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HomeMy WebLinkAbout018-040-015- Df, 7 , Cot -7t5-015 d 011-710-015 PERMIT#97-1067 NETTLETON, Steve & Kathy �(�5 Falcons Pointe Dr., Chico �{izai New Single Family r-inUl�l��) 011-710-015 PERMIT#9$-1929 NETTLETON, Steve & Kathy 165 Falcon's Pointe Dr., Chico New Pri Garden Shed" 011-710-015 02-1370 " NETTLETON, STEVE ie 165 FALCONS POINTE RD CONT: AL VIAL IN LED 25' FLAG POLE 6 Z� UL ' d 16-04-0-0is -- .. &I�( rvrav�� Shcar 3 NorthStar Civil Engineers . Surveyors Chico, California 111 MISSION RANCH BLVD., SUITE 100. CHICO, CALIFORNIA 95926 PHONE: (530) 893-1600 FAX: (530) 893-2113 WEB SITE: www.northstarenQ.com NorthStar Engineering expressly reserves its common law copyright and other property rights in these plans, including the principles of design. These plans are not to be reproduced, changed, copied or loaned in any form or matter whatsoever, nor are they to be assigned to any third party without the expressed written consent of NorthStar Engineering. They are also not to be used in any manner that may constitute a detriment directly or indirectly to NorthStar Engineering. Acceptance of these drawings is an agreement to these terms. 3C'CI-oS(o3 BUTTE COUNTY PIPE COLUMN BY UNIRAC BUILDING D!V IS101\ EMBED TO BOT. OF FTG. AIPPROkt) o9 P. 1-k TERMINATE BAR IY W/STANDARD HOOK J U CONCRETE PER SECTION 3 ° B OF THE GENERAL NOTES UNDISTURBED SOIL Z a'a- (. I I I ° I (4) - #4 REBAR EVENLY SPACED AROUND z — FTG. AT 3" CLR. FROM SIDES. EPDXY INTO SOLID BEDROCK / LAVA CAP W/SIMPSON "SET22" SPECIAL INSPECTION IS REQUIRED FOR EPDXY. 2'-0" DIA. SOLID ° BEDROCK/ • LAVA CAP _ G DRILL (2) HOLES THRU / �e QsoBOTTOM OF PIPE AND RUN R q�F (2) #4 REBAR THRU HOLE & ° i CENTERED ON PIPE AS �. . cn C70854 � a SHOWN * Exp. 6/30/11 a `Pl,4l C/Vl\.?� F of CB b 6 •oq DETAIL NAME DESIGN: SRT FOOTING AT BEDROCK / LAVA CAP CHECKED: MEM AD -1 • PROJECT NAME DATE: 06-15-09 JOB NO: 08-087 CHICO ELECTRIC - NETTLETON SCALE: N/A 1_ L Co �Y Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX SPECIAL INSPECTION NOTE For Building Permit # B©9 0 S 6 3 , Assessor's Parcel #o o 4-0 01 Structural Tests & Special Inspections - 2007 California Building Code Chapter 17: In addition to the inspections required by Section 109, Appendix Chapter 1, the owner or the Registered Design Professional acting as the owner's agent shall employ one or more special inspectors who shall. provide inspections during construction on the types of work listed under Section 1704. The special inspector shall be a qualified person who shall demonstrate competence, to the satisfaction of the building official, for inspection of the particular type of construction _ or operation requiring special inspection. Duties and Respor4sibilities of the Special Inspector: 1. The special inspector shall observe the work assigned for conformance with the approved design, drawings and specifications. 2. The special inspector shall furnish inspection reports to the building official and the engineer or architect of record. All discrepancies shall be brought to the immediate attention of the contractor for correction, then, if uncorrected, to the proper design authority and to the budding official. 3. The special inspector shpil submit a final signed report to the Butte County Building Division stating whether the work requiring special inspection was, to the best of his or her knowledge, in conformance with the approved plans and specifications and the applicable provisions of this code. 4. The special inspector shall advise the contractor that Butte County Building Division inspections cannot be delegated to him or her, so bspections must also be made by the Butte County Building Division. 5. Any change in special inspection funis made atter permit issuance shall be approved by the Butte County Building Division prior to the new firm performing any inspections. 6. Special inspections are � addition to the regular inspections performed by the Butte County Building Division. Butte County inspection approval and sign .off is not to be construed as authorization to proceed with work which obscures, covers or otherwise prevents proper special inspection. Special Inspection is. required for the following items:. ❑ 170.4.3 — Steel Construction !'( 1704.4 — Concrete Construction OCL i�l O C�? S ❑ 1704.5 — Masonry Construction ❑ 1704.6 — Wood Construction (High Load Diaphragms) ❑ 1704.7 — Soils ❑ 1704.8 & 1704.9 — Pile & Pier Foundations ❑ 1704.10 & 170!}.11 - Fire Resistant Materials ❑ 1704.12 — Exterior Insulation and Finish Systems (EIFS) ❑ 1704.13 — Spegjal Cases (as determined by Building Official) ❑ 1704.14 - Smoke Control Systems Name of Special Inspe9tion Company: 14 0 F -T tkS T A R 1ffN G 1 %JEMR 1)%L& sooty Tv%2.v4Q%)i Sr, P.F.. RESIDENTIAL 011-710-015 PERMIT#97-1067 PERMIT N NETTLETON, Steve & Kathy %GS Falcons Pointe Dr., Chico S PERMIT Ell New Single Family OWNER \ 01 CONTR. O 9 6 ASSESSOR PARCEL LOCATION F 1.' r g66i P� 2� v�c'e L KL.� ►.�5�c�- I L o LD •t OFFICE COPY Address E Temp. Power F Called PG GASMeter By Date — ELECTRIC, t� Temp. Elec. Se � Meter By — DatK�"��-- f Called PG&E Temp. Gas Ser Called PGI JOB FINALED Signature V ,. OK O = Not OK Not = NotAReadY ole --' L40BILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 1. Zoning Requirements - Setbacks - Easements 2. Soils; Special MH Support Sketch 3. Sewer Location-TesWall-C/0-Concrete 4. Water, Location -Test -Easement Needed (Sketch) 5. Electricity; Locadon-Clearances-Grad-/ /Amp -Concrete 6. Gas; Location -Test -Wrap; / ^A MISCELLANEOUS Date DECKS, COVEFA, C ATS, OARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; SoilsSiza-0epthSpacing-ConnectorsStod ' 3. Decks; Girders and/or Joists-Decking-Bracoy-stairs-Rails 4. Wood Awn.; Posts-Beams-Rftrs.-Connectors Shthg.4Ug.-Bracing 5. Alum. Awn.; Columns-ConnectionsSplice-Decal-Enclosures 6. Carports; Windows -Doors ' 7. Electric - 8. Frrng..; Sils-AnchorsStuds-Rttrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg- Roofing 11. Ext; Staps-DoorsLandings 12. Braced WaII.Panels / /Nat. or/ /`LYL/ /LPG Date 7. Well Clearance & Disconnect Date 8. Utility Clearance Date POOLS (Pians) OK except #'a c 1. Setbacks -Easements Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements- Setbacks Easements 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test-DernanclWake-Connector 4. Electricity; MH Test-Crossovem-Breakers-Clearances S. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. Date 10. Exits; Insp.-Sketch Date 11. Cert of Occupancy 12. Permanent Foundation Only: License Decal Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 MISCELLANEOUS Date DECKS, COVEFA, C ATS, OARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; SoilsSiza-0epthSpacing-ConnectorsStod ' 3. Decks; Girders and/or Joists-Decking-Bracoy-stairs-Rails 4. Wood Awn.; Posts-Beams-Rftrs.-Connectors Shthg.4Ug.-Bracing 5. Alum. Awn.; Columns-ConnectionsSplice-Decal-Enclosures 6. Carports; Windows -Doors ' 7. Electric - 8. Frrng..; Sils-AnchorsStuds-Rttrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg- Roofing 11. Ext; Staps-DoorsLandings 12. Braced WaII.Panels Date Card 8-1 Date Card B-1 Date Card B-1 Date Card B-1 Date POOLS (Pians) OK except #'a c 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pod Structure; Sted-Connections-Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance -GR S. Elec.; Pod Lighting; 15 Volts-GFl 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5 -Circulating Equip. -Heater 8. Elec.; Grounding; Equip, w/3 Circulating Equip. -Pod Lghtg. Boxes-Enclosures-Panelboards4ns. 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 ✓ = OK O = Not OK - = Not Applicable * = Not Ready Date \..lei / RESIDENTIAL (Single & Duplex) except #'s Gmd.-/ C Soils-Steel-Elec. Gmd/ P Ftg. Depth 1 ( ✓ . tg. Porches & Decks; Soils -Steel-/ N Ftg. Depth 5. Stemwalls, Main; Steel-Blockouts-Wrapped Stemwalls, Garage; Steel-Blockouts-Wrapped 6a. Hold Downs and Special Anchors 7. Slab, SteelAMrapped 10. Piers -Fire ce Ftg.Steel Fall -Fitting -Test -2 Way C/O -Sewer Test 0. UF. Gam; Size Anchors - Yard Gas Piping; Size Test 1 LW er Pipe; Test -Anchors -Regulator -Service Test 12. IMm ,1 . it 1 s -Anchor 1 ccess &Ventilation q — 16. Insulation ' Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except #'s >ater Htr:; Vent -Access -Combustion Air Baffle �1 ter Pipe; Test & Anchor -Nail Protection W.V.; Test Fittings & Anchor -Nail Protection 0. Shower Pan; Test, First Floor -Tub Access 21. Test Tub & Shower, Second Floor -Tub Access AXXI 22. Gas Pipe; Sixe & Anchors Date c Card B -1L,' Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK ex ixture & Transformer Clearanckins. Prot Elec. Receptacles Spacing -Lights & Switches at Doors Size Boxes & No. of Conductors Stapled F3pmex Installed Close to Edge of Studs & C.J. 7. Etc sip. Ground made up w/Mech Fastners-Bond Gas & Water 1l._ --Appliance Circuts in Kitchen & Conductor Size GFI 2.4�6ubfeed Wire Size / / ga. Cu or AI-A.C. Wire Size / / ga Cu or Al Ran a Circ. / / ga Cu or AI -Oven Circ. / / ga Cu or AI sulated Neutral 0 Yes 0 No 31. Service -Riser Conductors & Ground -Main Disconect . Equip. Clearances Panels-Motors-Mech. Epuip. • clothes Closet Light -Shower Light -Spa Light . Smoke Detector Dante Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s A.C. Ducts Insulation & Support /Vent Fan, Exhaust above insulation Condensate Drain & Overflow, Size & Grade 36. Lumance-Vent Access -Comb. Air -Return Air Vent 115 outlet 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 (Plans) OK except #'s pe�s Proper Materials & Anchors IIs Studs -Nailing Spacing & Braces -Plates -Sound 2.PeSring Walls over Girders & Floor Nailing Draft Stop in Walls (rat proof) ire Stops, Furred Ceilings -Stairs -Chasers -Tubs 45 eaders & Beams -size & Bearing c, V' Date FRAMING (Continued) angers -Post Caps -Anchors -Connectors ,41-0!ng. Joist-Rftr. Ties-Purlin-roff Brac.-TrussShting: Rfng. Fireplace Ties r lue-Fireplace Throat clearance 4@�Attic ss; Size & Romex Protection -Draft Stop -Ins. Baffles nn. Windows or Exiting Doors -Sill Hgt. & Dimensions Garage Fire Protection Framing 2. Property Line Firewall & Openings Ext. Doors -One 3 -Check Garage 3rd Story, 2 Exits 34' Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 56. -Si ing-Nailing Veneer JS7!9Tucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 66'-G-Iazing Area -Glass Protection -Skylights -Plastic 59 -Shear Walls; Nailing -Bolts Brace Interior / Exterior Wall Panels XA-In-sulabon-Walls-Ceilings 62. Infiltration -Walls -Windows 1 Date Card B-1 6t60Qk.VDate Card B-1 Date ` ` Card B-1 Date Card B-1 Date, -ANAL (Plans) OK except #'s eps-Door & Sidelight Protection -Landings Smoke Detector 65. Furnace; Vents -Clearance -Comb, Air-Conector In rage; Above Floor-Ducts-Mech. Protection Bedroom Exiting §Art,Fj. & Bath Fixtures & Tub Access -Spa ,6a-'F_Iec. Trim & Subpanel, Breaker Sizes & Labels fairs & Rails 7Oe-IFir ace or Stove, Clearance -Hearth 7 t1e: Outlets at Wood Panel, Int. & Ext. ZKit. Fixt. & Appliance; Ground. -Air Gap -Cooking Clearance 7,2.' Elec. Outlets & Recepticales at Kit. Counter 7 A.C. Duct in Garage -Damper Q,Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. Above Floor-Mech. Protection 77. Plb., Elec. & Mech. Equip. Listed for Location /17V Elec. Receptacles in VZ,_,;7(G_Fahomex Protection 779. Insulation -Foam -Looked in Attic ��uard rails & Deck Construction -Post Caps 81'." Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor 0 Yes Following Instld./Drive 0 Yes 0 No/Walks 0 Yes D No/Planters Yes 0 No Eg/,$tucco Brown -Finish . A.C. Unit Disconnect, Electrical -Plumbing ,WVents Above Roof, Pibg-Appliance-Fireplace-Clearance to Openings 8�ilWater Well, Disconnect, Electrical, Plumbing yExterior Elec. Trim, G.F.I. Receptacle -Underground Ventilation Throught House 899,Glass Protection 99r­<orrections from Previous Inspections FYGas Test -Meters Tagged, Gas -Electric pr -Water & Sewer Connected -C/O to Grade -HD Approval ® Energy Compliance Certificate -Other Certificates Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: 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 CORRECTION NOTICE No f-f/e-ry -Al � 7 -/0-6 � ER 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 quesiions pertaining to this matter, or need additional explanation, please contact this office i ediately. IQ� v I . (54e r �r -'4 Date /7 Inspector REV 10/92 f Y' COUNTY OF BUTTE BUILDING DIVISION' DEPARTMENT OF DEVELOPMENT SERVIG_ES , 1469 Humboldt Road, Chico, CA - (916) 891-2751 7 County Center Drive, Oroville, CA - (916) 538-7541 747 Elliott Road, Paradise, CA - (916) 872-6307 CORRECTION NOTICE /tea,/ 2 7 rah -2 17, OWNER PERMIT NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected. Please notify this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. C0",AW071Q.J e�cOi,JC �"C� �Q�r7Qi CfA�1% S —^T arc f �3 Date & Z fA5 Inspector REV 10192 4 COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION ,7 County Center Drive - Orovilie, California 95965 - Telephone (916) 538-7541 PERMIT N0. (Rev. 12/46) APPLICATION AND PERMIT �-10 ASSESSOR PARCEL 6BE U ZONING BUILDING PERMIT OWNER D^/ TELEPHONE 3 SQ. FT. OCC. BUILDING VALUATION OWNERS MAILING ADDRESS C�170 5738 - 3 309,852.00 1437 y 25,866.00 CONTRACTOR' NAMETEL HONE' 1664 C. 91 -619-00 CONTRACTOR'S MAILING ADDRESS CONSTRUCTION LENDER LENDER'S MAILING ADDRESS Fireplace _ Total Valuation $ Al iso nn ARCHITECT OR ENGINEERLI LrmnlL .tel CENSE NO. Filing Fee $ 20.00 Permit Fee $ 1553.00 ARCHITECT OR ENGINEERS MAILING ADS by Plan Checking Fee $ 1009.45 BUILDING ADDRESS Energy Plan Checking Fee $ 23.00 /l�S �/cons /moo •%rte $ PERMIT FEE t 2605.45 LOT NO SUBDIVISION'S NAME O � PARCEL. MAP pH2 PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF ❑( Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 2C 7.00 140.00 Solar or hest pump water heater 23.00 Water piping 15.00 15.00 Each as water heater or vent 15.00 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: 3 BEDROOM S/F W/ATTACHED GARAGE Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 15-00 Mobile Home ISI G W1 @20.00 PERMIT FEE $ ELECTRICAL PERMIT Fling Fee 20.00 Main Service 20.A OR LESS 23.00 93,00 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, ( g ) and my license is in full force and effect.P 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. 9/1, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service 200A To 1000A 46.00NEW CONST. DWELLING OCCUP. OR ADDNS. ( 6 ACC. BLDS. SO 3.5¢FT. 251.10 NEW CONST. MULTI.OUTLET NON•RESID. I CU 97.50 OWER APPARATUS a SINGLE OUTLET CIR. Ex. Occup. OUTLET OR FocruREs Bn� x'.50 Ex. Occup. OUIxTLE�DSPR OR EA. 5.00 Temporary Service 23.00 9,1 Mobile Home Facilities 20.00 Misc. Wirina 23.00 PERMIT FEE $ WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE $ 131.00 Policy Number (The above sections need not be completed if the permit is for work of a valuation /6f one hundred dollars ($100) or less.) 0 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 fort ith comply with those provisions. X _ Frf ____ Date ;? ?7indic Signa ure of Applicant - w❑ 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 $ 46.00 Occ CONST. TYPE VNT TOTAL FEE $ / HAZ. D. FE IMP �. FLo9D cD PgRc PD HD ISSUE This permit is hereby issued under the applicable provisions of the Butte County Code a d/or Resolutions to do work d above for w ' h fe have been paid. By Date /Q / PERMIT XPIRES N / �U Date ReceiptNo. 221947 - 1023.45// Q a WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD APPLICANT ,. �. j a •n. ......•1 i�V Iii-;. 71Ri..�7^�tI ,•'~t,� •cif -4- (+. ...b�+.�i.---+-c. COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 4 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (916) 538-7541 PE"IT APPLICA TION DA TA SHEET OWNER:i/Fr.� TiJ /'YF %J7h-T .✓ ASSESSOR PARCE ER: ©1 -7 10- �j Proposed Building Use: Building Inspector: Date: a , At time of permit application, I was advised the follo • g data must be submitted prior to permit processing and/or issuance: ------------------------------------ Date Received By ❑ 1. All items have been submitted .---------------------------=--------------------- ❑2. Plot plans, 3/4 sets, signed by the preparer of plans. 113.Complete lans, 3/4 sets, signed by the preparer of plans. ----------------------------------------------------- . 04. E plans, 3/4 sets, with wet signature on plans. All engineering must be shown on plans.-------- eered truss details and layout in duplicate (required prior to plan review) No faxes! ------------------ rgy Design Compliance and supporting documentation. ----------- ---------------------------------------- Statement of Intent for Non -Heated and A/C Buildings. t7 aOA6.& -.Q_b�y-,�-sem. a� (i►``y ❑ 8. Hazardous Material Form. ----------------------- ------------------------------------------------------------------- ❑,9. Manufactured Home data and installation instructio d ng Tie Down ifications------------------- ------�.----------- F of $ - k --------------------------------�`— �. dm�pact fees a° shown on the attached schedule.MkT-- -- n alifornia Department of Forestry plan approvaU s: -T-------------------------------- 1113. ----------------- ------ ❑13. Flood elevation certificate. ---------------------------------------------------------------------------------------- �q Sanitation and plot plan approval a, 2 Health Department. ------------------------------------------- 5. .City of Chico plumbing permit. ----------------------------------------------------------------------------------- ❑ 16. Plot plan and business license approval from the City of Biggs. ---------------------------------------------- ❑ 1,7. Planning approval for (A) Use- (B) Parking: __________________________ ontacLand Development about ❑ Improvements, E3VEncroacDrainage, Legal Parcel. ----------------------- hmentnt Permit for driveway (construction approval prior to occupancy). ---------------------------- 020. Pre -inspection for required. Request to Building Inspector on (Date) 021. Contractor's license information. (Number, Name Style, Classification). ------------------------------------ ❑22. Workers' Compensation carrier and policy number. ----------------------------------------------------------- ❑23. Owner -Builder Verification (Given to owner ❑, Mailed to owner 11) - -------------------------------------- ❑ 4 tterof signature authorization. -------------------------------------------------------------------------------- or ded copy of Agricultural Acknowledgment State ent.----------------------------------- —------------ �1' 6 Utter of intent on building use. 1127. Manufactured Home utility clearance.--------------------------------------------------------------------------- ❑28. Existing violations and/or expired permits. ------------------- 029. 13433 A, ❑Grant Deed, ❑ M.H. Title, ❑ Check to H.C.D $ I ❑30. Other: _______ 7n you issu the ermit rocess as follows 11 Mail to owner, ❑ ail to contractor. Telephone 9 - 3 13 and hold for pickup at O—KkAfZ�) office. ❑ Deliver with- inspector. r ApplicanSiPollution Date: Copy of Haz-Mat form sent ❑ Health Department, ❑ Fire Department, ❑ Date:_ By: Copy of plans sent ❑ Health Department, ❑ Fire Department, ❑ Other: Date: By: 1. Index permit application for the above items numbered: IV 1v, ❑ Plan Check List %��f • � . :�u - � :. \� �� '-mow" ��_ +aTit�)Y�'ai �.�. - -- _� - ���' Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Buildiniv' io counter, by Date: Plans reviewed by: Date: - Plans approved by: Date: Sets of plans on hold in ❑ Plan Cabinet, ❑ A.P. folder. Note transfer by: Date: Yellow Copy - Department of Development Services, Building Division. r TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance E.H. USE ONLY Plot Fl= amchaa Yes Ploy Plm nttwa Yes Sent to B.D.-5(-62!?i oh LOT /¢ Tq/.IM J /'QinT %/D -Q/5 Owner Location APIs Plan Approved for: Sewage Disposal ,/ Clearance for. 1' bedroom mobile home. Other Water Supply: Public Private Well d t Hold final for: s u.�1 ! GY_ L?", Adaow All. Final clearance O.K. for: NOTE: l Fys> S --2G-97 EnvirelimeR& Health Specialist Date RM ` .•/r�,� 3FGvi�"'�r��7•`'�l�M�';�R'1'y.r'i�Y,.�.�"'+r-h'P�A��:c�...Mg7tr••y'},�'F•knAir�ra�ie3l"�i2iF�G�'h'qtr°nSi'y"w.'i�7Pai%'y"'-.nr�ro.n.,yl..,;.:,,k(a;..raa..w•y��L.w }+r.:n--.�+.n.s. ...... �, _r a COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION' ` 7 COUNTY CENTER DRIVE, OROVILLE. CA 95965 'TELEPHONE (916) 538-7541 SCHEDULE OF FEES DUE +0WNER��= A. P. # I I 'y PROPOSED BUILDING USE _ e� DATE REC # DATE REC 1. 5ALDING PERMIT FEES -balance Due ................ $a10�� / �S Additional Fees Due ........... $ -- Additional Fees Due ........... $ ORevised Plan Checking Fee ....... $ ✓2. SCHOOL DISTRICT FEES (paid at District Office) 4 3. SHERIFF FEES (paid at Building Division) Residential ........ x $360.00 = $-'D6 g-94A7�— 0,r)-nA/ Units 666 ttl Commercial (sq.ft.)... x $0.03 = $ Sq.Ft. URBAN AREA FEES (paid at Building Division) Residential (per unit) . x = #Units Amt. Commercial (sq.ft.) .. x =$ e Sq. Ft. Amt. l� D d 5. RECREATION DISTRICT FEES V District Office) p' (paid at w 6. THERMALITO DRAINAGE DISTRICT FEES $425.00 (paid at Building Division) 6eK7. SRA FRE 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 during the plan checking process. APPLICANT DATE Original -Owner Copy -Building Div. (Rev. 12/96) r ,, ^ 1 r-., ti. y,.. �`1'-.-..-�.... rti-...rr7.. r.✓t`:'.^,"�'ri: �r:+iv',. 'd a7 •�,�.J-ti.N: �"•i�.`..-�`K:rr:w rr-.+.,p:.✓�.�n^--tiv�...ar ,�-. �. .. r. i1 ,_ . z-, * " , ' BUTTE COUNTY SCHOOLS IMPACT FEE CrERTIFICATION- FORM' (One form per Building) School District . ` ,Building Department No. A.P. Number (� -] (� - S Jurisdiction:City � county Property Owner Property Location/Address I y Subdivision Lot No. y Residential Development F171 Sq. Footage No of Living Mobile Home Addition (Group R) Units Installation r Commercial/Industrial Sq. Footage" New Addition s (Including Exterior Roofed Areas) c n' Building Department Representative Date (Floor Plans reviewed by School District Personnel) District Identification No. Chi .f�School District certifies that �, Je-r✓ Pro (Applicant) C11 10151 (Street Address) (City) i has complied with the requirements of Resolution No representing 6 square feet. School District Paid by Check # (State) Remarks:~ (Phone Number) (Zip Code) by payment of $ B 2926 $ ULL 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 (2/97)dmm ,BUTTS COW OrY PARRS .DEVELOPlOENT FEES CERTIFICATION FORM CHICO-AREA RECREATION'AND PARK DISTRICT Assessor Parcel'Number(s) // 7/ O Property Owner Vr ✓` 0..40 Project Location/Address LOT /4/ A/'U4,oh 'f AotA-e-7 lf�c-u Cif 5s�5 L Subdivision 1,w o - -7 e- Lot Number(-s)_/Lk Residential Development: (check one) 4,, -'New Development _Alteration/Addition _Mobilehome(s) _Non -Residential to Residential Total Number of Dwelling Units Comment: 4F wilding Dep ment Representative Date • �nk�rir�7k�t�k�k�ktk�k�nlr�t�k�Inr�k�ktk�r�It�k�Ir�In�nt,r�UrMnk�k�k�Ir7Ac�ttk�k,h�k�k�k�Intylnk,r,r�ktk�k�kiAt�tyt�Irylnk�k�k�k�n�nk,k7k�k�InAnk7kyt Chico Area Recreation and Park District(CARD) certifies that TL=✓Cs Alef7 74 g-: 70 W (Applicant Name) kr7j'-- 11-7:� 1 Phone Number (Street Address)'. (City) (State) (Zip Code) has complied with the requirements of Butte Co. Resolution No. 90-1400 by payment for I dwelling units @ $1,189 for total payment of �7 CARD Re esentaative PAID BY CHECK NO. REMARKS: BANK NO. PAID BY CASH RECEIPT NO. Distribution: White --Applicant r Pink --CARD W 2,7 Date Yellow --Butte Co. Building Dept. ..Goldenrod --City of Chico Building Dept. 08/10/97 11--16PM 001AP6870. park.fec (form revised 11/90) CHEf,'� �11f1'�.00 LAND DEVELOPMENT Q / BUILDING / ENVIRONMENTAL HEALTH - PERMIT CLEARANCE Bui/ding Permit No.OWNERS NAME: 'C' A.P. I I -A-71D- PRINT l D—' LJI NUMBER: 1 PRINT LAST NAME FIRST COUNTY ZONING DESIGNATION: �U D FLOOD ZONE: FLOOD MAP: Z S (3 APPROVED: CONDITIONALLY APPROVED: RESOLVE PROBLEMS PRIOR TO APPROVAL: PARCEL CREATION BY DEEDS DEED INFORMATION: DATE OF CREATION: LEGAL ACCESS PROVIDED: YES NO OR MAP DEED REFERENCE: LEGAL ACCESS REQUIRED: YES NO COMPLIES WITH COUNTY STANDARDS FOR DEED CREATION: YES NO COMMENTS/CONDITIONS: MAP INFORMATION: T=A- L, C o t. j S Po I N T >_ 'P (4 -Z- DATE Z DATE OF RECORDING 'Z I28/9 S LOT I BOOK 13S PAGE 8b COMPLIANCE WITH OLD SUBDI "ION LOT ORDINANCE REQUIRED? (MAP RECORDED PRIOR TO BOOK 17 OF MAPS AT PAGE 23): YES NO . IF YES, MARK APPROPRIATE ITEM(S) BELOW: A. Construct road to B. Meet parcel size required by zone. C. Meet current E.H.D. requirements. CHECK SPECIAL CONDITIONS WHICH APPLY TO MAP: ALL FEES TO BE PAID TO THE BUILDING DIVISION UNLESS OTHERWISE NOTED. 1. Maintain a 50 ft. building setback from centerline of road. 3S 12b" r2rvv LINE or CoL-10 ✓5Ac_ 2. Maintain a ft.building setback from right-of-way/centerline of _ 3. Comply with Zoning code for building setback from road. 4. Maintain a 100 ft. leachfield setback from all existing wells. 