syst sum 6 Syst SW $tfm Syit sum —�— Syst sum Syst stun 16 Sys# SW earn I sum Syst :Side ist , Wall Varl,rptes Seg V+fall Variables Toad inns toad' ,ine .. meg Wall Vatiobles load trans to ad line ead trans toad" tine Seg l fi Variables Seg. Wall Varrabkes So 1N!all Variables Seg Wall Vafir ISS Seg Wall Variables Level grrr lit is t/l S �LgNt B Elt S : m Lg Ht .Id SQ&MtWt B E/1 S&n. Lg Ht .8 F/i S 6m . (g Ht BE/ 8q m L9 . hff1} S t H t B.EII S 1a A 10BE 1 10 1 3 10BE 2 10 2-A j 10B ES' 2 1D S1 -b S 106 E 2 10 S 2 13 10BES 2�a 3 106E I 1Q 2_B 1 10 B E$ 3 10 S 2 is JOB E 3 1D S 3 10 7-b. 3 19 B E 4 10 4 10 d 10 S 4 10 S 4 10 4 10 4 10. 4 10 5 1Q 5 3 10BESI5 10 S 5 10 5 5 10 S '5 10 5 3 10 -.BE 6 10 8; 6 10 S 6 10 S 6 10 6 10 6 10 7. 10 _ __ 7 10 7 10 7 10 �9 7 3 1013 E dumSyst SM-4—Syst SW stun Syst sum A, Syst SW Sum Sy# sum Syst SW sum 12 Syst SW sum Syst land lrahs to al line load trans tp 84 litre load trans to ads line loadn, r'is to aci(line Base au g 1lUal1 Vara r#� Seg 1F .i1 VarTabies .Seg Wall V iBrtie; Secy all Variables Seg Wall Var Ales . Seg 1 fall Variables Seg Wali VauIaBEEs Seg A'VapVariables t evel, _Di LLq Ht I Eli S �q .�I . B Ell S S&m Lg Ht B: EAS m 1i, H . B Ell S m L Ht . -B Ell S ": f �Ht B Ell S q$m Lg . Ht B.. till S L Ht B Ell S i sarin..may Syst sum. > . Sys#.;:::` ,.sa,m Syst sura-''� Syst surto ; Syst L. sw _ *t... sum S St sun Syst fbad trans to 00 be load trails to•aWl fine. 4agd trari§ to adj line load trans to sdj line load trans to adl line load trans to act line ' load trans to a:+ line . bad 4 tc+s UD al line . . 1 m t6i ent lilal _ Wen f•s6a is limited ti? a+wo..y.gYanw"maroanr 2/1 to(. ed2 bl<� ed nei "f�tlL >2 lenit' ars lf.excpeded: See Code �6 1 for Httl lir -.. �nM+- sib for other �'C aembGt�. Lateral Load 01stribut.160 & OVe- duming Moment Page 5Ma Quake ©1995 Archforms- Udi, All Rt&s Reserved Lateral Load Artafysig � July;N) ?002. R�v.0/14/02. Firm: AEC Group Job:EI ?61W1L Wigiama 1Rev-1 ,. 8: �a . War.. AlACSl 9.43We7 C rA$ttuciion pester n S��ofl�w k1 We 5 Line`6 Line 7 Lin 8 lateral : UhO I Gine 2 IjPL%3 . Line 4' . orce . . WS °%_. Wind Ws... > if 1N'; 8naw F2M� if °v7'.[i7,'s'.85. OTM- if SNf4Vnerht Vadj= V= SurnVz ljstOlb ttlb_il Sum ttA trib W n rrl y4A Iev vl.ib aim : Wt/ft't 2i2k .: NWft-VHl*L-oJSW S '41 fforh ad' Ln Ln°%'VmaxUrtiV Vac' V, +V 2nd °!n 3NY SNV 21 i6.$ % 3B.9 : 29.4 °I° S/411 22.1 22.9 `Yo SM 8:$/ 1.2,3 °% S I 7.61 10 a .$/W 501 $,23 . % 1a1W Ravel . Se ji tN1ft RM OTS Se�OR �RM OTMS� Wilt RM.w OTM . RM OTM Se W/ft RIA OTM Seg WLft. RM OTkI S W/ft AM OTM S W RM DrM, Wind 7,171 b . 20 5:55 10.5 b 188 4:01 5.31 ;5W r=Vvirall d 2605,55 10.5 d 312 26,6 29.6 d 205 9.86 13.3 s10AW I V levet Frame. V framel Vadj line 2 Vadj he 1 or 3 1.12 Vadj line 2 or 4 Vadi line 3 or 5 1.63 Vadj tine 4 orA Vadji0% 5 or 7 0.7A �; Nadi line 6 or 8 Vali line 7 V level 2nd level V 2nd lavel V 1.48 2nd level V 2,6 2nd level V 1.65 .2nd level V 0.89 anti level V 0.'14 2nd level V 0.59 2nd level V Sum V S Sum V 2.6 s SUMY- w Sum V 3,28 w sunt V tum V 1,48 i vi Suit V 0.59 Sum V tst °% M 5.22 17.7 % $AV 19.8 27 '16 S!W 25.5 16.3 % SW 20.7 12.1 �'° S1W i1 t3.85 � °% Sf1f' 7.85 5,71 f % SM! 1' .1 9.13 .Y . % O 4.04 4 5A Leve! Sea ley/ft RM �OTM - - S Vlt/tt M OTM W!ft Rh1.wOTM S VW! RM OTM ae W1ft R!� OTrd S WIft RM OTM Sed Witt I hA OTM UVftt RM O Wind 12,542 b #11# 5.54 29.4 538 11:5 71.8 d•1 3.11. 14.2 0•1 522 3.66- 39.5 p= d-2 06 3,11 14.2 dt.2 $22 3.55 39.5 a 2(11 2.42 A2,41 2.201 f 201 4.29 2,711 (r max W-5) Vadj line 2 Vadj Ilhf)1 or 3 1.87 Vadj line 2 or 4 4.7 Vadj WE' 3 or 5 Vadj line 4 or 8 Vac1j`line 5 or 7 Vadj line 0 or 8 5.09 Vadj line 7 1,39 0 V above r- V abdve 2.6 ' r --z V abovd r= -V above 3.28 r= V above r= V above 1.d8 r= V above 0.59 r-. V above iatlevV 1,87 0.43 Wlev.V 2.81 1ABi istlevV 3.2 _1stlevV 2.6. lstlevV 1.45 IstlevV 0,980;54 1st WV 1.27 0.Q 1stlevV d,'51 t4. Sum V w , :Sum.V 7.34 j e Sum V 7,9 S. Sum V s Sum V, s Sum V w w Shan V 6.95 w_ Sum V _0.5.'1 S14'J 3.81: 17:7 % SM IM 27 % $AN 25.1 16.3 % S/W . 20.4 12.7: 6% S/W 1. 6.65 % SM 7.65 5,'71 */a SIW UP 9.13 % $ N Level . SVIWLM RM 'R M - S V1I RM OTM 8eg W/ft RM. 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LINO: U. � : ' ane C : Line D shine E Line F Line G Line H rce ; Seis 96y 4Wnd:%= W/ft= if'N Lanixv RM= If % 67 0e.85 OTM= it srk 4:narht vodj� V= Sun�V= trib tr11 Sum RA. 1nb W NSunti vAA : Si lev. vita as ... Wt1ft'l 212k . S m Ht` ; L ' &mV. ad' L2 Ln%"Vrn.SomW Va;'+Vabv+V fir► °fo 23. 18.8 $!W 27. ..S % S 11.7 12.$ `y° S/W 22.2 27.5 % S,'Nd 1'5.1 18.111; % S/W %* l„ievel S wHt RM C►Tht seg WIC RM OTM S Wlit Rh1. TM Se Y1U?t RM�OTM WNt t� c7TM S Waft f A OTiUI -- S WJft h4 074/ Secy w1ft RM GYM SE,Isrn c - - - _ _ _ .