5. Maintain a ft. leachfield setback from 6. Pay water tender fees'in the amount of $ to Battalion Number of the Butte County Fire Department. 7. Meet the Fire Safe Regulations of Butte County and P.R.C. 4290. 8. Connect to a public water supply. 9. Connect to a public sewer system. _ 10. Automatic fire suppression sprinkler systems shall be installed in all residential structures in accordance with the National Fire Protection Association Standard for the installation of sprinkler systems in one and two family dwellings and mobile homes, NFPA Standard 13D, unless a pressurized community water system, with hydrants that meet Fire Department specifications, serves the parcel. 11. Pay T.D.D. (Thermalito Drainage District) fee in the amount of $ 12. Meet the requirements of the Department of Fish and Game for the preservation of oak trees. (See phone number below) j 13. Obtain approval from the Department of Fish and Game for vegetation removal. Contact Fish & Game at 916-355-7010. _ 14. A traffic mitigation fee for each new or additional living unit shall be paid. Pay the amount of $ as stated in the Oroville Area Traffic Mitigation Fee Agreement. Pgyinent to be made to the Planning Division. _ 15. All new residential buildings shall be constructed to comply with the requirements of the Uniform Building Code for seismic safety. Mobile homes shall be constructed on a permanent foundation system which complies with the Seismic Zone 3 requirements of the Uniform Building Code. _ 16. Deer Mitigation fees are to be paid, if such fees have been adopted by the Butte County Board of Supervisors. X 17. Pay school impact mitigation fees. X 18. A development impact fee for sheriff facilities shall be paid pursuant to the provisions of Chapter 3, Article II of the Butte County Code. 19. Wood stoves and fireplace inserts shall be EPA approved and designed to meet the emission requirements of the California Clean Air Act of 1988 as amended. _ 20. If any cultural resources are encountered during ground disturbing activities, all work shall cease in the area of the find pending examination of the site by a professional archaeologist. This person would then be able to assess the site significance and suggest appropriate mitigation measures. 21 22 23 24 25 26. A1 001 3.0KINa 8 00 L66t L Z M ®3Ai333m LD 7/96 C:\WP51 \FORMS.K\BLDGPERM.CLR 1 1 RECORDING REQUESTED BY: MID VALLEY TITLE COMPANY WHEN RECORDED MAIL TO: Buildin}; Division 117 County Center Drive Oroville. CA. 95965 i DOCUMENT ATTACHED AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT r--� - REWROM RE 461f9i A MID VALLM 7liX r �b Aod when recorded mail to: Iluilding Division 07 County Center Drive Oroville. CA. 95965 AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code requires this acknowledgment to be rgoEded prior to issuance of a building Permit 'The property described herein is adjacent to land or included within an area zoned for agricuitural 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 1hat real property situate in the County of Butte. State of California. described as follows: SEE ATTACHED LEGAL DESCRIPTION Date: 8-20-97 PROPERTY OWNERS: State of California ) County of BUTTE ) On before me, THE UNDERSIGNED, NOTARY PUBLIC personally appeared KATHLEEN P. NETTLETON personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument. the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal A I AR Comm. #1114155 ® . ; .. NOTARY BPUBIC una COUWV Signmure 1 a %.r.« ., .. . .., ..., Nd Yrm,ro RL+CORDEm DU NOT RXCORD THIS SIDF A.,4,- 17' ' AGRICULTURAL STATEMENT OF ACKNOWLEDGEMENT -1 Instructions for recording Agricultural Statement of Acknowledgement: 1. Insert the lexal description of the property in the space provided on the other side of this form. The legal description is the narrative description of the property - which will be on your deed. If you don't have access to the deed. the Recorders Office can provide this information. ( The description may be handwritten or typed in the space provided or attached on a separate sheet if more space is required). 2. Property owners must sign in the presence of a Notary Public and have the form notarized. 3. Make a copy of the form and then take the original and copy to the Recorder's Office at 25 County Center Drive. Oroville (the Administration Center building). The Recorder will record both the original and copy. They will keep the original and return the copy to you. Just bring the copy back to the Building Division at 7 County Center Drive. RECORDER'S FEES: 56.00 - 1st. Page 53.00 - Each Additional Page RECORDER'S OFFICE HOURS: 9:00a.m. - 3:00p.m. (Monday - Thursday). �„rad•,- PJ{Y�O..Jf4I.� ,. ✓,yam OVER z EXHIBIT "All ALL THAT CERTAIN LAND SITUATE IN THE STATE OF CALIFORNIA, COUNTY OF BUTTE, DESCRIBED AS FOLLOWS: PARCEL I -A: LOT 14, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "FALCONS POINTE PLANNED UNIT DEVELOPMENT - PHASE 211, WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 28, 1995, IN BOOK 135 OF MAPS, AT PAGE(S) 86, 87 AND 88. THIS DEED IS MADE AND ACCEPTED UPON THE COVENANTS, CONDITIONS AND RESTRICTIONS AS SET FORTH IN THAT CERTAIN DECLARATION OF RESTRICTIONS RECORDED APRIL 19, 1993, UNDER BUTTE COUNTY RECORDER'S SERIAL NO. 93-15102, 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. DECLARATION OF ANNEXATION, RECORDED MARCH 7, 1995, UNDER BUTTE COUNTY RECORDER'S SERIAL NO.�95-7052 AND RE=RECORDED MAY 22, 1995, UNDER BUTTE COUNTY RECORDER'S SERIAL NO. 95-16611. PARCEL I -B: A NON-EXCLUSIVE EASEMENT FOR PUBLIC UTILITY PURPOSES INCLUDING WATER, SEWER, DRAINAGE, ELECTRIC, GAS AND COMMUNICATION FACILITIES, ALSO FOR PRIVATE ROAD, PRIVATE STORM DRAINAGE FACILITIES AND OTHER RELATED APPURTENANCES, OVER, UNDER AND ON LOT "C", AS SHOWN. ON THAT CERTAIN MAP ENTITLED, "FALCONS POINTE PLANNED UNIT DEVELOPMENT - PHASE 111, WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 10, 1993, IN BOOK 126 OF MAPS, AT PAGE(S) 89 THROUGH 92. PARCEL I -C: A NON-EXCLUSIVE EASEMENT FOR CONSTRUCTING, RECONSTRUCTING, OPERATING AND MAINTAINING A COMMUNITY LEACHFIELD SYSTEM OVER, UNDER AND ON LOTS "A" AND "B", AS SHOWN ON THAT CERTAIN MAP ENTITLED, "FALCONS POINTE PLANNED UNIT DEVELOPMENT - PHASE 111, WHICH MAP WAS CONTINUED PARCEL I -C: CONTINUED RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 10, 1993, IN BOOK 126 OF MAPS, AT PAGES 89 THROUGH 92. PARCEL I -D: A NON-EXCLUSIVE OPEN SPACE .EASEMENT TOGETHER WITH THE FREE AND UNLIMITED RIGHT OF ENJOYMENT. THEREOF OVER LOTS "E" AND "F", AS SHOWN ON THAT CERTAIN MAP ENTITLED, "FALCONS POINTE PLANNED UNIT DEVELOPMENT - PHASE 111, WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 10, 1993, IN BOOK 126 OF MAPS, AT PAGES 89 THROUGH 92. PARCEL I -E• A NON-EXCLUSIVE EASEMENT FOR THE PURPOSE OF CONSTRUCTING, RECONSTRUCTING, OPERATING AND MAINTAINING LANDSCAPING, LANDSCAPE IRRIGATION, FENCES, WALLS, AND RELATED LANDSCAPING FACILITIES OVER LOT "D", AS SHOWN ON THAT CERTAIN MAP ENTITLED, "FALCONS POINTE PLANNED UNIT DEVELOPMENT - PHASE 1", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 10, 1993, IN BOOK 126 OF MAPS, AT PAGES 89 THROUGH 92. PARCEL I -F: A NON-EXCLUSIVE EASEMENT FOR THE PURPOSE OF CONSTRUCTING, RECONSTRUCTING, OPERATING AND MAINTAINING A FIRE PROTECTION WELL AND APPURTENANCES THERETO OVER LOT "G", AS SHOWN ON THAT CERTAIN MAP ENTITLED, "FALCONS POINTE PLANNED UNIT DEVELOPMENT - PHASE 111, WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 10, 1993, IN BOOK 126 OF MAPS, AT PAGES 89 THROUGH 92. PARCEL I -G: A NON-EXCLUSIVE EASEMENT FOR. THE PURPOSE OF CONSTRUCTING, RECONSTRUCTING, OPERATING AND MAINTAINING. A PRIVATE ROAD AND APPURTENANCES, PRIVATE STORM DRAINAGE FACILITIES, PRIVATE SEWER +LINES, PRIVATE WATER LINES AND OTHER PRIVATE FACILITIES AS REQUIRED FOR INGRESS AND EGRESS OVER LOT C, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "FALCONS POINTE PLANNED UNIT DEVELOPMENT - PHASE 211, WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 28, 1995, IN BOOK 135 OF MAPS, AT PAGE(S) 86,.87 AND 88. Record at the Request a AW V.0 y IN& S EA Order No. 15022OBG Escrow No. 15022080 Low No. WHEN RECORDED MAIL TO: MR. $ MRS. STEVE G. NETTLETON 3594 KEEFER ROAD CHICO. CA 95M crow COMPOW 95-34982 4 4 954349821 Rec Fee 15.00 I DOC 187.00 Recorded 1 Check 202.00 Official Records 1 County of 1 Butte 1 Candace J. Grubbs 1 Recorder 1 B:OOam 12 -Oct -95 1 NVTC VS 4 MAIL TAX STATEMENTS TO: DOCUMENTARY TRANSFER TAX SlUM ii Corww an ew owadeabon or vWs at properly om wise oR SAME AS ABOVE' _ Cornpnse on M oonsiasretwn or vakre Ysa seri or srrmnOrarlow ran.ntq of tkrr d tYa This lindArc smart rrantnr dadarnc Sonaure of Dedrmt or ADard delern**V lAe - Fkm Ntrma GRANT DEED olt-7104= FOR A VALUABLE CONSIDERATION, receipt of which Is hereby acknowWged, GEOFFREY A- FARRAR and SHIRLEY AL FARRAR, husband and wife, as Community Property hereby GRANT(S) to STEVE G. NETTI.ETON and KATHLEEN P. NETTLETON, husband and wife, AS COMMITY PBOPEM the real property In the City of UNINCORPORATED AREA C= yof BUTTE Stam of Ce"orrwa.deeaDed e. SEE ATTACHED LEGAL DESCRIPTION Dated STATE OF CALIFORNIA Iw. OOl1F TY OF BUTTE 1 On SEPTEMBER 26, 1995 berme me Parsorlally appeared ULUVtKLl A.r KKAX personaDf known to n» (or proved to the on the basis o1 Satisfactory wldence) to be the person(s) wtfiosa names) is/are subscribod to the within k"birnent and acknowledged to rna that ho/she/they axeculed the Sarna In 1116/ter/thel( AVUtOrUed upaotylrea). and that by hisAwAheir slgnalure(a) on the irulr the Persons) a the entity Upon behae of which the pasonp) ad exaaAed ttw rtsUumenl. WITNES3 my hand -M40 seal. Sigruttre aoseSro parcw GEAL j u,:u oa . D W.J. GOLLING ro Q �` " NU•ARV pU1,k,kC CAlkl Onl+kw y R 4/�' COliw r. pf n�TrE AMy Comkn4san Exeh�a SeP�. 7e ,U9a rEj L'' ICE�N arr1.V [[ora. YdtiG _ -ri- Record at the Request a AW V.0 y IN& S EA Order No. 15022OBG Escrow No. 15022080 Low No. WHEN RECORDED MAIL TO: MR. $ MRS. STEVE G. NETTLETON 3594 KEEFER ROAD CHICO. CA 95M crow COMPOW 95-34982 4 4 954349821 Rec Fee 15.00 I DOC 187.00 Recorded 1 Check 202.00 Official Records 1 County of 1 Butte 1 Candace J. Grubbs 1 Recorder 1 B:OOam 12 -Oct -95 1 NVTC VS 4 MAIL TAX STATEMENTS TO: DOCUMENTARY TRANSFER TAX SlUM ii Corww an ew owadeabon or vWs at properly om wise oR SAME AS ABOVE' _ Cornpnse on M oonsiasretwn or vakre Ysa seri or srrmnOrarlow ran.ntq of tkrr d tYa This lindArc smart rrantnr dadarnc Sonaure of Dedrmt or ADard delern**V lAe - Fkm Ntrma GRANT DEED olt-7104= FOR A VALUABLE CONSIDERATION, receipt of which Is hereby acknowWged, GEOFFREY A- FARRAR and SHIRLEY AL FARRAR, husband and wife, as Community Property hereby GRANT(S) to STEVE G. NETTI.ETON and KATHLEEN P. NETTLETON, husband and wife, AS COMMITY PBOPEM the real property In the City of UNINCORPORATED AREA C= yof BUTTE Stam of Ce"orrwa.deeaDed e. SEE ATTACHED LEGAL DESCRIPTION Dated STATE OF CALIFORNIA Iw. OOl1F TY OF BUTTE 1 On SEPTEMBER 26, 1995 berme me Parsorlally appeared ULUVtKLl A.r KKAX personaDf known to n» (or proved to the on the basis o1 Satisfactory wldence) to be the person(s) wtfiosa names) is/are subscribod to the within k"birnent and acknowledged to rna that ho/she/they axeculed the Sarna In 1116/ter/thel( AVUtOrUed upaotylrea). and that by hisAwAheir slgnalure(a) on the irulr the Persons) a the entity Upon behae of which the pasonp) ad exaaAed ttw rtsUumenl. WITNES3 my hand -M40 seal. Sigruttre aoseSro parcw GEAL j u,:u oa . D W.J. GOLLING ro Q �` " NU•ARV pU1,k,kC CAlkl Onl+kw y R 4/�' COliw r. pf n�TrE AMy Comkn4san Exeh�a SeP�. 7e ,U9a rEj L'' ICE�N arr1.V [[ora. 95-34982 Z } STATE OF CALIFIA )SS. COUNTY OF B } On SEPTEMBER 27, 1995 before me, 'W -J- GOLLING personally appeared SHIRLEY M. FARRAR personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. mem WITNESSmy d and officialseal. oFerx o"60* > W.J. GOLLING n Q NOTARY PUBLIC - CALIFORNIA tw �. COONr OF eun E Signature MY Cdnmbebn Eapoes Sopt. 20.19W Inc . wMMAMM' ma�o Title of Document I Date of Document 1 - Other signatures not acknowledged No. of Paces n 95-3499? 3 ORDER NO. BU -150220 BG DESCRIPTION: ALL THAT CERTAIN REAL PROPERTY SITUATE IN THE STATE OF CALIFORNIA, COUNTY OF BUTTE, DESCRIBED AS FOLLOWS: PARCEL I -At IAT 14, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "FALCONS POINTE PLANNED UNIT DEVELOPMENT - PHASE 2", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 28, 1995, IN BOOK 135 OF MAPS, AT PAGES) 86, 87 AND 88. THIS DEED IS MADE AND ACCEPTED UPON THE COVENANTS, CONDITIONS AND RESTRICTIONS AS SET FORTH IN THAT CERTAIN DECLARATION OF RESTRICTIONS RECORDED APRIL 19, 1993, UNDER BUTTE COUNTY RECORDER'S SERIAL NO. 93-15102, 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. DECLARATION OF ANNEXATION, RECORDED MARCH 7, 1995, UNDER BUTTE COUNTY RECORDER'S SERIAL NO. 95-7052 AND RE-RECORDED MAY 22, 1995, UNDER BUTTE COUNTY RECORDER'S SERIAL NO. 95-16611. PARCEL I -Bi A NON-EXCLUSIVE EASEMENT FOR PUBLIC UTILITY PURPOSES INCLUDING WATER, SEWER, DRAINAGE, ELECTRIC, GAS AND COMMUNICATION FACILITIES, ALSO FOR PRIVATE ROAD, PRIVATE STORM DRAINAGE FACILITIES AND OTHER RELATED APPURTENANCES, OVER, UNDER AND ON IAT "C", AS SHOWN ON THAT CERTAIN MAP ENTITLED, "FALCONS POINTE PLANNED UNIT DEVELOPMENT - PHASE 111, WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 10, 1993, IN BOOK 126 OF MAPS, AT PAGES) 89 THROUGH 92. PARCEL I -C: A NON-EXCLUSIVE EASEMENT FOR CONSTRUCTING, RECONSTRUCTING, OPERATING AND MAINTAINING A COMMUNITY LEACHFIELD SYSTEM OVER, UNDER AND ON LATS "A" AND "B", AS SHOWN ON THAT CERTAIN MAP ENTITLED, "FALCONS POINTE PLANNED UNIT DEVELOPME14T - PHASE 1", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 10, 1993, IN BOOK 126 OF MAPS, AT PAGES 89 THROUGH 92. CONTINUED 95-34981 41 ORDER NO. BU -150220 BG A NON-EXCLUSIVE OPEN SPACE EASEMENT TOGETHER WITH THE FREE AND UNLIMITED RIGHT OF ENJOYMENT THEREOF OVER LOTS "E" AND "F", AS SHOWN ON THAT CERTAIN MAP ENTITLED, "FALCONS POINTE PLANNED UNIT DEVELOPMENT - PHASE 1", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 10, 1993, IN BOOK 126 OF MAPS, AT PAGES 89 THROUGH 92. A NON-EXCLUSIVE EASEMENT FOR THE PURPOSE OF CONSTRUCTING, RECONSTRUCTING, OPERATING AND MAINTAINING LANDSCAPING, LANDSCAPE IRRIGATION, FENCES, WALLS, AND RELATED LANDSCAPING FACILITIES OVER IAT "D", AS SHOWN ON THAT CERTAIN MAP ENTITLED, "FALCONS POINTE PLANNED UNIT DEVELOPMENT - PHASE 1", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 10, 1993, IN BOOK 126 OF MAPS, AT PAGES 89 THROUGH 92. PARCEL I -Ft A NON-EXCLUSIVE EASEMENT FOR THE PURPOSE OF CONSTRUCTING, RECONSTRUCTING, OPERATING AND MAINTAINING A FIRE PROTECTION WELL AND APPURTENANCES THERETO OVER LOT "G", AS SHOWN ON THAT CERTAIN MAP ENTITLED, "FALCONS POINTE PLANNED UNIT DEVELOPMENT - PHASE 100, WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 10, 1993, IN BOOK 126 OF ogc < MAPS, AT PAGES 89 THROUGH 92. PARCEL I-Gi A NON-EXCLUSIVE EASEMENT FOR THE PURPOSE OF CONSTRUCTING, RECONSTRUCTING, OPERATING AND MAINTAINING A PRIVATE ROAD AND APPURTENANCES, PRIVATE STORM DRAINAGE FACILITIES, PRIVATE SEWER LINES, PRIVATE WATER LINES AND OTHER PRIVATE FACILITIES AS REQUIRED FOR INGRESS AND EGRESS OVER LOT C, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "FALCONS POINTE PLANNED UNIT DEVELOPMENT - PHASE 2", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 28, 1995, IN BOOK 135 OF MAPS, AT PAGE(S) 86, 87 AND 88. END OF DOCUMENT JUL-02-99 03:07 PM ATC -APPLIED TESTING 530 891 4243 P.02 CERTIFICATE OF WELDING INSPECTION DATE: 3/6/98 PROJECT: Nettleton Residence CLIENT: Jim Scrrao Butte County B.P, #97-1067 1051 Four Acres Ct. Chico, CA 95926 EQUIPMENT: Miller 250 G ELECTRODE: SMAW 7018 I DIA: 1/8" WORK PERFORMED AT: Jobsite WIELDING CONTRACTOR: Jcr Brooks Welding WELDERS S : S.S. #: CERTIFIED BY: DATE CERTIFIED: Jerry Brooks 565-33-2487 City of LA 1/13/86 DE5CRIPTI N QF WORK INP OGRES STRUCTURAL D AILS Arrived at jobsite at 1330 hrs to perform field welding inspection. Inspected base plate and top plate fillet welds for 6 TS columns (4"x 4"x''/,") as shown in details 13, 15A, and 20 on sheet S3. 3/16" fillet welds required at all connections. Size and appearance was good. Did not observe fit up. Inspected 2 Moment Frames per detail 18, 19, and 23 on sheet S2. 3/16" fillet welds on''/," cap plate were covered and not visible. Top and bottom 1/4" fillet welds from beam to column were visible and are judged acceptable at all locations. Did not observe fit up for any of the moment frame connections. All welds were visually acceptable. Departed jobsite at 1500 hrs. lnspc r John Sears AWS QU I no. 8905057 Roberts Consulting Engineering 1708 Salem Street • Chico, CA 95928 • (916) 894-8801 E-mail: cj@r-c-e.com ex Website: http://www.r-c-e.com July 31, 1997 Mr. George Kellogg — County of Butte Plan -Check Engineer Building Division 7 County Center Drive Oroville, CA 95965 RE: Nettleton Residence Falcon's Pointe Chico, CA Dear Mr. Kellogg, I am sending a letter confirming that the revised Truss Calculations performed by Longfellow Lumber meet the intent of the calculations performed by our office. I have reviewed Longfellow Lumber calculations for the loads and geometry of the structure. If you want additional coordination with the Longfellow Lumber please let us know as soon as possible. Thank -you for your help. If you have any questions please contact me at the address and number above. Sincerely yours, Charles J. Roberts, PE 1 le. Cop -,_j STRUCTURAL CALCULATIONS RCE Job #96-066 for LENIN GOLDMANN 8z ASSOCIATES Nettleton Residence Chico, CA Calculation Index: Page # • Gravity Loads 1-2 • Beam Analysis BI - B20 • Lateral Analysis LI - L29 • Retaining Wall R1 - R12 Analysis • Truss Analysis TI - T5 • Wall Frame WF 1 - WF8 Analysis • Column & Caisson CCI - CC5 Analysis • Footing Analysis F1 - F16 Revision Summary: Rev. 0 Initial Issue Rev. 1 Revised Beam B2 on pg. B2 U revised the heading on pages L12 through L21 in response to plancheck comments.- These omments: These Calculations have been prepared for plans drawn by Lenn Goldmann & Associates for the above indicated property. The results of the calculations have been incorporated on said plans. vqjftss o. J . QgIF� ROBERTS CONSULTING ENGINEERING 1708 Salem Street • Chico, CA 95928 • (916) 894-8801 WoodWorks SIZER SOFTWARE FOR WOOD DESIGN File Name: B2 WoodWorks SIZER 1.Oj 31 Jul,1997 9:03 COMPANY I PROJECT P D 2— R. R. C. E. I Nettleton Res. 1708 Salem Street I Chico, CA Phone: (916) 894-8801 1 Lenn Goldman & Associates Fax: cj@r-c-e.com 1 96.066 DESIGN CHECK DESIGN DATA: code: NDS -1991 type: Beam database: Custom material: Glulam Simple lateral support: Top= @Supports Bottom= @Supports total length: 14.00 [ft] INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) Load I Distribute I Type I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I------------I--------I-----------------1-----------------1-------- 1 Full UDL Dead 920.00 No 2 Full UDL Constr. 588.00 Yes Self -weight automatically included. DESIGN SECTION: VG West.DF, 24F -V4, 5.125x15 @18.260 plf MAXIMUM REACTIONS and BEARING LENGTHS I 14.0 ft I I I ----------1------------------I Reaction 1 10.68 10.68 B.Length 1 3.2 3.2 (force=kips, length=in) SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criteria I --------------1----------------I----------------I------------------1 Analysis Value I Design Value I Analysis/Design I Shear fv @d = 171 Fv' = 237 fv/Fv' = 0.72 Bending(+) fb = 2335 Fb' = 2869 fb/Fb' = 0.81 Live Defl'n 0.20 = L/857 0.47 = L/360 0.42_ Total Defl'n 0.66 = L/252 0.70 = L/240 0.95 Bending(+): Crit.LC#= 2 CD= 1.25 CL=0.956 CV=1.000(KL=1) Shear : Crit.LC#= 2 CD= 1.25 V@d= 8.78 Deflection: Crit.LC#= 2 Total Deflection = 1.50(Defln dead) + Defln Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 07/15/97 - Lateral Analysis - Nettleton Residence - R.C.E. Job 96-066 Seismic Drag Forces 20 40 60 80 Distance along wall line (ft) Wind Drag Forces 20 40 60 80 Distance along wall line (ft) Drag Force Summary Wall Line ID: B @ Main Level Wall Opening Between Unit Wall Stress South Side Dlaphram Stress North Side Diaphram Stress Net Applied Stress Drag Force @ end of segment Lateral Loads: Seismic (kips) Wind kis South Side 2.03 0.88 Length Walls Seismic Wind Seismic Wind Seismic Wind Seismic Wind Seismic Wind North Side 7.10 8.16 feet feet I I I I I I I I I I 0.00 0.00 5.00 6.00 326 323 34 34 15 15 93 93 107 107 -199 127 -201 122 -0.99 -0.23 -1.00 -0.27 Dlaphram Length Start ft End ft South Side 0.00 60.00 5.00 326 323 34 15 93 107 -199 -201 -1.23 -1.28 North Side 0.00 76.00 28.00 34 Is 93 107 127 122 2.34 2.14 0.00 0.00 5.00 6.00 326 323 34 34 I5 is 93 93 107 107 -199 127 -201 122 1.34 2.11 1.14 1.87 Drag Force (kips) Seismic (kips) Wind kis @ 0.00 ft 5.00 326 323 34 15 93 107 -199 -201 1.11 0.86 @ 0.00 ft 5.00 5.00 326 323 93 93 107 107 93 -233 107 -215 1.58 0.42 1.40 0.32 Max Drag Force (kips) Seismic (kips) Wind kis 44.00 ft 2.34 2.14 3.00 3.00 326 323 93 93 107 107 93 -233 107 -215 0.70 0.00 0.65 0.00 Seismic Drag Forces 20 40 60 80 Distance along wall line (ft) Wind Drag Forces 20 40 60 80 Distance along wall line (ft) 07/15/97 - Lateral Analysis - Nettleton Residence - R.C.E. job 96-066 R5 L 0.4 0.3 g 0.2 $ 0.1 d V D O -0.1 o -0.2 -0.3 -0.4 0 0.6 0.4 0.2 d V 0 O LL -0.2 -0.4 -0.6 0 C61tl Seismic Drag Forces 5 10 15 20 25 30 Distance along wall line (ft) Wind Drag Forces 5 10 15 20 25 30 Distance along wall line (h) Drag Force Summary Wall Line ID: B @ Garage Wall Opening Between Unit Wall Stress I South Side Diaphram Stress North Side Diaphram Stress Net Applied Stress Drag Force @ end of segment Lateral Loads: Seismic (kips) Wind kis South Side 0.54 0.89 Length Walls Seismic Wind Seismic Wind Seismic Wind Seismic Wind Seismic Wind North Side 0.31 0.51 feet feet I I I I I I I I I I 0.00 0.00 7.00 14.00 60 100 38 63 11 18 11 18 -49 -81 49 81 -0.35 -0.57 0.35 0.57 Diaphram Length Start ft End (ft) South Side 7.00 21.00 7.00 60 100 11 18 -49 -81 0.00 0.00 North Side 0.00 28.00 0.00 0.00 Drag Force (kips) Seismic (kips) Wind (kips) @ 0.00 ft @ 0.00 ft 0.4 0.3 g 0.2 $ 0.1 d V D O -0.1 o -0.2 -0.3 -0.4 0 0.6 0.4 0.2 d V 0 O LL -0.2 -0.4 -0.6 0 C61tl Seismic Drag Forces 5 10 15 20 25 30 Distance along wall line (ft) Wind Drag Forces 5 10 15 20 25 30 Distance along wall line (h) 07/15/97 - Lateral Analysis - Nettleton Residence - R.C.E. Job 96-066 Seismic Drag Forces 7 n a V i; LL m 0 20 40 60 80 100 Distance along wall line (ft) Wind Drag Forces 20 40 60 80 100 Distance along wall line (ft) Drag Force Summary Wall Line ID: F @ Main Level Wall Opening Between Unit Wall Stress South Side Diaphram Stress North Side Diaphram Stress Net Applied Stress Drag Force @ end of segment Lateral Loads: Seismic (kips) Wind kis South Side 8.02 12.59 Length Walls Seismic Wind Seismic Wind Seismic Wind Seismic Wind Seismic Wind North Side 1.69 1.94 feet feet I I I I I I I I I I 0.00 0.00 4.00 16.00 367 548 88 88 138 138 19 19 21 21 107 -260 160 -389 1.71 0.67 2.55 1.00 Diaphram Length Start ft End (ft) South Side 0.00 91.00 21.00 88 138 19 21 107 160 2.91 4.35 North Side 0.00 91.00 4.00 367 548 88 138 19 21 -260 -389 1.87 2.80 0.00 0.00 15.50 21.50 367 548 88 88 138 138 19 19 21 21 107 -260 160 -389 4.17 0.14 6.23 0.21 Drag Force (kips) Seismic (kips) Wind kis @ 0.00 ft 6.00 88 138 19 21 107 160 0.78 1.17 @ 0.00 ft 3.00 367 548 88 138 19 21 -260 -389 0.00 0.00 Max Drag Force (kips) Seismic (kips) Wind (kips) @ 66.50 ft 4.17 6.23 Seismic Drag Forces 7 n a V i; LL m 0 20 40 60 80 100 Distance along wall line (ft) Wind Drag Forces 20 40 60 80 100 Distance along wall line (ft) 07/15/97 - Lateral Analysis - Nettleton Residence - R.C.E. job 96-066 Pct South Side 1.69 1.94 North Side 0.84 0.99 North Side 1.07 0.88 Diaphram Length Start ft End (ft) South Side 0.00 76.00 North Side 55.50 76.00 North Side 14.00 45.00 Drag Force (kips) Seismic (kips) Wind (kips) @ 0.00 ft Seismic Wind @ 0.00 ft Wind Seismic Max Drag Force (kips) Seismic (kips) Wind (kips) @ 15.50 ft 1.60 1.68 ®g Seismic Drag Forces 0 a -0.5 d V -1 O LL W C -1.5 -2 0 20 40 60 80 Distance along wall line (ft) Wind Drag Forces 20 40 60 80 Distance along wall line (ft) Drag Force Summary Opening Unit Wall South Side North Side Net Applied Drag Force @ Wall Between Stress Diaphram Stress Diaphram Stress Stress end of segment Length Walls Seismic Wind Seismic Wind Seismic Wind Seismic Wind Seismic Wind feet feet I 1 I I I I I I i(nlfl 4.00 267 283 22 26 -244 -257 -0.98 -1.03 8.00 22 26 22 26 -0.80 -0.82 2.00 267 283 22 26 -244 -257 -1.29 -1.34 1.50 267 283 22 26 34 28 -210 -229 -1.60 -1.68 28.00 22 26 34 28 57 54 -0.01 -0.17 1.50 267 283 22 26 34 28 -210 -229 -0.33 -0.51 1.50 267 283 22 26 -244 -257 -0.70 -0.90 8.00 22 26 22 26 -0.52 -0.70 1.00 267 283 22 26 -244 -257 -0.76 -0.95 2.00 267 283 22 26 41 48 -203 -209 -1.17 -1.37 18.50 22 26 41 48 63 74 0.00 0.00 ®g Seismic Drag Forces 0 a -0.5 d V -1 O LL W C -1.5 -2 0 20 40 60 80 Distance along wall line (ft) Wind Drag Forces 20 40 60 80 Distance along wall line (ft) West Side 1.40 East Side 2.48 0.00 Diaphram Length Start f West Side 7.50 East Side 0.00 Opening 0.00 Drag Force (kips) Seismic W @ 0.00 ft Net Applied @ 0.00 ft nd kis Drag Force (kips) Seismic N @ 58.50 ft 1.36 1.5 1 Y 0.5 d u 0 0` m -0.5 A 0 07/15/97 - Lateral Analysis - Nettleton Residence - R.C.E. Job 96-066 P, L 1 4P Fa rZe. -- � s. 