- 7,063 2 249 0.95 17,6 2 249 1.69 7.1 SW 3 249 1.69 7.1 -V wail 4 249 0,95 17.6 1;10 0.69 5 2119 1.69 7.1 i V level mane V to Vadj line B Vadj line AorC 2.27 Vadj line Borl3 Vadj line CorE Vadj line DOW Vary lints EorG 2,09 Vadj line FVH Vrrdj line 0 V leve( 2nd level V/ft 2nd level V 1.64 2nd level V 1.97 2nd level V 0.83 2nd level V 1.57 2nd level V 1,07 2nd level V 2nd level V Sum V s Surn V 3.91 s Sum V s Sum V s Sum V s 8um V 3.15 Suis. V Sum V Is % SM 5.87 7.27 % S1W 18.2 20.9 %" 15.3+` 1 .4 % SMf- 13.7 9.09 % SO2E�,7 20 % 11 17.1 15.5. % S/W 3.1 6.36 % ,SM 1.09 4.55; vel S ION RM GTM - �W11t .RM. -ORT ��WNi RAS. OTM S vet RM OTM �e W/ft R_ MOTM !imr'Jfi RM OTM .$eg W/ft RM _OTM Se. Olt RM dTM: Seismic 1•8 206 183 6.81 1 3P4 1.39 19.6. 1 10,839 2-A 695 2.66 9.6 1-b 269 7.3 13.6 2 613 9.37 33.2 2-a 193 0.59 1.31 2_B 446 1.71 9.6 2 269 22.9 21.3 1.30 2•b 193 0:58 1.31 ; 9:L0 i?=.. 5 446 111 9.6 130 5 193 0:58 1.31 2-201 (r max 7 193 0,58 1.31 j Ab".5) Vadj line B Vadj lime AorC 0.91 Va4 line BoiO Vadj !anis CorE 3.28 Vadj line DrAf Vaca line EorG O.9 Vadj line ForH 0.22 Vao line G 1.20 r= V above r- V above 3.91 Tzs V above r- V above r- V abm r- V above 3.15 .r= V above r= V above 1st Lev V 0,64 ;0.47 1st lev V 11.97 1st lev, U 1.66 0.11 1st lev V 1.48 1st lev'V 2.79 0.41 1st lev V 1.85 0.03 1sl 164v V 0.34 1st lev V 0.22 S -Sum V s Burn V 6.79 s Sum V., s Sum V 4.77 s Sum. gi s Sum V 5,0 w Sum V. 0.55 w Sum V Base. • % S/W . 5,7 -7 27 16' SM 18.5 20,9 % S/W ' 15. 16.4 % 51111 13.7 9.09 ° S/W 25,7 2Q. % W16.9 15.5 % SM 186 6.36 L . %'$W 088 4�:.ri5 L evel S' WIft RIA OTM Seg W/it .RM OTM S W/ft i OTM So Wl1t RM OTM Sea W!ft RM OTM S: ►aEl/N FiM OTM $eg wtft .1tM OTM Sea Wlft RM OTM (r max. W.5). Vadj line B Vary lime AorC Yadi line BtirC. Vadj lime Coff Vadj line Qcl, VA4 lino.EorG Va4 line ForH Vadj line G . . r V atirWe r.` V above 6.79' rwV above : r- V above 4 77 1-- V aurae r-: V above 5.89 r- V above 0.55 r= V above Bsmt V ` sett V Bsrnt V Bw V Bsmt`V egret y Bsmt V 13srnt V w Sum V. w:. S1rm V... Sum 1r . w Sum V ut suer: i Ste, �. W,.fte V wsum V �,:... . all ar>1' 9��fd ®aaw�a ��q�iire�ierits..::.::..: Pe98 fi ': . IM[�� ' uake . r� 1ss5 ArCbf®�°�b'is L� . .. Ail Rigby. Re's�enred Latefai Loyd Analysill y 30X002 Rev MAW Pian: AEC Coup :. , 61Wit-�tlfil�ems-1 Rev 1; :..; .: ' .., ; : Wamtir'AIA CS{. .. ! H2nd : :. A91.i? we GonstruCtlon pasii n S®A. fiware ' 1 `. Use ��o1e".3 ::.: ` :`.: °.:.: ; Lo�a�.4 '' �.an 5 :..int kine 7 Lii'Ir h : Overturnla%, Moment (0..., Resis4ng �fa�ent (WVr) ! S ,eht Lsrtgtr� (Seg I g)• :, u' kl i i, selected ffdm Hol : end 1lVall Shra c edu a:i�a a 9::. t eVel pl HD D s � -- T S I lif9 e __?� UINw,.._ Se$.,sU.�— p. mliftLm T Sep^_Uplift �Type . HD Seg UEILi Type b 13 A 'W1u b 162 a NA 'Nall :'.. :Lines '.:' d 643 a Hia d 180 a NA d 285 a NA Run From. . Front to: thear(pif) Sheath IQ 163 5hear(p10 Shear(ph) 205 Shear(pitj 00r(plfj 123, 1, Shear(PM' 74 Shear(plf) Back {fall Type wall T ib A STU wall Type wall pe A s Wall T All 7 e sru ' wife Typ a pw VVall Type :.� . Roof. eft from S eto Side resisted left amf Ri Ext. VlFilkS U aft I Rf Ext wl -31 . • : U lift detail Rf 2.& ext Wl q 1St IHD Hp HD HD HD HDp HD ID (.evetSc?c U 1p eft _T e S 11f_ Type ® _plait :_ a Seg l �f t' Sed Upli VJoe ep�._Upllft Typo Se 9J llh T e Sa U .Ip eft Wye b 5,056 A HB b 7;242 A H10 M %907 a H5 d•1 6,314 a NO d•2 -107 a H5 d•2 6,314 a H8 e F Shoar(plf) ShWipff) 734 Shear(plf) 742 Shear(plf) Shear(pitj Srni t(pIf} Sheac{pIQ 325 Shear(plf) 33 Mali Type wati.Y a 4� Wall Tye i1__' wnll J wal► Types wall $yam wall Type � 33 Wall type 4 Ow I. Roof Uplift from $rde to Skis retWed by Left and Right Ext. Walls Upilft (plf) Rf 1 � 4ut WI -15 Upliflk Retail oQ Rf 9 C Ext W1 h EUA I Stra sltioid Dov�Tu must tun )Lnuaus doVwi lhrou the Wall babi� to the. Foundation. if np Wat below tie to l3eams, Sixali :far H�okl Douro taint loads. we HD HD.' HD HD HD Hp. HD .. , . —. RD ;Level &A U 4: TaCi?e i .Type 8e UO T S tl�ili4_ Two , S lift_ _ T S.eq j_U tip ft Ty , S UIS! r 5 _u .1��, treairjpif) ...: .:..: SP�e r Nj. '::. : $hsar(p9tj;.:; , ': ::Shea r(ptf} :. $hear(pif} , Sliosir(Pif) Sheaf(piij Shear(plfj type Walf.T aVT ; Wall a VdayET !Nall,T .. ifdali i ? s LOY _ _ Sh4 W' Linear Font (Shear(pitj) : Sutn of Shw at that Lme Level Sum V 7 Onear Feet,at Shear Wail at tl�U. ne & LeVel (sum PAinimrbn f iced Shear VVa(f Cnh triiatiori or Sheer Frame. foe tIUeN T S l is selectetl ffi 6 Shear Wali Schedule an P l3. : ....--.�.-..W�.+-+�.^.•-^-w.^^.��'w�!YPr...