'tkxt Seismic Drag Forces 1.5 1 n M 0.5 a e 0 `0 m -0.5 A 0 10 20 30 40 50 60 70 Distance along wall line (ft) Wind Drag Forces 10 20 30 40 50 60 70 Distance along wall line (ft) Drag Force Summary Opening Unit Wall West Side East Side Net Applied Drag Force @ nd kis Wall Between Stress Diaphram Stress Diaphram Stress Stress end of segment 1.00 Length Walls Seismic Wind Seismic Wind Seismic Wind Seismic Wind Seismic Wind 2.53 feet feet I I I I I I I I I I 0.00 7.00 42 43 42 43 0.29 0.30 :nd (ft) 0.50 222 202 42 43 -180 -159 0.20 0.22 65.50 10.00 222 202 24 17 42 43 -156 -142 -1.35 -1.19 59.00 41.00 24 17 42 43 66 60 1.36 1.27 0.00 0.50 222 202 24 17 42 43 -156 -142 1.29 1.20 nd kis 6.50 222 202 24 17 -198 -184 0.00 0.00 Fa rZe. -- � s. 'tkxt Seismic Drag Forces 1.5 1 n M 0.5 a e 0 `0 m -0.5 A 0 10 20 30 40 50 60 70 Distance along wall line (ft) Wind Drag Forces 10 20 30 40 50 60 70 Distance along wall line (ft) 07/15/97 - Lateral Analysis - Nettleton Residence - R.C.E. Job 96-066 R5 L � ( ei West Side East Side f*8 5.00 0.00 2.53 4.59 0.00 Diaphram Length Start ft End (ft) West Side 4.00 74.00 East Side 0.00 74.00 West Side 0.00 0.00 Drag Force (kips) Seismic (kips) Wind (kips) @ 0.00 ft Stress Diaphram Stress @ 0.00 ft Stress end of segment Max Drag Force (kips) Seismic (kips) Windki s) 1 0.5 n �c 0 d k! -0.5 0 m -1 A -1.5 -2 0 k � . :-gg Seismic Drag Forces 1 0.5 CL Y 0 d o` -0.5 m -1 -2 0 20 40 60 80 Distance along wall line (h) Wind Drag Forces 20 40 60 80 Distance along wall line (ft) Drag Force Summary Opening Unit Wall West Side East Side Net Applied Drag Force @ Wall Between Stress Diaphram Stress Diaphram Stress Stress end of segment Length Walls Seismic Wind Seismic Wlrid Seismic Wind Seismic Wind Seismic Wind feet feet I I I I I 10 I I 4.00 68 62 68 62 0.27 0.25 7.00 35 36 68 62 103 98 0.99 0.93 17.00 277 264 35 36 68 62 -174 -165 -1.97 -1.88 25.00 35 36 68 62 103 98 0.61 0.58 10.00 277 264 35 36 68 62 -174 -165 -1.13 -1.08 1.00 35 36 68 62 103 98 -1.03 -0.98 10.00 35 36 68 62 103 98 0.00 0.00 k � . :-gg Seismic Drag Forces 1 0.5 CL Y 0 d o` -0.5 m -1 -2 0 20 40 60 80 Distance along wall line (h) Wind Drag Forces 20 40 60 80 Distance along wall line (ft) 07/15/97 - Lateral Analysis - Nettleton Residence - R.C.E. Job 96-066 Pe� L I -4 1.5 1 g 0.5 0 a k! -0.5 0 L6 1 on c -1.5 -2 -2.5 0 Seismic Drag Forces 1.5 1 g 0.5 0 d 0 -0.5 o -1.5 -2 -2.5 0 20 40 60 80 Distance along wall line (ft) Wind Drag Forces 20 40 60 80 Distance along wall line (ft) I Drag Force Summary Wall Line ID: 7 Wall Opening Between Unit Wall Stress West Side Diaphram Stress East Side Diaphram Stress Net Applied Stress Drag Force @ Lateral Loads: Seismic (kips) Wind kis West Side 5.00 4.59 Length Walls Seismic Wind Seismic Wind Seismic Wind Seismic Wind Em East Side 1.98. 2.53 feet feet I I I I I I I I 0.00 0.00 4.00 7.00 68 68 62 62 28 36 68 96 62 98 0.27 0.94 0.25 0.93 Diaphram Length Start ft End (ft) West Side 0.00 74.00 9.00 436 445 68 62 28 36 -340 -347 -2.12 -2.19 East Side 4.00 74.00 33.00 68 62 28 36 96 98 1.04 1.05 0.00 0.00 3.00 3.00 436 445 68 68 62 62 28 28 36 36 -340 96 -347 98 0.02 0.31 0.01 0.31 Drag Force (kips) Seismic (kips) Wind kis @ 0.00 ft 4.00 436 445 68 62 28 36 -340 -347 -1.05 -1.08 @ 0.00 ft 1.00 10.00 68 68 62 62 28 28 36 36 96 96 98 98 -0.96 0.00 -0.98 0.00 Max Drag Force (kips) Seismic (kips) Wind kis 1.5 1 g 0.5 0 a k! -0.5 0 L6 1 on c -1.5 -2 -2.5 0 Seismic Drag Forces 1.5 1 g 0.5 0 d 0 -0.5 o -1.5 -2 -2.5 0 20 40 60 80 Distance along wall line (ft) Wind Drag Forces 20 40 60 80 Distance along wall line (ft) I 07/15/97 - Lateral Analysis - Nettleton Residence - R.C.E. Job 96-066 T5 L - I S 2 1.5 CL Y_ d k! 0.5 `o LL m 0 A -0.5 -1 0 Seismic Drag Forces 2.5 2 g 1.5 1 d `o 0.5 LL 0 12 -0.5 -1 -1.5 0 10 20 30 40 50 60 70 Distance along wall line (ft) Wind Drag Forces 10 20 30 40 50 60 70 Distance along wall Ilne (ft) Drag Force Summary Wall Line ID: 8 Wall 1 Opening Between Unit Wall Stress West Side Diaphram Stress East Side Diaphram Stress Net Applied Stress Drag force @ end of segment Lateral Loads: Seismic (kips) Wind kis West Side 1.98 2.53 Length Walls Seismic Wind Seismic Wind Seismic Wind Seismic Wind Seismic Wind East Side 2.65 2.53 feet I feetI (DIn I I I 0.00 0.00 8.00 7.00 34 34 44 44 46 44 34 81 44 88 0.27 0.84 0.35 0.97 Diaphram Length Start ft End ft West Side 0.00 58.00 8.00 308 337 34 44 46 44 -228 -249 -0.99 -1.03 East Side 8.00 65.00 35.00 34 44 46 44 81 88 1.83 2.05 0.00 0.00 1.00 6.00 308 337 308 337 46 46 44 44 -262 -262 -293 -293 1.57 0.00 1.76 0.00 Drag Force (kips) Seismic (kips) Wind kis @ 0.00 ft @ 0.00 ft Max Drag Force (kips) Seismic (kips) Wind (kips) @ 58.00 ft 1.83 2.05 2 1.5 CL Y_ d k! 0.5 `o LL m 0 A -0.5 -1 0 Seismic Drag Forces 2.5 2 g 1.5 1 d `o 0.5 LL 0 12 -0.5 -1 -1.5 0 10 20 30 40 50 60 70 Distance along wall line (ft) Wind Drag Forces 10 20 30 40 50 60 70 Distance along wall Ilne (ft) 07/15/97 - Lateral Analysis - Nettleton Residence - R.C.E. Job 96-066 P� L_ ► 1 1 N 0.5 CL Y 0 N V -0.5 00 A c -1 -1.5 0 4 Seismic Drag Forces 1.5 1 0.5 JL d o V -0.5 A -1 D -1.5 -2 0 10 20 30 40 50 60 Distance along wall line (ft) Wind Drag Forces 10 20 30 40 50 60 Distance along wall line (ft) Drag Force Summary Wall Line ID: 9 Wall Length Opening Between Walls Unit Wall Stress Seismic Wind West Side Dlaphram Stress Seismic Wind East Side Diaphram Stress Seismic Wind Net Applied Stress Seismic Wind Drag Force @ end of segment Seismic Wind Lateral Loads: Seismic (kips) Wind (kips) West Side 2.65 2.53 East Side 1.13 2.21 feet feet I I I I I I I I I I 0.00 0.00 11.00 1.00 172 216 46 46 44 44 46 -125 44 -171 0.05 -1.33 0.04 -1.84 Diaphram Length Start ftEnd (ft) West Side 0.00 57.00 1.00 172 216 46 44 35 69 -90 -102 -1.42 -1.94 East Side 12.00 44.00 28.00 46 44 35 69 82 114 0.87 1.24 0.00 0.00 3.00 7.00 172 216 172 216 46 46 44 44 35 69 -90 -125 -102 -171 0.60 -0.28 0.93 -0.27 Drag Force (kips) Seismic (kips) Wind (kips) @ 0.00 ft 6.00 46 44 46 44 0.00 0.00 @ 0.00 ft 1 N 0.5 CL Y 0 N V -0.5 00 A c -1 -1.5 0 4 Seismic Drag Forces 1.5 1 0.5 JL d o V -0.5 A -1 D -1.5 -2 0 10 20 30 40 50 60 Distance along wall line (ft) Wind Drag Forces 10 20 30 40 50 60 Distance along wall line (ft) 07/15/97 - Lateral Analysis - Nettleton Residence - R.C.E. Job 96-066 Drag Force Summary Wall Line ID: 10 @ Garage Opening Unit Wall West Side East Side Net Applied Drag Force @ Lateral Loads: Seismic (kips) Wind (kips) Wall Between Stress Diaphram Stress Diaphram Stress Stress end of segment West Side 1.13 2.21 Length Walls Seismic Wind Seismic Wind Seismic Wind Seismic Wind Seismic Wlnd East Side 3.67 3.16 feet feet 1 1 I I I I I I I I 0.00 0.00 1.00 73 63 73 63 0.07 0.06 Diaphram Length Start ft End ft 11.50 133 149 73 63 -61 -87 -0.63 -0.93 West Side 12.50 50.50 16.50 133 149 30 58 73 63 -31 -28 -1.14 -1.40 East Side 0.00 50.50 12.50 30 58 73 63 102 121 0.15 0.11 0.00 0.00 8.00 133 149 30 58 73 63 -31 -28 -0.10 -0.12 Drag Force (kips) Seismic (kips) Wind kis 1.00 30 58 73 63 102 121 0.00 0.00 @ 0.00 ft @ 0.00 it Max Drag Force (kips) Seismic (kips) Wind (kips) @ 29.00 ft 1.14 1.40 Seismic Drag Forces 0.2 0 CL -0.2 I u -0.4 V LL -0.6 O0 -0.8 0 _1 -1.2 I I 0 10 20 30 40 50 60 Distance along wall line (h) Wind Drag Forces 0.2 0 I I -0.2 n Y -0.4 .9001 -0.6 `o -0.8 100, m -1 p` -1.2 1.4 -1.6 1 0 10 20 30 40 50 60 Distance along wall line (ft) 07/15/97 - Lateral Analysis - Nettleton Residence - R.C.E. Job 96-066 P5 1-Z1 Drag Force Summary Lateral Loads: West Side Seismic (kips) 3.67 Wind jKp§j 3.16 Wall Length Between Walls Stress Seismic Wind Diaphram Stress Seismic Wind Diaphram Stress Seismic Wind Stress Seismic Wind end of segment Seismic Wind East Side 0.00 0.00 feet feet I I I I I I I I I I .0.00 0.00 3.00 1.00 306 264 73 73 63 63 73 -233 63 -200 0.07 -0.62 0.06 -0.54 Diaphram Length Start ft End (ft) West Side 0.00 50.00 10.00 73 63 73 63 0.11 0.09 0.00 0.00 3.00 306 264 73 63 -233 -200 -0.59 -0.51 0.00 0.00 3.00 16.00 306 264 73 73 63 63 73 -233 63 -200 0.59 -0.11 0.51 -0.09 Drag Force (kips) Seismic (kips) Wind kis @ 0.00 ft 10.00 73 63 73 63 0.62 0.54 @ 0.00 ft 3.00 1.00 306 264 73 73 63 63 -233 73 -200 63 -0.07 0.00 -0.06 0.00 Drag Force (kips) Seismic (kips) Wind (kips) 0.8 0.6 g 0.4 d 0.2 u 0 `o -0.2 m o -0.4 -0.6 -0.8 0 Seismic Drag Forces 0.6 0.4 n Y 0.2 a V 0 O LL m -0.2 -0.4 -0.6 0 10 20 30 40 S0 Distance along wall line (h) Wind Drag Forces 10 20 30 40 50 Distance along wall line (ft) Revision Summary: Rev. 0 Initial Issue These Calculations have been prepared for plans drawn by Lenn Goldmann & Associates for the above indicated property. The results of the calculations hgg_e,8.een incorporated on said plans. QROFE,SS/0 po�t�l Le Cony sr9TFo R Eamon �nP � ROBERTS CONSULTING ENGINEERING 1708 Salem Street • Chico, CA 95928 • (916) 894-8801 STRUCTURAL CALCULATIONS RCE Job #96-066 r for LENN GOLDMANN at ASSOCIATES Nettleton Residence Chico, CA Calculation Index: Page # • Gravity Loads 1-2 • Beam Analysis BI - B20 Lateral Analysis LI - L29 • Retaining Wall R1 - R12 Analysis Truss Analysis TI - T5 • Wall Frame WF 1 - WF8 Analysis • Column u CCI - CC5 Caisson Analysis • Footing Analysis FI - F16 Revision Summary: Rev. 0 Initial Issue These Calculations have been prepared for plans drawn by Lenn Goldmann & Associates for the above indicated property. The results of the calculations hgg_e,8.een incorporated on said plans. QROFE,SS/0 po�t�l Le Cony sr9TFo R Eamon �nP � ROBERTS CONSULTING ENGINEERING 1708 Salem Street • Chico, CA 95928 • (916) 894-8801 - 04/15/97 - Nettleton Res. - RCE job No. 96-066 - Pg. 1 Gravity Loads: Roof Dead Load 5/8" Ply. 1.8 psf 2.0 psf Trusses @ 24" 4.0 psf Slope = Slate 12.0 psf 6 5/8" Gyp. 2.5 psf to Insul. 1.0 psf 12 Misc. 2.9 psf Total (sloped) 24.2 psf Total (horiz) 27.0 psf Total (axial) 10.8 psf Roof Live Load IlConstruction 20.0 psf -11 Reduced Roof Construction 16.0 psf Live Load Floor Dead Load 3/4" T&G Ply. 2.3 psf w/ Carpet T]I's 2.0 psf Carpet 2.0 psf Insul. 1.0 psf Misc. 2.7 psf Total 10.0 psf 11 Floor Dead Load 3/4" T&G Ply. 2.3 psf w/ Hardwood T]I's 2.0 psf Hardwood 4.0 psf Insul. 1.0 psf Misc. 2.7 psf Total 12.0 psf -11 171 11 CAN WoodWorks SIZER SOFTWARE FOR WOOD DESIGN , File Name: B1 WocdWorks SIZER 1.Oj 10 Apr,1997 14:18 �� �`•1 COMPANY I PROJECT R. C. E. I Nettleton Res. 1708 Salem St. Chico, CA I Chico, CA Phone: (916) 894-8801 I Lenn Goldman & Associates Fax: (916) 894-8801 196.066 DESIGN CHECK DESIGN DATA: Analysis code: NDS -1991 type: Beam database: Custom material: Timber -soft service: wet lateral support: Top= 24.00 total length: 15.50 [ft] Bottom= @Supports [in] INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) Load I Distribute I Type I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I------------I--------I-----------------I-----------------I-------- 1 Full UDL Dead 111.00 No 2 Full UDL Constr. 66.00 No Self -weight automatically included. DESIGN SECTION: D.Fir-L, No. 1, 6x10 @12.411 plf MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in) . I 15.5 ft I I " I ----------I------------------I Reaction I 1.47 1.47 B.Length I 1.0 1.0 SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criteria I Analysis Value I Design Value I Analysis/Design I --------------I---------------- Shear fv @d = I 38 ----------------I------------------I Fv' = 106 fv/Fv' = 0.36 Bending(+) fb = 825 Fb' = 1687 fb/Fb' = 0.49 Live Defl'n 0.14 = <L/999 0.52 = L/360 0.26 Total Defl'n 0.39 = L/475 0.77 = L/240 0.50 Bending(+): Crit.LC#= 2 CD= 1.25 CL=1.000 Shear : Crit.LC#= 2 CD= 1.25 V@d= 1.32 Deflection: Crit.LC#= 2 Total Deflection = 1.00(Defln dead) + Defln Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 00 OC S SIZER SOFTWARE FOR WOOD DESIGN File Name: B2 WoodWorks SIZER 1.Oj 10 Apr,1997 14:19 F'� a-2— COMPANY 2 COMPANY I PROJECT R. C. E. I Nettleton Res. 1708 Salem St. Chico, CA I Chico, CA Phone: (916) 894-8801 I Lenn Goldman & Associates Fax: (916) 894-8801 196.066 DESIGN CHECK DESIGN DATA: code: NDS -1991 type: Beam database: Custom material: Glulam Simple lateral support: Top= @Supports Bottom= @Supports total length: 14.00 [ft] INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) Load I Distribute I Type I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I------------I--------I-----------------I-----------------I-------- 1 Full UDL Dead 567.00 No 2 Full UDL Constr. 336.00 �, No Self -weight automatically 1 DESIGN SECTION: VG West.DF, 24F -V4, 5.125x12 @14.608 plf MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in) I 14.0 ft I I A I ---------- I ------------------I Reaction I 6.42 6.42 B.Length I 1.9 1.9 SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criteria I Analysis Value I Design Value I Analysis/Design I --------------I---------------- Shear fv @d = I 134 ---------------- Fv' = 237 I ------------------I fv/Fv' = 0.57 Bending(+) fb = 2193 Fb' = 2912 fb/Fb' = 0.75 Live Defl'n 0.22 = L/768 0.47 = L/360 0.47 Total Defl'n 0.60 = L/281 0.70 = L/240 0.85 Bending(+): Crit.LC#= 2 CD= 1.25 CL=0.971 CV=1.000(KL=1) Shear : Crit.LC#= 2 CD= 1.25 V@d= 5.51 Deflection: Crit.LC#= 2 Total Deflection = 1.00(Def_n dead) + Defln Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. WoodWorks SIZER SOFTWARE FOR WOOD DESIGN File Name: B3 WoodWorks SIZER 1.Oj 10 Apr,1997 14:19 COMPANY R. C. E. 1708 Salem St. Chico, CA Phone: (916) 894-8801 Fax: (916) 894-8801 PROJECT I Nettleton Res. Chico, CA I Lenn Goldman & Associates 196.066 DESIGN CHECK DESIGN DATA: code: NDS -1991 type: Beam database: Custom material: Timber -soft lateral support: Top= @Supports Bottom= @Supports total length: 6.50 [ft] INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) Load I Distribute I Type I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I------------I--------I-----------------I-----------------I-------- 1 Full UDL Dead 783.00 No 2 Full UDL Constr. 464.00 No Self -weight automatically included. DESIGN SECTION: D.Fir-L, No. 1, 6x10 @12.411 plf MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in) I 6.5 ft I ----------I------------------I Reaction I 4.09 4.09 B.Length I 1.2 1.2 SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criteria I Analysis Value I Design Value I Analysis/Design I -------------- I Shear ---------------- fv @d = 89 I ---------------- Fv' = 106 I ------------------I fv/Fv' = 0.84 Bending(+) fb = 965 Fb' = 1687 fb/Fb' = 0.57 Live Defl'n 0.03 = <L/999 0.22 = L/360 0.14 Total Defl'n 0.08 = L/969 0.32 =. L/240 0.25 Bending (+): Crit.LC#= 2 CD= 1.25 CL=1.000 Shear Crit.LC#= 2 CD= 1.25 V@d= 3.10 Deflection: Crit.LC#= 2 Total Deflection = 1.00(Defln dead) + Defln Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. LI WO-0—mo—r "sIZER SOFTWARE FOR WOOD DESIGN File Name: B4 WoodWorks SIZER 1.Oj 10 Apr,1997 14:20 F' S' COMPANY I PROJECT R. C. E. I Nettleton Res. 1708 Salem St. Chico, CA I Chico, CA Phone: (916) 894-8801 I Lenn Goldmann & Associates Fax: (916) 894-8801 196.066 DESIGN CHECK DESIGN DATA: code: NDS -1991 , type: Beam database: Custom material: 4x Beams lateral support: Top= @Supports Bottom= @Supports total length: 6.50 [ft] INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) Load I Distribute I Type I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I------------I--------I-----------------I-----------------I-------- 1 Full UDL Dead 405.00 No 2 Full UDL Constr. 240.00 No Self -weight automatically included. DESIGN SECTION: D.Fir-L, No.1, 4x8 @ 6.027 plf MAXIMUM REACTIONS and BEARING LENGTHS I 6.5 ft I ----------I------------------I Reaction I 2.12 2.12 B.Length I 1.0 1.0 (force=kips, length=in) SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criteria I Analysis Value I Design Value I Analysis/Design I ------------------I -------------- I Shear ---------------- fv @d = I 102 ---------------- Fv' = 119 I fv/Fv' = 0.86 Bending(+) fb = 1346 Fb' = 1606 fb/Fb' = 0.84 Live Defl'n 0.05 = <L/999 0.22 = L/360 0.24 Total Defl'n 0.14 = L/563 0.32 = L/240 0.43 Bending(+): Crit.LC#= 2 CD= 1.25 CL=0.988 Shear : Crit.LC#= 2 CD= 1.25 V@d= 1.72 Deflection: Crit.LC#= 2 Total Deflection = 1.00(Defln dead) + Defln Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. WoodWorkS S1ZER SOFTWARE FOR WOOD DESIGN v File Name: BS Woodworks SIZER 1.Oj 10 Apr, 1997 14:28 COMPANY I PROJECT R. C. E. I Nettleton Res. 1708 Salem St. Chico, CA I Chico, CA Phone: (916) 894-8801 I Lenn Goldmann & Associates Fax: (916) 894-8801 196.066 DESIGN CHECK DESIGN DATA: code: NDS -1991 type: Beam database: Custom material: Glulam Simple lateral support: Top= 24.00 Bottom= @Supports [in] total length: 11.00 [ft] INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) Load I Distribute I Type I Magnitude I Location I Pattern I Analysis/Design I I I I Start End I Start End I Load -----I------------I--------I-----------------I-----------------I-------- 1 Full UDL Dead 419.00 No 2 Full UDL Dead 120.00 No 3 Full UDL Constr. 248.00 No Self -weight automatically included. DESIGN SECTION: VG West.DF, 24F -V4, 5.125x12 @14.608 plf MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in) 11.0 ft I ----------I------------------I Reaction I 4.41 4.41 B.Length I 1.3 1.3 SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criteria I Analysis Value I Design Value I Analysis/Design I -------------- Shear I ---------------- fv @d = I 88 ----------------I------------------I Fv' = 237 fv/Fv' = 0.37 Bending(+) fb = 1183 Fb' = 2990 fb/Fb' = 0.4.0 Live Defl'n 0.06 = <L/999 0.37 = L/360 0.17 Total Defl'n 0.20 = L/664 0.55 = L/240 0.36 Bending(+): Crit.LC#= 2 CD= 1.25 CL=0.997 CV=1.000(KL=1) Shear : Crit.LC#= 2 CD= 1.25 V@d= 3.61 Deflection: Crit.LC#= 2 Total Deflection = 1.00(Defln dead) + Defln Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 00 Works -SIZER SOFTWARE FOR WOOD DESIGN File Name: B6 WoodWorks SIZER 1.Oj 10 Apr,1997 14:30 1 COMPANY I PROJECT R. C. E. I Nettleton Res. 1708 Salem St. Chico, CA I Chico, CA Phone: (916) 894-8801 I Lenn Goldmann & Associates Fax: (916) 894-8801 196.066 DESIGN CHECK DESIGN DATA: code: NDS -1991 type: Beam database: Custom material: Glulam Simple lateral support: Top= 24.00 Bottom= @Supports [in] total length: 16.00 [ft] INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) Load I Distribute I Type I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I------------I--------I-----------------I-----------------I-------- 1 Full UDL Dead 405.00 No 2 Full UDL Constr. 240.00 No Self -weight automatically included. DESIGN SECTION: VG West.D-7, 24F -V4, 5.125x12 @14.608 plf MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in) 16.0 ft I I � I ----------I------------------I Reaction I 5.28 5.28 B.Length I 1.6 1.6 SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criteria I Analysis Value I Design Value I Analysis/Design I ------------------I --------------I---------------- Shear fv @d = 113 I ---------------- Fv' = 237 I fv/Fv' = 0.47 Bending(+) fb = 2059 Fb' = 2990 fb/Fb' = 0.69 Live Defl'n 0.27 = L/720 0.53 = L/360 0.50 Total Defl'n 0.73 = L/262 0.80 = L/240 0.92 Bending(+): Crit.LC#= 2 CC= 1.25 CL=0.997 CV=1.000(KL=1) Shear : Crit.LC#= 2 CD= 1.25 V@d= 4.62 Deflection: Crit.LC#= 2 Total Deflection = 1.00(Defln dead) + Defln Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span -(NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 00 Wor(is SIZER SOFTWARE FOR WOOD DESIGN File Name: B7 WoodWorks SIZER 1.Oj 10 Apr,1997 15:10 COMPANY R. C. E. 1708 Salem St. Chico, CA Phone: (916) 894-8801 Fax: (916) 894-8801 PROJECT I Nettleton Res. I Chico, CA I Lenn Goldmann & Associates 196.066 DESIGN CHECK DESIGN DATA: code: NDS -1991 type: Beam database: Custcm material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 13.00 [ft] INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) Load I Distribute I Type I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I------------I--------I-----------------I-----------------I-------- 1 Full UDL Dead 405.00 No 2 Full UDL Constr. 240.00 No Self -weight automatically included. ************************************************************************ DESIGN SECTION: D.Fir-L, No. 1, 6x10 @12.411 plf ************************************************************************ MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in) I 5.0 8.0 ft I ---------- I ---------------------------I Reaction I 0.84 5.58 2.13 B.Length I 1.0 1.6 1.0 SECTION vs. DESIGN CODE (s=ress=psi, deflection=in) Criteria I Analysis Value I Design Value I Analysis/Design I -------------- I Shear ---------------- fv @d = I 75 ---------------- Fv' = 106 I ------------------I fv/Fv' = 0.71 Bending(+) fb = 499 Fb' = 1687 fb/Fb' = 0.30 Bending(-) fb = 584 Fb' = 1687 fb/Fb' = 0.35 Live Defl'n 0.02 = <L/999 0.27 = L/360 0.07 Total Defl'n 0.05 = <L/999 0.40 = L/240 0.13 Bending (+): Crit.LC#= 2 CD= 1.25 CL=1.000 Bending(-): Crit.LC#= 2 CD= 1.25 CL=1.000 Shear : Crit.LC#= 2 CD= 1.25 V@d= 2.61 Deflection: Crit.LC#= 2 Total Deflection = 1.00(Defln dead) + Defln Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. WoodWorks SIZER SOFTWARE FOR WOOD DESIGN Value I Design File Name: B8 WoodWorks SIZER 1.Oj 10 Apr,1997 14:35 --------------I----------------I----------------I------------------I Shear fv @d = COMPANY R. C. E. 1708 Salem St. Chico, CA Phone: (916) 894-8801 Fax: (916) 894-8801 DESIGN DATA: code: type: database: material: service: lateral support total length: PROJECT I Nettleton Res. I Chico, CA I Lenn Goldmann & Associates 196.066 DESIGN CHECK NDS -1991 Beam Custom Timber -soft wet Top= 24.00 15.00 [ft] Bottom= @Supports [in] INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) Load I Distribute I Type I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I------------I--------I-----------------I-----------------I-------- 1 Full UDL Dead 185.00 No 2 Full UDL Constr. 80.00 Yes Self -weight automatically included. DESIGN SECTION: D.Fir-L, No. 1, 6x6 @ 7.185 plf MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in) 2.5 10.0 2.5 ft I A A ---------- I ------------------------------------I Uplift I 0.55 0.55 Reaction I 2.50 2.50 B.Length I 1.1 1.1 SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criteria I Analysis Value I Design Value I Analysis/Design I --------------I----------------I----------------I------------------I Shear fv @d = 61 Fv' = 106 fv/Fv' = 0.58 Bending(+) fb = 622 Fb' = 1500 fb/Fb' = 0.41 Bending(-) fb = 857 Fb' = 1500 fb/Fb' = 0.57 Live Defl'n 0.05 = <L/999 0.33 = L/360 0.14 Total Defl'n 0.15 = L/779 0.50 = L/240 0.31. Bending(+): Crit.LC#= 3 CD= 1.25 CL=1.000 Bending(-): Crit.LC#= 4 CD= 1.25 CL=1.000 Shear : Crit.LC#= 3 CD= 1.25 V@d= 1.24 Deflection: Crit.LC#= 3 Total Deflection = 1.00(Defln dead) + Defln Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. WoodWorks SIZER I Analysis SOFTWARE FOR WOOD DESIGN •� File Name: E9 WoodWorks SIZER 1.Oj 10 Apr,1997 15:09 Pcl S9 COMPANY 47 I PROJECT R. C. E. Bending(+) I Nettleton Res. 1708 Salem St. Chico, CA I Chico, CA Live Defl'n Phone: (916) 894-8801 <L/999 ( Lenn Goldman & Associates Fax: (916) 894-8801 0.19 19.6.066 0.16 = L/680 DESIGN CHECK 0.35 DESIGN DATA: code: NDS-1991 type: Beam database: Custom material: Timber-soft lateral support: Top= Full Bottom= @Supports total length: 9.00 [ft] INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) Load I Distribute I Type IMagnitude I Location I Pattern I I I Start End I Start . End I Load -----I------------I--------I-----------------I-----------------I-------- 1 Full UDL Dead 203.00 No 2 Full UDL Constr. 120.00 No Self -weight automatically included. DESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in) I 9.0 ft I I A I ----------I------------------1 Reaction I 1.50 1.50 B.Length 1 1.0 1.0 SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criteria I Analysis Value I Design ----------------I------------------I Value I Analysis/Design I -------------- Shear I ---------------- fv @d = 47 I Fv' = 106 fv/Fv' = 0.44 Bending(+) fb = 784 Fb' = 1500 fb/Fb' = 0.52 Live Defl'n 0.06 = <L/999 0.30 = L/360 0.19 Total Defl'n 0.16 = L/680 0.45 = L/240 0.35 Bending(+): Crit.LC#= 2 CD= 1.25 CL=1.000 Shear : Crit.LC#= 2 CD= 1.25 V@d= 1.29 Deflection: Crit.LC#= 2 Total Deflection = 1.00(Defln dead) + Defln Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. _WboodWorks SIZER SOFTWARE FOR WOOD DESIGN File Name: B10 WoodWorks SIZER 1.Oj 10 Apr,1997 15:23 -ff� 1310 COMPANY R. C. E. 1708 Salem St. Chico, CA Phone: (916) 894-8801 Fax: (916) 894-8801 PROJECT I Nettleton Res. I Chico, CA I Lenn Goldmann & Associates 196.066 DESIGN CHECK DESIGN DATA: Value I Design Value I Analysis/Design I ------------------I code: NDS -1991 I 55 ---------------- Fv' = 106 type: Beam fb = 1186 Fb' = database: Custom Live Defl'n 0.19 = <L/999 material: Timber -soft 0.31 Total Defl'n 0.66 = service: wet L/240 0.72 lateral support: Top= 24.00 Bottom= @Supports [in] total length: 18.50 [ft] INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) Load I Distribute I Type I Magnitude I Location I Pattern' I I I Start End I Start End I Load -----I------------I--------I-----------------I-----------------I-------- 1 Full UDL Dead 185.00 No 2 Full UDL Constr. 