�ww-n-Aw�R���,/Y4. She'Ar I�.tl:anO Hold ®®w�ro i t quir meints . Pa�et3 1 M� uaR ®1ss All !Zl$htsr:Reserved ... l ,.l"C�$0 "�' .. . Lateral Lead AnalySEe & Orate 'July 26Q2 Rev 8!14/62 Firm: AEC G"P J06: C 2S1N/` ISL Willi ms -1 Rev 9 r 6AlAt{SI, We7 Gca lS nrctlOn peal, ng S Pr L1116 A i.inn q E tnt C. line l Linn E Ling Line l.it1 IH Uplifts . verturnin8 Moment (6 N) - Fissisting t1Oa4 ent (RMj / went Length:(Seg Lg}. . iWrn' um r ire�tMold C)nwei Too selecteif f m a Wall Stryp Ss edule)6000 a 9. H HD end t D HD` D ::, D Levet e�, li Ip Nt i', e S —Uplift Seg Uplift T ` S Lipfift fypn . SeQU Lift,- Se '_U iift TYQe S Upiiit T Sri i1 li_p e .,D,C.. 2 6,647 A H6 2 1,352 A Htb Wall 3 1,352 A N9b Lines 4 5,547 A H6 !tun ! 5 1,352 A H1b Frnm Side to Shear(A Shoar(plf) 652 Shear(plf) Shear(plf) ) Shear(plf $haaf(pltj 191 Shear(pl''Q Shear(plf) We WaII Tye_ Wall _ A 44 r Wales Wall rye Wail Typew� WOII Yid g _ Wall. T ae I Rt 2 Ext WI -26 U ; Uplift Detail Rf a i txt WI Wall Type . . NA Roof lift from Front to Back resisted . Front �` . aid Back Ext. Ails U Elft ...�_____ _ .� 15t HD HD HD HD HD HD WD t el tied .. U 1 T aS Tll lift Type eri Uplift Ta Sem Uplift Type _S UQIift� Type Se _ U Ilft Y ae Se�_u�l(It lyse S . iIR ft iii 1-a 1,246 A H1b 1 6,082 A H8 �U 2-A2;315 A H2 1-b 790 A H10- 2 3,076 A H5 2-a 244 A. NA 2 S 2,632 A H2 2 2•b 244 A NA 5 29632 A H?- 5 244 A NA $hsar(pM Shear(plo 754 Shear(plf) Sheaar(plQ 1,70 Sitear(plf . Shoar(plfi 6%" 7 244 A NA Sheer(pl� 46 Sihear(pif) !Nall TomTM� . Wall s A 4b Roof Uplift from Front W Back. resisted by Front Wail Ty .M ` end Back Ext. MIN Wall T e A STU UplHi(pif) WaD T W# T A 44 WaliI a A. DW __ ___�+I?p__ __YL_ _ 1�p . Rf 1 � Ext Wi -7 llplit} petal! Q Fdf 1 & Ext Wi � NA Doves must run.cb "6ituous down h dw Wal NObw to the Foundation. If WO ;l below, lie to Beams sizo fob Hold-Omon Point Loads,. iBase HD HD Hb HD HD HD ;�. . HD HD i Levet t . U ipl ft T e S tt lift Tire Sed Uplift T S 1J Ilft T a Upiift� T Sed_— lip ft TAX SegUP119--lypeift T} e i 8hear(pff) t3heOplt} Shear(plt} 5f> er(plfj Shear(plfj Shear(pft) Shegr(pff} Slyear(plf) Well'i Shy prat Linear Foot {Shear(pH}) IMIMMAirfi.re Wall Wall T , . :..Wall WeII.T a Burn of Sheer at that l.tne. r:b a {Sum -IM J.t ireear Feet of Shur VYal1 at that line W491.Te & Level (Shm Seg I gtl�) Wall. Whil Tye i eri S ar Wall Cbrw mill, %11 v Qqa; ;'.' e She WAII #'nd H 9 U as OQ­ AreWmis Ltd. safe: JUJY80' 14/02 Firm: D ?002 Rory 81 AEC:GIV,�'fo All Rights Lateral Load Alnalymla & J& MWIL-Wiliams-1 bw Wo or QSl constf ctionD"I n softwikro' SHEAR WALL OPTIONS*,' Plan'.1'10** in the atat>rapriale sh4clod lock. select Only am option ander each h0tdifig (except S b ystem when using hrnes) S 6 1-1201, Hirdw to M Wall 011tig Material Wall Sheathing I sv*rh PIVIP Fasteners 3187orl �X� R4� X Simpson - X. Dekig.Fir or So (cine. x Sw_PJ1 Plyiwi or P6 rt cc or OD Ply X 8d P Los Angeles Asea MKC Metals Him* Fir (s.gmv,<M) SW -Gyp, - §tu or P� 318*oritZ strut 1,13.1y 10d OSP4&/Karill 1112* Metal $4113 HF' Frame 44 UBC , . . .** F 318*qW CD Ply o1GG 14ga Staple L O�ff (Ap)�C) .. . - . . : SF Simpson Frame IZEA M,8*2 Prtcl Od Jim Screw Tocu" ed. on APx' 6'bkow f.Aher (see Am C) ZF- Other Sheath; IngfFestener CoComboApx. C) AKE DATA 61 C R*WA . LL:SCHEDULE WINE) -AND r-ARTHOU U8 � 11 A Unporfaripe FzId Sourc* Type 8 60osOB Cat FauR I)Jm4nce 20 itAnd Pres,horiz, Of 11017 soil Per7file, so WALL HOLD-DOWN &,sTRAP sc-HEDULE Uplift post - F1 to P1 Anchor Type Bolt lbsv Size ','Stiap Straps NO 131a., TYPS Load Sheathing till Bolts Nall Ug Clips' 4mbol (plf) Material Od 5/4"x12 16d 1420 A35 A 142 2,77.5 2-2x MSI 48' STHDID HNA 618" GF.880 05:140 GF:400 GF:450 I 81100ing: 318'-112' (4 ply min) CD.,'Cb Ply Vkh all edges blocked No1A '12, N0103 Note 6 � Wale L Nol�. 6�8 N 1010,10 NA 1;.,730 2.2x :CMST.14 :PH'M 716' 'CUSTu construct wall IW�d pe�ri�nbol or any bOkm 3 Typlcal Fasteners: $d' nails (rip o sinkers), nalEfteld @121 A DW 10l) DryWall 5der 72'oc 16"ot Wloc 54"oc A STU 180 Stucco w/14111 58"oc Voc 32" p'," 301oc A 6 260 112" La ty opt 40n00 eoc 220w, 20"oc 4 A 4 380 112` Ply 49 27"oc 4"oc; W.0; 14moc 4 A490 10 Anchors and Clips as Mfg. by Sfntpwo Strong -Tia Co, Cat C-99 1& Ply 3' 210oc 11"(R* 11"oc A A 1) OAA if no Wall b to izw'qrHol44)qvinP' ': t' t6 Beams t oini LoA&I. �VA UP �W 79D " the Ct=n _a1Pf%3AetW teV�a� I 1 4 10- I= IS % 8"oc 4.5 A 44 760 as side V ft 4' 140oc 7"Co" 710C A.Hla 1,005 2x ',GS20 20r+ PAHD42 4.5 A U 980 ea side 1/2' 151Y 3' 10000 Vow Yoc A°Nil, 1,650 2A CS16 3(r+ LTT20 112, 4.5 A 2i 1260 -ea side 1/2' Pty 2" 8rac 4'co; 40oc A 142 2,77.5 2-2x MSI 48' STHDID HNA 618" A:145 4,685 2-'2x MSY 60" ipHba 518' I 81100ing: 318'-112' (4 ply min) CD.,'Cb Ply Vkh all edges blocked AA 000 2-.2x MST t? PHD6 718' 2 F)lng: 2x DF W@ 16loc., & f'edd if iDd W 4.1-50 penehilon, Tor 31oc 1;.,730 2.2x :CMST.14 :PH'M 716' 'CUSTu 3 Typlcal Fasteners: $d' nails (rip o sinkers), nalEfteld @121 A X114: 9,640 4x 01Y,4; HDIOA 718 4 U at and ona+cx* at VM119 W/ Shear over' T50lbs, nail min, 112" from eqgo A .1414 