80.00 No Self -weight automatically included. DESIGN SECTION: D.Fir-L, No. 1, 6x12 @15.023 plf MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in) I 18.5 ft I ----------I------------------I Reaction I 2.59 2.59 B.Length I 1.1 1.1 SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criteria I Analysis Value I Design Value I Analysis/Design I ------------------I --------------I---------------- Shear fv @d = I 55 ---------------- Fv' = 106 I fv/Fv' = 0.52 Bending'(+) fb = 1186 Fb' = 1683 fb/Fb' = 0.70 Live Defl'n 0.19 = <L/999 0.62 = L/360 0.31 Total Defl'n 0.66 = L/335 0.92 = L/240 0.72 Bending(+): Crit.LC#= 2 CD= 1.25 CL=0.998 Shear : Crit.LC#= 2 CD= 1.25 V@d= 2.32 Deflection: Crit.LC#= 2 Total Deflection = 1.00(Defln dead) + Defln Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 00 Or S SIZER SOFTWARE FOR WOOD DESIGN Value I Design File Name: Bll Woodworks SIZER 1.Oj 10 Apr,1997 15:24 pQ 811 COMPANY I PROJECT R. C. E. I Nettleton Res. 1708 Salem St. Chico, CA I Chico, CA Phone: (916) 894-8801 I Lenn Goldmann & Associates Fax: (916) 894-8801 196.066 DESIGN DATA: code: type: database: material: service: lateral support: total length: DESIGN CHECK NDS -1991 Beam Custom 4x Beams wet Top= 24.00 4.25 [ft] Bottom= @Supports [in] INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) Load I Distribute I Type I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I------------I--------I-----------------I-----------------I-------- 1 Full UDL Dead 419.00 No 2 Full UDL Constr. 248.00 No Self -weight automatically included. DESIGN SECTION: D.Fir-L, No.2, 4x8 @ 6.027 plf MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in) I 4.2 ft I ----------I------------------I Reaction I 1.43 1.43 B.Length I 1.0 1.0 SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criteria I Analysis Value I Design Value I Analysis/Design I --------------I----------------I----------------I------------------I Shear fv @d = 61 Fv' = 115 fv/Fv' = 0.53 Bending(+) fb = 595 Fb' = 1417 fb/Fb' = 0.42 Live Defl'n 0.01 = <L/999 0.14 = L/360 0.08 Total Defl'n 0.03 = <L/999 0.21 = L/240 0.15 Bending (+): Crit.LC#= 2 CD= 1.25 CL=0.996 Shear Crit.LC#= 2 CD= 1.25 V@d= 1.02 Deflection: Crit.LC#= 2 Total Deflection = 1.00(Defln dead) + Defln Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 00 W_o_rCi S SIZER SOFTWARE FOR WOOD DESIGN File Name: B12 Woodworks SIZER 1.Oj 10 Apr,1997 15:24 PI g12 COMPANY R. C. E. 1708 Salem St. Chico, CA Phone: (916) 894-8801 Fax: (916) 894-8801 PROJECT I Nettleton Res. I Chico, CA I Lenn Goldmann & Associates 96.066 DESIGN CHECK DESIGN DATA: code: NDS -1991 type: Beam database: Custom material: Timber -soft service: wet lateral support: Top= Full Bottom= @Supports total length: 6.00 [ft] INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) Load I Distribute I Type I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I------------I--------I-----------------I-----------------I-------- 1 Full UDL Dead 482.00 No 2 Full UDL Constr. 256.00 No Self -weight automatically included. DESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in) I 6.0 ft I ----------I------------------I Reaction I 2.24 2.24 B.Length I 1.0 1.0 SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criteria I Analysis Value I Design Value I Analysis/Design I --------------I---------------- Shear fv @d = I 65' ----------------I------------------I Fv' = 106 fv/Fv' = 0.61 Bending(+) fb = 783 Fb' = 1500 fb/Fb' = 0.52 Live Defl'n 0.02 = <L/999 0.20 = L/360 0.12 Total Defl'n 0.07 = <L/999 0.30 = L/240 0.23 Bending (+): Crit.LC#= 2 CD= 1.25 CL=1.000 Shear Crit.LC#= 2 CD= 1.25 V@d= 1.78 Deflection: Crit.LC#= 2 Total Deflection = 1.00(Defln dead) + Defln Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. File Name: B13 WoodWorks SOFTWARE FOR WOOD DESIGN Woodworks SIZER 1.Oj 11 Apr,1997 12:55 P1 B g COMPANY I PROJECT R. C. E. I Nettleton Res. 1708 Salem St. Chico, CA i Chico, CA Phone: (916) 894-8801 I Lenn Goldman & Associates Fax: (916) 894-8801 196.066 End I Load DESIGN CHECK Part'l DESIGN DATA: Dead 243.00 code: NDS -1991 3.50 type: Beam Part'l database: Custom 144.00 material: Timber -soft 3.50 service: wet Part'l lateral support: Top= @Supports -Bottom= @Supports total length: 6.00 (ft] 6.00 INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) Load I Distribute I Type I Magnitude I Location I Analysis/Design I I Pattern I 47 I ---------------- Fv' = I I Start End I Start End I Load -----I------------I--------I-----------------I-----------------I-------- 1 Part'l UDL Dead 243.00 243.Q0 0.00 3.50 No 2 Part'l UDL Constr. 144.00 144.00 0.00 3.50 Yes 3 Part'l UDL Dead 405.00 405.00 3.50 6.00 No 4 Part'l UDL Constr. 240.00 240.00 3.50 6.00 Yes elf -weight automatically included. DESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in) I 6.0 ft I ----------I------------------I Reaction I 1.32 1.70 B.Length 1 1.0 1.0 SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criteria I Analysis Value I Design Value I Analysis/Design I -------------- Shear I ---------------- fv @d = 47 I ---------------- Fv' = 106 I ------------------I fv/Fv' = 0.44 Bending(+) fb = 515 Fb' = 1500 fb/Fb' = 0.34 Live Defl'n 0.02 = <L/999 0.20 = L/360 0.08 Total Defl'n 0.05 = <L/999 0.30 = L/240 0.15 Bending(+): Crit.LC#= 2 CD= 1.25 CL=1.000 Shear : Crit.LC#= 2 CC= 1.25 V@d= 1.29 Deflection: Crit.LC#= 2 Total Deflection = 1.00(Defln dead) + Defln Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Wood or s SOFTWARE FOR WOOD DESIGN Value I Design File Name: B14 Woodworks SIZER 1.Oj 11 Apr,1997 12:54 --------------I----------------I---------------- Shear fv @d = COMPANY R. C. E. 1708 Salem St. Chico, Phone: (916) 894-8801 Fax: (916) 894-8801 DESIGN DATA.: code: type: database: material: lateral support total length: PRUJ ECT I Nettleton Res. CA I Chico, CA I Lenn Goldmann & Associates 196.066 DESIGN CHECK NDS -1991 Beam Custom Timber -soft Top= @Supports 6.50 [ft] Bottom= @Supports INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) Load I Distribute I Type I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I------------I--------I-----------------I-----------------I-------- 1 Full UDL Dead 459.00 No 2 Full UDL Constr. 272.00 Yes Self -weight automatically included. DESIGN SECTION: D.Fir-L, No. 1, 6x10 @12.411 plf MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in) I 6.5 ft I ----------I------------------I Reaction I 2.42 2.42 B.Length I 1.0 1.0 SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criteria I Analysis Value I Design Value I Analysis/Design I ------------------I --------------I----------------I---------------- Shear fv @d = 52 Fv' = 106 I fv/Fv' = 0.49 Bending(+) fb = 569 Fb' = 1687 fb/Fb' = 0.34 Live Defl'n 0.02 = <L/999 0.22 = L/360 0.08 Total Defl'n 0.05 = <L/999 0.32 = L/240 0.15 Bending(+): Crit.LC#= 2 CD= 1.25 CL=1.000 Shear : Crit.LC#= 2 CD= 1.25 V@d= 1.83 Deflection: Crit.LC#= 2 Total Deflection = 1.00(Defln dead) + Defln Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of N.DS Clause 4.4.1. 00 Q OI' S SIZER SOFTWARE FOR WOOD DESIGN File Name: B15 WoodWorks SIZER 1.Oj 11 Apr,1997 12:53 T� g1S COMPANY R. C. E. 1708 Salem St. Chico, Phone: (916) 894-8801 Fax: (916) 894-8801 DESIGN DATA: code: type: database: material: lateral support: total length: PROJECT I Nettleton Res. CA I Chico, CA I Lenn Goldmann & Associates 196.066 DESIGN CHECK NDS -1991 Beam Custom Glulam Simple Top= 24.00 Bottom= @Supports [in] 15.50 [ft] INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) Load I Distribute'I Type I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I------------I--------I-----------------I-----------------I-------- 1 Full UDL Dead 702.00 No 2 Full UDL Constr. 416.00 Yes Self -weight automatically included. DESIGN SECTION: VG West.DF, 24F -V4, 5.125x15 @18.260 plf MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in) I 15.5 ft I I I ---------- I ------------------I Reaction I 8.81 8.81 B.Length I 2.6 2.6 SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criteria I Analysis Value I Design Value I Analysis/Design I ------------------I -------------- Shear I ---------------- fv @d = I 144 --------=------- Fv' = 237 I fv/Fv' = 0.61 Bending(+) fb = 2131 Fb' = 2988 fb/Fb' = 0.71 Live Defl'n 0.21 = L/893 0.52 = L/360 0.40 Total Defl'n 0.57 = L/327 0.77 = L/240 0.73 Bending(+): Crit.LC#= 2 CD= 1.25 CL=0.996 CV=1.000(KL=1) Shear : Crit.LC#= 2 CD= 1.25 V@d= 7.39 Deflection: Crit.LC#= 2 Total Deflection = 1.00(Defln dead) + Defln Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. WoodWorks SIZER SOFTWARE FOR WOOD DESIGN File Name: B16 WoodWorks SIZER 1.Oj 11 Apr,1997 12:53 7r, at LP COMPANY I PROJECT R. C. E. I Nettleton Res. 1708 Salem St. Chico, CA I Chico, CA Phone: (916) 894-8801 I Lenn Goldmann & Associates Fax: (916) 894-8801 196.066 DESIGN CHECK DESIGN DATA: code: NDS -1991 type: Beam database: Custom material: Glulam Simple lateral support: Top= 24.00 Bottom= @Supports [in] total length: 15.50 [ft] INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) Load I Distribute I Type I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I------------I--------I-----------------I-----------------I-------- 1 Full UDL Dead 294.00 No 2 Full UDL Constr. 32.00 Yes Self -weight automatically included. DESIGN SECTION: VG West.DF, 24F -V4, 5.125x12 @14.608 plf MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in) I 15.5 ft I I " I ----------I------------------I Reaction I 2.64 2.64 B.Length I 1.0 1.0 SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criteria I Analysis Value ► Design Value I Analysis/Design I ------------------I --------------I----------------I---------------- Shear fv @d = 51 Fv' = 171 I fv/Fv' = 0.30 Bending(+) fb = 904 Fb' = 2155 fb/Fb' = 0.42 Live Defl'n 0.03 = <L/999 0.52 = L/360 0.06 Total Defl'n 0.33 = L/558 0.77 = L/240 0.43 Bending(+): Crit.LC#= 1 CD= 0.90 CL=0.998 CV=1.000(KL=1) Shear : Crit.LC#= 1 CD= 0.90 V@d= 2.08 Deflection: Crit.LC#= 2 Total Deflection = 1.00(Defln dead) + Defln Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS_Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. _MoodWorks SIZER SOFTWARE FOR WOOD DESIGN Value I Design_ File Name: B17 Woodworks SIZER 1.Oj 11 Apr,1997 12:52 --------------I---------------- Shear fv @d = COMPANY I PROJECT R. C. E. I Nettleton Res. 1708 Salem St. Chico, CA I Chico, CA Phone: (916) 894-8801 I Lenn Goldmann & Associates Fax: (916) 894-8801 i 96.066 DESIGN CHECK DESIGN DATA: code: NDS -1991 type: Beam database: Custom material: Timber -soft lateral support: Top= 24.00 Bottom= @Supports [in] total length: 14.00 [ft] INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) Load I Distribute I Type I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I------------I--------I-----------------I-----------------I-------- 1 Full UDL Dead 243.00 No 2 Full UDL Constr. 144.00 Yes Self -weight automatically included. DESIGN SECTION: D.Fir-L, No. 1, 6x12 @15.023 plf MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in) I 14.0 ft I ----------I------------------I Reaction I 2.81 2.81 B.Length I 1.0 1.0 SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criteria I Analysis Value I Design_ Value I Analysis/Design I --------------I---------------- Shear fv @d = I 58 ---------------- Fv' = 106 I ------------------I fv/Fv' = 0.54 Bending(+) fb = 975 Fb' = 1683 fb/Fb' _ .0.58 Live Defl'n 0.11 = <L/999 0.47 = L/360 0.24 Total Defl'n 0.31 = L/539 0.70 = L/240 0.45 Bending(+): Crit.LC#= 2 CD= 1.25 CL=0.998 Shear : Crit.LC#= 2 CD= 1.25 V@d= 2.43 Deflection: Crit.LC#= 2 Total Deflection = 1.00(Defln dead) + Defln Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. _VVoodW_6_rVs_S1ZER SOFTWARE FOR WOOD DESIGN File Name: B18 Woodworks SIZER 1.Oj 11 Apr,1997 12:58 Pq 61� COMPANY I PROJECT R. C. E. I Nettleton Res. 1708 Salem St. Chico, CA I Chico, CA Phone: (916) 894-8801 1 Lenn Goldmann & Associates Fax: (916) 894-8801 1 96.066 DESIGN CH DESIGN DATA: code: NDS -1991 type: Beam database: Custom material: Timber -soft lateral support: Top= 24.00 Bottom= @Supports [in] total length: 10.50 [ft] INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) Load I Distribute I Type I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I------------I--------I-----------------I-----------------I-------- 1 Full UDL Dead 270.00 No 2 Full UDL Constr. 