11,080 4x. 104A 1' 5 Ofti Panel edgy o A oMmfte sides of mall and stagger plate splices A &i18 15305 6. Add inches 10W 16 Fl Tie SB for JOHO 6 Antftr Bolts (MT1A Aa7) Min, I" ftedmnt W1 2'x2"x3/16' Mile Washer 7 tp gap edw% Stir nails in 2Y, kV, at 3x Plat" When no tAeathirig continuity to Rim joi; t atrap'Pnd Ho'sas Mfg. by $k%wn Strong -110 Co, Cat C-99 8 Prd,610 318' hole W @ ag. Provide Washer. Adjust 10h for 20 penohtloo Into Joist. wall Straps. a H00own;s w/10d,i2x riiax.pen.1-5181 See QW-fils 9 0101: PIMO toiftki, only tvqd if no shear sheathirql continuity from Wall to Blocs 6.ndfft Data t6r Nailing, 8 Olt gird tpb+e*' "tit RequirementO 10 Anchors and Clips as Mfg. by Sfntpwo Strong -Tia Co, Cat C-99 .3 It No Cont. PirnJolst Add LAh of cap :ibdat 06, 16d: CMSTc+ MST e1w if no Wall b to izw'qrHol44)qvinP' ': t' t6 Beams t oini LoA&I. Z lege W601 and HOW D6vun SchOdut s e: July iii 2002 Nv 8114102' Firm EC Crpti �f�,2b1r11fiL•Wiliiams 1RevA1 �. r�r �Wa�rl . '�rryY�r�ar,�M��N�ti/MYnArL D �l�haR M.OPTION' S::- WLaPniftg Mai Ri 0hragmasbe 01Ia X IAF or So.pins X All Unblocked sd Cain Only Hem Ftt Af UnBlk, F1 Blk X Omit Block Al i~11 'as 10d G(Im only 14 gb Maple To Cusfarnlze, Overvirila Schedule or See A -x. C ittEer 1461ght 71 849 ,Oft . . wit A A ROONEXT, WALL UP -UFT SCHEOULR 4A 0. u k� - 01895 ,rchfarms U All Ri his ReOervea9. lateral Ja)ad rgnaly,itt CDiML9EGTOWnE AND D1i4PHRAGI' SCHEDULE V.41 . Max. ' ueiuecrorlrie Tie Tie Rad "_ Typb F4ce Cont Joist or Strap Washkr SYrhbol Obs) soiid blocking or Cont. Dia. go.' less of CAT par t D gain: 425 Joist 20kii 625 Nxe 1,2 ,6 Pante 2,3,4 Note 4 Note Usd CallectodTie as SW'd per syritiho or any belu,y NA 300 A 01 241 d MST27 A 02 006 his MST37 31411 1.79 A 0 4.495 US MST48 70 2.2p A CSS 51800 Wo MS160 7& A 0 6,430 x.12 2• MST37 7/s' 3.20 A its 6,310 k• 2x10 HST$ 7/4' 4.23 A 11,170 2• wo HST9 7/8` 5.fit's .A 17,681 3.2x10 718° 9.01 1 Pr+p d$ Cant. Rim JoistlRofter or 8611d Blacking at W Shear Woll r§id tines 2 A pro QV sized continuous Raftor br Joist can act as both COliect& and lie 3 Belften Stocks or bwNs in Ra%-iWJot* Prov* StRps to m0f."119 Ile continuity 4 Run All -thread Rod tttru RftlJst, lgtlt 6-Load/Shear(p18, secure ends # Washer or JID 5 Provide Washer W1 pie. [inches) of eed of blocked tttfldst bays, Mal. Wi or t!4' t 6 Cann0d Continuous Collectorlt'ie td -shear well as required by $her Wall Scheda�e 7 HD tit Red to Shear Wall andfor RfVJst. Mfg. by %rpsoA Ston T Cat C-99 to Rafter DlaphttitM Load Material Nail tic , 8"bol (alfa Mile 1.2.4 HD 7 2• HD5A 2. HD6A Z H08A 2• H08A HD10A 2. PH06 2. HD10A Load Material 1 pJo*o 9,2,4 A X 100 Ply Nailing or H2 H2 MILMS 41 A 1116 180 ',t2" Ply 6" A 215 3149 Ply AV. AV . iso ` 310 A35 SPi H4 H2. H10 H9 H� f A R4 'fa" Ply 4"° A'd A R�4 if2" Ply 2-112" A F3 3!4'' Ply A w ' 460 SP4 H7 H10 (-,010 .:. # ' A R2 W2" Ply 2" A K: 3141+ Ply 3/4" Ply A'X. .60(1: $02 H10 III ? A Y :. 1,170 FtA2 1 Sheathing; f door 3J4 tdil gC PIylC�t318, Roof !/2 Cfl or CC Ply/OSf1, Unblocked t A 2 2560 FY'A7 2 F rant 2x W Sx radd 010d pdp more than!- °, or nails spa6W loss than 3 c .; 3 Typ. Fssteners 8d Com, @ Roof.10d Gore. @ Flom (no sinkers)11 'd 121@Rf,101@FI Ant rlt and Clip as Mfg. nay Sir'npson Strong t 16 Co, Cat GVO 4 Continaoris Rim Raftrl hAst recommended at porieter of unblocked cNaptvagtts Ail C-4 EL Z 41, wag NO LL low m co to LL AD i, HE i lo I u 1.01 W. -- . fn Li - cc EL tz tz �"Jw it a UJI Ps w m i5 zs 91 NY Zoo fir- ilco 15 Fat LL - 47 Ms ICL am 75 75 cc Q -0 TZ!36- < U F3 E ro C IV. 62 V% Al. L - I -- col co 54 (2 CF44 ' n+iwrs � 4uiM�Mow.r.�,ggl;wneiin4�Vd�+�a9:+1iv .. u�wavMs�.e�:waNe..astiID�:./��onr�. . wYritrr�....�..r.wttie'�6wZssr.....u..�MAeln hraom �aatl R, n s �• page 12 Ma:1 UAi to 01ss� ,1"c�i rf� "i 1S Ltd. . Date; July 2002 Rtiru 6194/62 FIN ASC C�ro��p All Rlgh61140 0 , e Lateral ,Ll[l Wii' AhSaolyfstisJob, L. III. lRev 9 Gorst.rucuontore, 4. 1 n 'A L> l.. C Laid .. Line E the F Line G Ugie W Sssv C!l Load �Iz#Ptj max toast m the Collector f i ie behveen, thle ON Seg to ION, C/T Type . ltifn. adequate Cdldct�r�e. .� - fest 804 dins right of Quad line. ,� J �v, ; ,�r. xnd: ot�f , Dead VT Se crr Lc>st� r . ,, aior� t►te RO— owect L %a discbnt>n i . Cfr tA�` `°�' .Jr '"" � Loadl of S crT Loki ." floor 5 :tuft 7j 3 101 ±y � :uwa .left T be Se lett t i lett Y' r S BCT 2 2 Wali Lines 4 11713 A C1 3 a92 A C1 OWA #A• Run From 33 5 5.52 A G1 i Side to ti t Side 9 gar(jiif) �- n ht ISt;l A ci ShearipIQ 80 fi t p __ 6 ht —Tel Shear( if) Shetsr(plf) r' ht 20S NA rr ht Sheaf pEt) 10:9 9twar(pitM ri ht - Shoo (9J Rf t?i h 1 Rf C load CJT Sel R€ Dia ,� n R6 .. CTT Load CiT S t$t DIAPh .IT LC" bad Crr Si, Rf Dia _ i _ ca Lwd ca s Rr ID. h _ � Cli oad C'dTT � Rf pl Q R6 . p ttf Cfia OT t. d ClT 5c� Load C !' Se RP Ct�a h 'Ct'�.d 2 F1 Ss lyff TT Se Ieijt T Ft _ left f a .b2q Sep jq -jp I_'S� IeR 1 P A S Type b Sed eftjM beSed ar . TYpe y 1-a . 2-A 1•b $61 A C1 2 A984 A C1 2 2-B 2,163 A G2 2 108 A C1 �•b t39 NA 5 4107 A C3 6 248 PIA rpt _. w _ Steuar{ � ht t375 A C1 _M ShearF14— 140 (ht .� �_ _ _ fteer(plf) t 2,09 A_ C1htY� Shegr(p") 54 shear(p) r so w,�o rilit`c67 r� . Gd _ rih3 29 NA Shear pit} tQ4 Sh�ar(plij 9q rN)At A� Siiear{p7t) Ri Eaptr Rf Diapfr �1R6 Ft D►a I ,1 g8€ CIT Loas 4 Dleph I tits he w OT Lriad CJ f s Rf DiapEr A R6 FI Dia o. A., F6 CJT I F ITf Diuph t P. Di� aph ... CIT toad C i Rf DiaPh A R6 Rf blaph A R6 FI t)igh A F6 pl pia h �, F6 -..--- ..�t: CJT Lwzd CiT 3 GT Load CIT S Rf Oluph FI I _ GIT t Rani R eg is! CTl #;coati CTr S:, Floor f S Inft io tid` S 1ef1 � _Left 1 5e� IEsft lype t S$ left , p t ---: SecE, ► type. ba S kft Sc ale T e tro vw- } right _ Si1F rjpNj ri ht 5hedr(} tf ttht he3r(pli} ht She��r{pt rlht. lh�r(ptf) ri ;t S.hCq(ppb _ V Shsar{plij ShieaPipf� �" FI t?3ap)e If tf oyf i Doh d NUm FI Diapty lack?".I d v�tues a Fi Dle)Sta E I .$r than the #Isa �rancc Ft t7lapla ':.. 6v :�Ctianq.� Est FI Dlaph btoctred diaoerr ilni hr wdstE.ncar:ln8m R Cdaph. FI Dtaph rnn cn� ck'g�v etre-,. rnu u M . Ob�� FI 019 IN .��o`nWW?W'!l�,d?A9�1L7tlryAad�yp�,�pN��y,�hiiMq�L�u�eVa9f'aefropgl¢�NGyWpp�i Who sure.fb t�;ti�a�� .:::: .... WHJI:A1W!N4`�,sna s . �s ©� deg.. I a Ire (t U �� �Jt qts 'J • j, DW 6 dVEIM71W ��> ra `Gtou .._... �' ... ...> i I Ril+ssed.. Lateral Lobi Analysi�4s Jab, .EF�61V Il b�illii mq 1f7c3v 1 �rrserAlA (,31i.tfalVVe7 ®vsit4ur it�auatiprn ie(>e I -L4 Al � 04.2 Aftfividl fOisurs lI ant tr>Icil ®����ti�t�! �C� ��u� t��rt�p�!i����t� �o�� �al�Idli�ilr�� cif ert� i� d i�ta���i��gs. �. Rrote f IVrti �l i rid i u 'art : 4e or hoofed uIldira 9 H1 11". Wind Loads for Bulld1h9s well ' -h4 A. lit �..CsR. ,10., Q t.2.. Z 11.6 11to i G rs t1.4 .. 0 p �� f�Own 1 • !.. p VIj"�(fy 4' . or(R,�;' 7 � a s ^ 1 3 FOroe: j q: 11 6' 40 Upliftai .37 $ 1: .: , 0 p w t►, a out.. .Q .•3.'s 1 2 ' :1.4 i.r NOW si ri '� j FsSr�e t o 2 SftCul W��1uesr�l t` i�Q of R4r�f ...: .. . Q Phj% in, Minus dut Otign Pot er�ive:lA °rr1 a!tq•ft: 4116 4. 0 t— Lt.6 � Mue`w}e5►�i�p!Wq+�!�py4ypypiFipsp�pjm'i�.Wtd. ; rri xirr3t�m t pi aur°re d r2f u #,x "? l a : Fpr'partialiy enal"Od bUildinga # ?4 i7.4� O.A {�Ct p ala o.i, carp is�;hus 0.4. rip fo f$EtSo 0100.69-4t O' l0 0 < a 10 '90 < 0 E i • a Fl ufa 1608i2t HIl4 Raaluc�a GCp t °,& wii n a < 10 CCp -14 •,t a �/eti�t9c"Rl YL l�,.seasds for Monotl6 e i oaft E of Rod 0,5 r rj,, ROO1806,�f rz 3 -tat 30 2� 4 �. 1 a Ni, i tt t O ' 2Q .1 UC Wor (Jvert ny t inGlut uP cf 6RedMe C 10% It 4'i- < g �tifct* ftJj Area a4A. 4f both upw F6 towet aurfa�rx� t:(t��tivc 1Mnd � a (aQr .j 3see!^lgtirfa.1(b6:2b t' Mope 9rb +r De er s: :..: iFRg re 9i3d6.R( �+i0n lope R00% 1.0-< 9 < 36 66grees . • .per' .. -�., - .16 -a:A :. -L4 Al � 04.2 -h4 A. t.2.. Z 11.6 rt: t1.4 .. 0 f�Own 1 • 0,4- 4' . or(R,�;' 7 r FRtiI�e160t k: Fkp.fdar 960 FOroe: j q: 11 1 Et 16 v. 13; g8 NOW '� 1. b41wa *O for, �1CIA64(ii g11it�R�Y3 � r� "� 2 SftCul W��1uesr�l t` i�Q tea ar? ec�l;u�t�aut ...: .. . to UBS fial� 1frN er�ive:lA °rr1 a!tq•ft: iocvalu rp�,C tryttrtre-16069@ ;t d.pttir to AVryM � Mue`w}e5►�i�p!Wq+�!�py4ypypiFipsp�pjm'i�.Wtd. E of Rod 0,5 r rj,, ROO1806,�f rz 3 -tat 30 2� 4 �. 1 a Ni, i tt t O ' 2Q .1 UC Wor (Jvert ny t inGlut uP cf 6RedMe C 10% It 4'i- < g �tifct* ftJj Area a4A. 4f both upw F6 towet aurfa�rx� t:(t��tivc 1Mnd � a (aQr .j 3see!^lgtirfa.1(b6:2b t' Mope 9rb +r De er s: :..: iFRg re 9i3d6.R( �+i0n lope R00% 1.0-< 9 < 36 66grees . • .per' .. �. COPY of Document Recorded AND WHEN RECORDED MAIL TO: * 25 -Oct -2002 2002-0056899 BUTTE COUNTY BUILDING DIVISION Has not been compared with 7 COUNTY CENTER DRIVE original OROVILLE, CA 95965 BUTTE COUNTY RECORDER AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment -to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: Date 8 2 � J State of Calif ni� ) . County of ) 01 be€ore. mg, personally appeared 4 &&. 4 I personally known to me (or proved to 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 that his/her/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, Of uted the instrument. WITNESS my han official seal. Signature A.P. # :... W.J. GULLING Seal: COMN ARY pit B*�BUTTE 1274797 MA COUNTY Comm. Expims Sept. 20, 2004 Z7 Order No. 208328 EXHIBIT "ONE" PARCEL I: LOT 31, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "ROCKY BLUFFS SUBDIVISION, PHASE -1-7, WHICH MAP WAS RECORDED IN THE.OFFICE''OFTHE. : RECORDER OF THE COUNTY:.OF. BUTTE; STATE OF. CALLFORNIA, ON .JULY 14 2000, IN BOOK 150 OF MAPS, AT PAGE(S) 7, 8, AND 9. THIS DEED IS MADE AND ACCEPTED UPON THE COVENANTS, CONDITIONS AND RESTRICTIONS AS SET FORTH IN THAT CERTAIN DECLARATION OF RESTRICTIONS RECORDED DECEMBER 21, 1992, UNDER BUTTE COUNTY RECORDER'S SERIAL NO. 92-58192 AND ANNEXED AUGUST 14, 2000, UNDER BUTTE COUNTY RECORDER'S SERIAL NO. 2000-31479, BUTTE COUNTY, CALIFORNIA; 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. PARCEL II: A 6 FOOT FENCE EASEMENT OVER LOTS 10 AND 11, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "ROCKY BLUFFS SUBDIVISION, PHASE I", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON NOVEMBER 13, 1992, IN BOOK 126 OF MAPS, AT PAGE(S) 60, 61, 62, 63, 64 AND 65..... PARCEL III: THOSE CERTAIN STORM DRAIN EASEMENTS OVER LOTS 12, 13, 14 AND 15, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "ROCKY BLUFFS SUBDIVISION, PHASE I", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON NOVEMBER 13, 1992, IN BOOK 126 OF MAPS, AT PAGE(S) 60, 61, 62, 63, 64 AND 65. PARCEL IV: A MAIL BOX AREA EASEMENT OVER LOT 1, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "ROCKY BLUFFS SUBDIVISION, PHASE I", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON NOVEMBER 13, 1992, IN BOOK 126 OF MAPS, AT PAGE(S) 60, 61, 62, 63, 64 AND 65. PARCEL V: NON-EXCLUSIVE EASEMENTS FOR INGRESS, EGRESS, SUPPORT, STORM DRAINAGE, WATER SYSTEM AND SEWERAGE SYSTEM OVER COMMON AREA LOTS A AND A-1; AS SHOWN ON THAT CERTAIN MAP ENTITLED, "ROCKY BLUFFS SUBDIVISION, PHASE I", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON NOVEMBER 13, 1992, IN BOOK 126 OF MAPS, AT PAGE(S) 60, 61, 62, 63, 64 AND 65. PARCEL VI: A NON-EXCLUSIVE EASEMENT FOR THE INSTALLATION, REPAIR, MAINTENANCE, MONITORING AND REPLACEMENT OF SANITARY SEWER FACILITIES AND APPURTENANCES IN, OVER, ACROSS, THROUGH AND ON, INCLUDING THE RIGHT 2 Ordee No. 205328 OF ACCESS TO FACILITATE ALL OF THE ABOVE, OVER THE FOLLOWING DESCRIBED - REAL PROPERTY: COMMENCING AT THE NORTHEAST CORNER OF SECTION 3, TOWNSHIP 21 NORTH, RANGE 2 EAST, M.D.B. & M., AS SHOWN ON THAT CERTAIN MAP, RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON SEPTEMBER. 14, 1976; IN BOOK 56 OF. MAPS, AT.PAGE(S).64; THENCE SOUTH. .00 DEG.. 40' 55" EAST, 701-4.1 FEET ALONG THE EASTERLY LINE OF SAID SECTION 3 TO THE NORTHERLY LINE OF THAT CERTAIN REAL PROPERTY DESCRIBED IN BOOK' 1502, PAGE 189, OFFICIAL RECORDS, AS SHOWN ON SAID MAP; THENCE LEAVING SAID SECTION LINE, NORTH 57 DEG. 14'00" WEST, 439.19 FEET ALONG SAID NORTHERLY LINE; THENCE CONTINUING ALONG SAID NORTHERLY LINE SOUTH 62 DEG. 36'00" WEST, 670.00 FEET TO THE TRUE POINT OF BEGINNING OF THE HEREIN DESCRIBED PROPERTY; THENCE LEAVING SAID POINT OF BEGINNING AND SAID NORTHERLY LINE SOUTH 64 DEG. 37'21" WEST, 20.14 FEET; THENCE NORTH 25 DEG. 00' 00" WEST, 1.45 FEET; THENCE SOUTH 68 DEG. 45' 11" WEST, 405.72 FEET; THENCE NORTH 25 DEG. 00'00- WEST, 332.49 FEET; THENCE NORTH 01 DEG. 18'00" WEST, 228.89 FEET; THENCE SOUTH 54 DEG. 43' 18" EAST, 50.00 FEET; THENCE SOUTH 74 DEG. 02'40- EAST, 280.00 FEET; THENCE SOUTH 40 DEG. 45'00" EAST, 356.39 FEET TO THE POINT OF BEGINNING. PARCEL VII: A NON-EXCLUSIVE EASEMENT 30 FEET IN WIDTH FOR INGRESS AND EGRESS OVER THE FOLLOWING DESCRIBED REAL PROPERTY: COMMENCING AT THE NORTHEAST CORNER OF SECTION 3, TOWNSHIP 21 NORTH.,.. RANGE 2.EAST, M.D:B. & M., AS SHOWN ON THAT CERTAIN MAP, RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON SEPTEMBER 14, 1976, IN BOOK 56 OF MAPS, AT PAGE(S) 64; THENCE SOUTH 00 DEG. 40'55" EAST, 701.41 FEET ALONG THE EASTERLY LINE OF SAID SECTION 3 TO THE NORTHERLY LINE OF THAT CERTAIN REAL PROPERTY DESCRIBED IN BOOK 1502, PAGE 189, OFFICIAL RECORDS, AS SHOWN ON SAID MAP; THENCE LEAVING SAID SECTION LINE, NORTH 57 DEG. 14'00- WEST, 439.19 FEET ALONG SAID NORTHERLY LINE; THENCE CONTINUING ALONG SAID NORTHERLY LINE SOUTH 62 DEG. 36' 00" WEST, 670.00 FEET; THENCE LEAVING SAID NORTHERLY. LINE NORTH 40 DEG. 45'00" WEST, 356.39 FEET TO THE TRUE POINT OF BEGINNING FOR THE FOLLOWING DESCRIBED PROPERTY; THENCE LEAVING SAID POINT OF BEGINNING AND CONTINUING NORTH 40 DEG. 45'00" WEST, 54.65 FEET; THENCE NORTH 74 DEG. 02'40" WEST, 247.07 FEET; THENCE NORTH 54 DEG. 43' 18" WEST, 45.92 FEET; THENCE SOUTH 88 DEG. 42'00" WEST, 454.99 FEET; THENCE SOUTH 08 DEG. 40'00" WEST, 30.46 FEET; THENCE NORTH 88 DEG. 42' 00" EAST, 460.27 FEET; THENCE SOUTH 54 DEG. 43' 18" EAST, 50.00 FEET; THENCE SOUTH 74 DEG. 02'40- EAST, 280.00 FEET TO THE POINT OF BEGINNING. PARCEL VIII: THE RIGHT OF ACCESS TO FACILITATE THE INSTALLATION, USE, REPAIR, MAINTENANCE AND REPLACEMENT OF SANITARY PIPELINES OVER THE FOLLOWING DESCRIBED PROPERTY: A STRIP OF REAL PROPERTY FIFTEEN (15) FEET IN WIDTH, LYING TEN (10) FEET ON THE NORTHEASTERLY SIDE AND FIVE (5) FEET ON THE SOUTHWESTERLY SIDE OF THE FOLLOWING DESCRIBED LINE: COMMENCING AT THE NORTHEAST CORNER OF SECTION 3, TOWNSHIP 21 NORTH, RANGE 2 EAST, M.D.B. & M., AS SHOWN ON THAT CERTAIN MAP, RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, 3 ,_, , I Order No.. 208328 ON SEPTEMBER 14, 1976, IN BOOK 56 OF MAPS, AT PAGE(S) 64; THENCE SOUTH 00 DEG. 40'55" EAST, 829.98 FEET ALONG THE EASTERLY LINE OF SAID SECTION 3 TO THE SOUTHERLY LINE OF THAT CERTAIN REAL PROPERTY DESCRIBED IN BOOK 1502, PAGE 189, OFFICIAL RECORDS, AS SHOWN ON SAID MAP;. THENCE LEAVING SAID SECTION LINE, SOUTH 62 DEG. 35' 16" WEST, 622.00 FEET ALONG SAID SOUTHERLY LINE TO THE TRUE POINT OF BEGINNING OF THE HEREIN DESCRIBED LINE;:THENGE..LEAVI,N.G SAID. LINE, NORTH 66. DEG. .44,' 39" WEST, 52.39 FEET THENCE NORTH 45 DEG. 34.' 36" WEST,: 48.87.' FEET;. THENCE NORTH 48 DEG. -40' 56" WEST, 58.92 FEET;:THENCE-NOR TH 48 DEG. 13`3-1 " WEST, 31 A 0 FEET; THENCE NORTH 50 DEG. 34'20- WEST, 21.62 FEET; THENCE NORTH 46 DEG. 45' 22" WEST, 31.41 FEET; THENCE NORTH 51 DEG. 39'25" WEST, 67.04 FEET; THENCE NORTH 51 DEG. 10' 20" WEST, 120.63 FEET; THENCE NORTH 49 DEG. 42' 38" WEST, 112.83 FEET TO THE SOUTHERLY BOUNDARY LINE OF THAT CERTAIN REAL PROPERTY DEEDED TO THE COUNTY OF BUTTE MARCH 26, 1975, IN BOOK 1976, PAGE 114, OFFICIAL RECORDS, AND THE TERMINATION OF THE HEREIN DESCRIBED LINE. THE SIDELINES OF THE HEREIN DESCRIBED EASEMENT ARE TO BE EXTENDED OR FORESHORTENED SO AS TO INTERSECT THE SOUTHERLY LINE OF SAID PROPERTY DESCRIBED IN BOOK 1502, PAGE 189, OFFICIAL RECORDS AND THE SAID SOUTHERLY LINE OF THE PROPERTY DESCRIBED IN BOOK 1976, PAGE 114, OFFICIAL RECORDS. Assessor's Parcel No: 011-680-031 4 `'"%o^' r yr UUTTE - DEPARTMENT OF DEVELOPMENT SERVICES -'BUILDING DIVISION 7 County Center Drive a Oroville. California 95965 • Telephone (530) 5 -an t)I fto tRev 12/96) APPLICATION AND PERMIT 4 PEfty ops �:cs•ort•ArteatrVtA•ER o �01Mj BUILDINQ PERMIT AUG 2 72M a+�►�q►� Q LJ1' l7 R9? .Qp�'h SO. FT. OCC. BWI rerun f-' tAAaAw r--- COM111#4" '• nue AoCftXo COns TNUCTtoN UE Out LlMOERs wutsw AOOREis AAC-MELT OR ENOiNErn AACKT[CT OR rN0►MD1s wVUNO AOOREsf LOT No I sUBWGDMT hA USEOFSTRUCTURE SF Duplex ❑ Mobilehome ❑ Other TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Instalati Describe Work: 1 s UCCN6f n0 Fireplace Total Valustlon S Filing Fee Permit Fee Plan Checkin Fee S s S 20 • — Energy Plan Checking Fee $ Main Service ZM4 To 1006A 46.00 NEW COOL OWBAA.O ooCvv. OR AODM. a ACG• Kos. I 3.11tCNIM r° �3 •� a AP►AMTUe apowat O TL •ARCED tw PERMIT FEE S 3 0 .!0 PLUMBING PERMIT 5.00 Fling Fee 20.( 23.00 Each Trap 1 20.00 7.00 Solar or heat pum water heater 23.00 awE+csv Water piping -_C Each gas water heater or vent 15.00 n Gas piping system t • 5 outlets 15.00 ❑ Other, /�J Buldin rower 15.00 C to n/S� •Mobile dome S G W (jP20.00 SIR A "\I, seer; 4 # 044M iOC. &4+ ih�a Ce" /77, PERMIT FEE S , / 71/. 01 ELECTRICAL PERMIT ( Filin Fee 20.0 Main Service 0av LESS — 2" OptLESSLESS 23.00 Main Service ZM4 To 1006A 46.00 NEW COOL OWBAA.O ooCvv. OR AODM. a ACG• Kos. I 3.11tCNIM r° nOKAEs10. MULTI-OUTLBr Qc 7.50 AP►AMTUe apowat O TL Ex. Occup. OVn1T all nauRE• fa 1.O01 GAL Ex. Occup. OR QiO. 0 .!0 ouMED EA 5.00 I emporary Service 23.00 Mobile Home Facilities 1 20.00 PERMIT-- S O • C MECHANICAL PERMIT Fling Fee I 20.0; Heatin ` 1:3&V01 io le Cooling/ 30.0 - e Hood J I 8.50 1 z -," C7 PERMIT FEI: S Moble Home Installation Fee S Energy inspection Fee oo�T. "PE TOTAL FEE $ a , ' nA1 0. RB rYA /�qQ1 c0/ IARC I rO ,O i alit MOcc t This permit Is hereby Issued%nder the applicable provisions of the Butte County Code and/or Resolutions to do work Indicated above for which fees have been paid. By Date PERMIT EXPIRES ON t a \\ J APhROVE� \\ / Butte't ounty �� ,�(� 'F- \ W N At) q0/ .100 ENV/ROHMENTAL H440 -H/ SEP 0 51001 CHIC®, CALIFORNIA SITE PLAN REVIEW APPLICATION Date: (g— 2Z-02 AP# Permit Number (if applicable) ®2- 23 0 2 APPLICANT INFORMATION Parcel Size: ®� 96 A �_ Owners Name: W I LL) -I4 Yin D pq V I Owners Address: iP 0 f -10x LN 1 C O G A Telephone No.: 895— Situs 93—Situs Address: 2-L) (D Proposed Use: Residential New Single Family Residential ❑ Single Family Addition ❑ Mobile Home ❑ Residential Accessory ❑ Permanent Second Dwelling ❑ Temporary Mobile Home (Aunt Minnie) ❑ Temporary Travel Trailer ❑ Multi -family Non-residential ❑ New Commercial ❑ Commercial Addition ❑ New Industrial ❑ Industrial Addition Other ❑ Septic ❑ Agricultural Exempt Building ❑ Other: Brief Explanation (if necessary): ❑ Single Family Remodel ❑ Commercial Remodel ❑ Industrial Remodel ❑ Well n DO NOT WRITE BELOW THIS LINE DEVELOPMENT SERVICES INFORMATION (For Staff Use) ❑ Approved Conditionally Approved ❑ Resolve Problems Prior to Approval IN Site Plan Stamped Approved Page 1 of 5 ALL ITEMS CHECKED APPLY TO THE PROPERTY Parcel Is In: A ❑ 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: • Flood Panel No.: Ci 3 D C, Index Date: 6—a-36 ❑ Sacramento River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ Feather River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ North Chico Specific Plan (See Development Fees Section and attached standards and requirements) ❑ Chapman/Mulberry (See attached standards and requirements) ❑ Cohasset Area (See attached standards and requirements) ❑ Grading Zone (See attached handout) Use Requires: ❑ Use Permitil ❑ Minor Use Permit ❑ Administrative Permit ❑ Minor Variance ❑ Variance ---------------------------------------------------------------------------------------------------------- ❑ Detached Building Use Form ❑ Encroachment Permit ❑ Agricultural Worker Affidavit ❑ Agricultural Acknowledgement Statement Zoning: n — I 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 Side >G Side Street Rear f 5 3 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 A Applicable Development Fees: Standard Fees Amount Formula ❑ Fire, ❑ School* ❑ Parks/Recreation ❑ Roads ❑ Sheriff ❑ Drainage ❑ NCSP/CSA 87 ❑ Chico Urban Area = Road ❑ Thermalito Impact ❑ Other ------------------------------------- Subdivision Map Special Fees ❑ Water Tender Fj 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: ❑ No ❑ Yes Comments: ❑ Parcel Deemed to be legal ❑ Verify Legal Parcel ❑ Verify Legal Access ❑Provide Deed of Creation ❑ Obtain a Certificate of Compliance ❑ Obtain'a Merger ❑ Obtain a Lot Line Adjustment ❑ Comply with Old Subdivision Lot Ordinance (Maps recorded prior to Book 17 of Maps Page 23). ❑ Construct road to: ❑' Meet Parcel size required by zone ❑ Meet current Environmental Health Department requirements Page 3 of 5 Subdivision Map/Parcel Map: Q OCtZ Map Date of Recording: Lot: Z 1 ❑ Use Permit/Minor Use Permit Permit Number: UH Z Book: Page: Date of Approval: Comply with the following Conditions of Approval: I)T-j"-A UA (;EID I j ❑ 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 r6quirements of the California Clean Air Act of 1988, as amended. ❑ Provide an erosion control plan for building and land disturbance on slopes steeper than 30%. 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. ❑ A plan prepared by a certified arborist, botanist or landscape architect that shows the existing on-site mature trees, located in any area proposed for buildings and vehicular access, and provides for methods to protect the trees identified to be preserved, shall be provided to and approved by the Planning Division prior to the issuance of building permits and/or prior to grading or vegetation removal. The removal of mature trees shall be minimized, where possible. A mature tree shall be defined as a tree with a trunk measuring 4 inches in diameter, 4 feet from ground level. Mature trees removed shall be replaced on a 3 -to -1 ratio, utilizing existing oak tree stock. Each tree to be preserved shall be surrounded by a circular zone (minimum 40 -foot radius) identified by an orange fence during construction activities. No vegetation removal, soil disturbance, or other development activities shall occur within the fenced area. ❑ 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. Page 4 of 5 NOTES 1. THIS ADDITIONAL INFORMATION SHEET SHOWS ADDITIONAL INFORMATION, IS FOR INFORMATIONAL PURPOSES ONLY DESCRIBING CONDITIONS AT THE TIME OF FILING AND IS NOT INTENDED TO AFFECT RECORD TITLE INTEREST. 2. THERE SHALL BE A 10 -FOOT RADIUS NO DEVELOPMENT ZONE AROUND ALL SIDALICIA ROBUSTA PLANT. NO DEVELOPMENT SHALL MEAN NO LANDSCAPING, SOIL DISRUPTION, VEGETATION REMOVAL, PLACEMENT OF DECKS OR CONSTRUCTION OF ANY KIND. THE INTENT IS TO LEAVE THE LAND IN ITS NATURAL STATE. AS AN ALTERNATIVE THE PLANT POPULATION MAY BE RELOCATED WITH APPROVAL FROM THE CALIFORNIA DEPARTMENT OF FISH AND GAME. 3. NATURAL VEGETATION WILL BE RETAINED IN THE NO DEVFLOPMENT AREA. IT SHALL BE RETAINED ELSEWHERE ON THE PARCEL WHERE FEASIBLE. ALL TREES OVER 6 INCHES IN DIAMETER, AS MEASURED 2 FEET ABOVE GRADE, SHALL BE RETAINED UNLESS THEY ARE DISEASED OR REMOVAL IS NEEDED FOR ROAD PURPOSES OR HOME CONSTRUCTION. 4. CONSTRUCTION SITE PREPARATION AND SOIL DISRUPTION SHALL BE LIMITED TO THE DRY SEASON, MAY THROUGH OCTOBER. 5. THERE IS A 50 -FOOT BUILDING SETBACK LINE FROM THE CENTERLINE OF OSPREY CIRCLE AND THE CENTERLINE OF EAGLE NEST DRIVE. 6. ON LOTS #11 THROUGH #24, SOIL CUTS AND FILLS OUTSIDE OF THE BUILDING FOOTPRINT AREA SHALL BE LIMITED TO 3 FEET EACH. THE DESIGN OF THE BUILDINGS SHALL CONFORM TO THE NATURAL TOPOGRAPHY OF EACH LOT TO MINIMIZE THE REQUIRED CUTS AND FILLS. 7. IF A DEER HERD IMPACT FEE (S) IS CURRENTLY IN EFFECT, IT SHALL BE PAID PRIOR TO THE ISSUANCE OF BUILDING PERMITS. 8• BUILDING FOUNDATIONS/ FOOTINGS SHALL BE DESIGNED BY A REGISTERED CIVIL ENGINEER OR LICENSED ARCHITECT. Iso - 7,y ADDITIONAL '7-1 q-- 60 INFORMATION SHEET kOCKY BLUf fS SUBDIVISION PHASE 2