160.00 Yes Self -weight automatically included. DESIGN SECTION: D.Fir-L, No. 1, 6x10 @12.411 plf MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in) ! 10.5 ft I I A I ---------- I ------------------I Reaction ! 2.32 2.32 B.Length ! 1.0 1.0 SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criteria I Analysis Value I Design Value I Analysis/Design I -------------- I Shear ---------------- fv @d = 57 I ---------------- Fv' = I 106 ------------------I fv/Fv' = 0.53 Bending(+) fb = 884 Fb' = 1687 fb/Fb' = 0.52 Live Defl'n 0.07 = <L/999 0.35 = L/360 0.20 Total Defl'n 0.19 = L/654 0.52 = L/240 0.37 Bending(+): Crit.LC#= 2 CD= 1.25 CL=1.000 Shear : Crit.LC#= 2 CD= 1.25 V@d= 1.97 Deflection: Crit.LC#= 2 Total Deflection = 1.00(Defln dead) + Defln Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 00 Wor(is SIZER SOFTWARE FOR WOOD DESIGN File Name: B19 Woodworks SIZER 1.Oj 11 Apr,1997 13:42 �� g COMPANY I PROJECT R. C. E. I Nettleton Res. 1708 Salem St. Chico, CA I Chico, CA Phone: (916) 894-8801 I Lenn Goldmann & Associates Fax: (916) 894-8801 196.066 DESIGN DATA: code: type: database: material: lateral support: total length: DESIGN CHECK NDS -1991 Beam Custom Glulam Simple Top= 168.00 22.00 [ft] Bottom= @Supports [in] INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) Load I Distribute I Type I Magnitude I Location I Pattern I I ----------I------------------I Reaction I I I Start End I Start End I Load -----I------------I--------I-----------------I-----------------I-------- 1 Part'l UDL Dead 689.00 689.00 0.00 14.00 No 2 Part'l UDL Constr. . 357.00 357.00 0.00 14.00 Yes 3 Part'l UDL Dead 554.00 554.00 14.00 22.00 No 4 Part'l UDL Constr. 287.00 287.00 14.00 22:00 Yes 5 Point 0.23 = Dead 1.46 = L/360 14.00 0.32 No 6 Point 1.10 Constr. 0.76 0.85 14.00 Crit.LC#= No Self -weight automatically included. DESIGN SECTION: VG West. -DF, 24F -V4, 5.125x22.5 @27.389 plf MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in) Deflection: Crit.LC#= 2 Total Deflection = 1.50(Defln dead) + Defln Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 22.0 ft I " I ----------I------------------I Reaction I I 12.32 11.88 B.Length I 3.7 3.6 SECTION vs. DESIGN CODE (stress=psi, deflection=in) Analysis/Design I Criteria I Analysis Value i Design Value I --------------I----------------I----------------I------------------I Shear fv @d = 134 Fv' = 237 fv/Fv' = 0.56 Bending(+) fb = 1961 Fb' = 2670 fb/Fb' = 0.73 Live Defl'n 0.23 = <L/999 0.73 = L/360 0.32 Total Defl'n 0.93 = L/283 1.10 = L/240 0.85 Bending(+): Crit.LC#= 2 CD= 1.25 CL=0.890 CV=0.935(KL=1) Shear : Crit.LC#= 2 CD= 1.25. V@d=10.30 Deflection: Crit.LC#= 2 Total Deflection = 1.50(Defln dead) + Defln Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). -W-o—odWorks SIZER SOFTWARE FOR WOOD DESIGN File Name: B20 Woodworks SIZER 1.Oj 11 Apr,1997 13:13 Zd COMPANY I PROJECT R. C. E. I Nettleton Res. 1708 Salem St. Chico, CA I Chico, CA Phone: (916) 894-8801 I Lenn Goldmann & Associates Fax: (916) 894-8801 196.066 DESIGN CHECK DESIGN DATA: code: NDS -1991 type: RoofJoist database: Custom material: Lumber -soft lateral support: Top= 168.00 Bottom= @Supports [in] total length: 10.00 [ft] repetitive factor: applied where applicable. INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) Load I Distribute I Type I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I------------I--------I-----------------I-----------------I-------- 1 Full UDL Dead 54.00 No 2 Full UDL Constr. 32.00 No Self -weight automatically include DESIGN SECTION: D.Fir-L, No.2, 2x8 @ 2.583 plf MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in) 9.0 1.0 ft I ----------I---------------------------I Reaction I 0.39 0.49 B.Length I 1.0 1.0 SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criteria I Analysis Value I Design Value I Analysis/Design I --------------I---------------- Shear fv @d = 48 I----------------I------------------I Fv' = 119 fv/Fv' = 0.41 Bending(+) fb = 799 Fb' = 1008 fb/Fb' = 0.79 Bending(-) fb = 40 Fb' = 1494 fb/Fb' = 0.03 Live Defl'n 0.02 = L/575 0.07 = L/180 0.31 Total Defl'n 0.06 = L/207 0.10 = L/120 0.58 (a cantilever span governs deflection) Bending(+): Crit.LC#= 2 CD= 1.25 CL=0.668 Cr= 1.15 Bending(-): Crit.LC#= 2 CD= 1.25 CL=0.990 Cr= 1.15 Shear : Crit.LC#= 2 CD= 1.25 V@d= 0.35 Deflection: Crit.LC#= 2 Total Deflection = 1.00(Defln dead) + Defln Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4�4 P� LZ 04/15/97 - Lateral Analysis - Nettleton Residence - R.C.E. Job 96-066 UBC Wind Loads -- Method 1 p= CeeCq*gsol Hour r 1 ur nuD MAID nl D HDD P= P= P= p= P= p= 12.2 7.6 4.6 10.7 10.71 10.7 psf 0 to 15' 13.0 8.1 4.9 1 1.4 11.4 11.4 psf 15 to 20' 13.7 -8-.T-5.1 Cq = 12. 12.0 12.0psf I = 20 to 25' 14.2 8.9 5.3 I2.4 12.4 12.4 psf 25 to 30' 15.1 9.4 5.7 13.2 13.2 13.2 psf 30 to 40' 16.5 10.3 6.2 14.4 14.4 14.4 psf 40 to 60' Wind Spee 75 mph Exposure: C where; @Wall Lines 8 - 9 Ce = 1.06 @ 0 to 15' Ce = 1.13 @ 15 to 20' Ce = 1.19 @ 20 to 25' Ce= 1.23 @25 to 30' Ce = 1.31 @ 30 to 40' Ce = 1.43 @ 40 to 60' Cq = 0.8 (IWW) Inward @ Windward Wall Cq = 0.5 (OLW) Outward @ LeewardVall Wind Loading @ Bedrooms Tributary Cq = 0.3 (IWR) Inward @ Windward Roof @Wall Lines 8 - 9 Cq = 0.7 (OWR) Outward @ Windward Roof Area Pressure Cq = 0.7 (OLR) Outward @ Leeward Roof 12.2 psf = @ Elev. 430' Cq = 0.7 (OPR) Outward @ Parallel To Ridge 12.2 psf = 55 lbs. qs = 14.4 psf Mean Roof Height 16.0 feet 0.00 I = 1.00 Importance Factor 0 lbs. (IWW) Roof Sloe = 6 Rise to 12 Horiz. Wind Loading @ Bedrooms Tributary Normal Resultant Horizontal @Wall Lines I - 2 Area Pressure Force @Elev. 430' 4.50 feet @ 12.2 psf = 55 lbs. (IWW) @ 0 to 15' Mean Roof Height 21.5 feet 4.50 feet @ 8.6 psf = 39 lbs. (OLW) @ 20 to 25' Uplift Pressure = 12.0 psf 8.00 feet @ 5.1 psf = 41 lbs. (IWR) @ 20 to 25' @ 15 to 20' 8.00 feet @ 12.0 psf = 96 lbs. OLR @ 20 to 25' Fp = 222 plf - horiz. Fp = 231 plf - horiz. Wind Loading @ Bedrooms Tributary Normal Resultant Horizontal @Wall Lines 8 - 9 @Wall Lines 2 - 5 Pressure Area Pressure Force 4.50 feet @ 12.2 psf = @ Elev. 430' 4.50 feet @ 12.2 psf = 55 lbs. (IWW) @ 0 to 15' Mean Roof Height 16.0 feet 0.00 feet @ 13.0 psf = 0 lbs. (IWW) @ 15 to 20' Uplift Pressure = 1 1.4 psf 4.50 feet @ 8.1 psf = 37 lbs. (OLW) @ 15 to 20' 8.00 feet @ 4.9 psf = 39 lbs. (IWR) @ 15 to 20' 8.00 feet @ 1 14 psf = 91 lbs. (OLR) @ 15 to 20' Fp = 222 plf - horiz. Wind Loading @ Den, Living Tributary Normal Resultant Horizontal @Wall Lines 5 - 8 Area Pressure Force , @ Elev. 432' 5.50 feet @ 12.2 psf = 67 lbs. (IWW) @ 0 to 15' Mean Roof Height 24.0 feet 1.00 feet @ 13.0 psf = 13 lbs. (IWW) @ 15 to 20' Uplift Pressure = 12.0 psf 6.50 feet @ 8.6 psf = 56 lbs. (OLW) @ 20 to 25' 16.00 feet @ 5.1 psf = 82 lbs. (IWR) @ 20 to 25' 16.00 feet @ 12.0 psf = 192 lbs. (OLR) @ 20 to 25' Fn = 410 off - horiz. Wind Loading @ Dinnig, Kitchen, Family Tributary Normal Resultant Horizontal @Wall Lines 8 - 9 Area Pressure Force @ Elev. 434' 4.50 feet @ 12.2 psf = 55 lbs. (IWW) @ 0 to 15' Mean Roof Height 20.3 feet 4.50 feet @ 8.6 psf = 39 lbs. (OLW) @ 20 to 25' Uplift Pressure = 12.0 psf 13.00 feet @ 5.1 psf = 67 lbs. (IWR) @ 20 to 25' 13.00 feet @ 12.0 psf = 156 lbs. (OLR) @ 20 to 25' Fp = 316 plf - horiz. Wind Loading @ Office Tributary Normal Resultant Horizontal @Wall Lines 9 - 10 Area Pressure ' Force @ Elev. 434' 4.50 feet @ 12.2 psf = 55 lbs. (IWW) @ 0 to 15' Mean Roof Height 13.5 feet 4.50 feet @ 7.6 psf = 34 lbs. (OLW) @ 0 to 15' Uplift Pressure = 10.7 psf 10.00 feet @ 4.6 psf = 46 lbs. (IWR) @ 0 to 15' 10.00 feet @ 10.7 psf = 107 lbs. OLR @ 0 to 15' Fp = 242 plf - horiz. 04/15/97 - Lateral Analysis - Nettleton Residence - R.C.E. Job 96-066 Wind Loading @ Garage Tributary Normal Resultant Horizontal @Wall Lines 10 U 13 Area Pressure Force @ Elev. 436' 6.00 feet @ 12.2 psf = 73 lbs. (IWW) @ 0 to 15' Mean Roof Height 15.0 feet 6.00 feet @ 7.6 psf = 46 lbs. (OLW) @ 0 to 15' Uplift Pressure = 10.7 psf 7.00 feet @ 4.6 psf = 32 lbs. (IWR) @ Oto 15' 7.00 feet @ 10.7 psf = 75 lbs. OLR @ 0 to 15' Fp = 226 pif - horiz. Wind Loading @ Workshop in Garage Tributary Normal Resultant Horizontal @Wall Lines 1 1 - 12 Area Pressure Force @ Elev. 436' 8.00 feet @ 12.2 psf = 98 lbs. (IWW) @ 0 to 15' Mean Roof Height 12.0 feet 8.00 feet @ 7.6 psf = 61 lbs. (OLW) @ 0 to 15' Uplift Pressure = 10.7 psf 0.00 feet @ 4.6 psf = 0 lbs. (IWR) @ 0 to 15' 0.00 feet @ 10.7 psf = 0 lbs. OLR @ 0 to 15' Fp =I 159 Of - horiz. Wind Loading @ Garage Tributary Normal Resultant Horizontal @Wall Lines A - B, 13 - 14 Area Pressure Force @Elev. 430' 4.50 feet @ 12.2 psf = 55 lbs. (IWW) @Oto 15' Mean Roof Height 11.0 feet 4.50 feet @ 7.6 psf = 34 lbs. (OLW) @ 0 to 15' Uplift Pressure = 10.7 psf 4.00 feet @ 4.6 psf = 18 lbs. (IWR) @ 0 to 15' 4.00 feet @ 10.7 psf = 19 lbs. OLR @Oto 15' Fp = 127 pIf - horiz. Wind Loading @ Bedrooms Tributary Normal Resultant Horizontal @Wall Lines B - G Area Pressure Force @Elev. 430' 4.50 feet @ 12.2 psf = 55 lbs. (IWW) @ 0 to 15' Mean Roof Height 21.3 feet 4.50 feet @ 8.6 psf = 39 lbs. (OLW) @ 20 to 25' Uplift Pressure = 12.0 psf 7.50 feet @ 5.1 psf = 39 lbs. (IWR) @ 20 to 25' 7.50 feet @ 12.0 psf = 40 lbs. OLR @ 20 to 25' Fp = 172 plf - horiz. Wind Loading @ Den, Living, Kitchen, Dinning Tributary Normal Resultant Horizontal @Wall Lines B - I Area Pressure Force @ Elev. 434' 5.50 feet @ 12.2 psf = 67 lbs. (IWW) @ 0 to 15' Mean Roof Height 23.5 feet 5.50 feet @ 8.6 psf = 47 lbs. (OLW) @ 20 to 25' Uplift Pressure = 12.0 psf 16.00 feet @ 5.1 psf = 82 lbs. (IWR) @ 20 to 25' 16.00 feet @ 12.0 psf = 192 lbs. OLR @ 20 to 25' Fp = 388 pIf -horiz. Wind Loading @ Garage, Office Tributary Normal Resultant Horizontal @Wall Lines B - H Area Pressure Force @Elev. 436' 4.50 feet @ 12.2 psf = 55 lbs. (IWW) @ 0 to 15' Mean Roof Height 21.3 feet 4.50 feet @ 8.6 psf = 39 lbs. (OLW) @ 20 to 25' Uplift Pressure = 12.0 psf 8.00 feet @ 5.1 psf = 41 lbs. (IWR) @ 20 to 25' 8.00 feet @ 12.0 psf = 96 lbs. OLR @ 20 to 25' Fp = 231 Of - horiz. Wind Loading @ Kitchen 8t Mstr Bed Tributary Normal Resultant Horizontal @Wall Lines I - K, G - K Area Pressure Force 4.50 feet @ 12.2 psf = 55 lbs. (IWW) @ 0 to 15' Mean Roof Height 1 1.5 feet 4.50 feet @ 7.6 psf = 34 lbs. (OLW) @ 0 to 15' Uplift Pressure = 10.7 psf 5.00 feet @ 4.6 psf = 23 lbs. (IWR) @ 0 to 15' 5.00 feet @ 10.7 psf = 53 lbs.(OLP) @ 0 to 15' Fp = 166 plf - horiz. Wind Loading @ Front 8t Back Patio Tributary Normal Resultant Horizontal @Wall Lines ) 8i L - M Area Pressure Force 0.00 feet @ 12.2 psf = 0 lbs. (IWW) @ 0 to 15' Mean Roof Height 16.5 feet 0.00 feet @ 8.1 psf = 0 lbs. (OLW) @ 15 to 20' Uplift Pressure = 11.4 psf 9.00 feet @ 4.9 psf = 44 lbs. (IWR) @ 15 to 20' 9.00 feet @ 11.4 psf = 103 lbs. OLR @ 15 to 20' Fp = 146 pIf - horiz. 04/15/97 - Lateral Analysis - Nettleton Residence - R.C.E. job 96-066 UBC Seismic Loads - Static Force Procedure V= (Z*IOC/Rw)*W where; Z = 0.3 Zone 3 1 = 1.00 Importance Factor p=1 0.138 •W C= 2.75 maximum Rw = 6.0 Plywood Shear Walls W = Building Weight Seismic Roof Loading @ Bedrooms Tributary Weights = 32.00 feet of Roof @ 27.00 psf @ Lines, 1 - 2 4.50 feet of Ext. Rock Wall 59.00 psf 4.50 feet of Ext. Wood Wall 14.00 psf V = 171 If horiz. 4.50 feet of Int. Wall @ 11.00 psf Seismic Roof Loading @ Bedrooms Tributary Weights = 56.00 feet of Roof @ 27.00 psf @ Lines, 2 - 3 4.50 feet of Ext. Rock Wall 59.00 psf 4.50 feet of Ext. Wood Wall 14.00 psf V = 273 if- horiz. 13.50 feet of Int. Wall @ 11.00 psf Seismic Roof Loading @ Bedrooms, Den Tributary Weights = 66.00 feet of Roof @ 27.00 psf @ Line 3 - 5 4.50 feet of Ext. Rock Wall 59.00 psf 4.-50 feet of Ext. Wood Wall 14.00 psf V = 311 If- horiz. 13.50 feet of Int. Wall @ 11.00 psf Seismic Roof Loading @ Foyer, Living Tributary Weights = 78.00 feet of Roof @ 27.00 psf @ Line 6 - 7 5.50 feet of Ext. Rock Wall 59.00 psf 5.50 feet of Ext. Wood Wall 14.00 psf V = 345 pif - horiz. 0.00 feet of Int. Wall @ 11.00 psf Seismic Roof Loading @ Dinning, Nook Tributary Weights = 60.00 feet of Roof @ 27.00 psf @ Lines 5 - 6, 7 - 8 0.00 feet of Ext. Rock Wall 59.00 psf 9.00 feet of Ext. Wood Wall 14.00 psf V = 247 If- horiz. 4.50 feet of Int. Wall @ 11.00 psf Seismic Roof Loading @ Kitchen, Laundry Tributary Weights = 64.00 feet of Roof @ 27.00 psf @ Lines 8 - 9 9.00 feet of Ext. Rock Wali 59.00 psf 0.00 feet of Ext. Wood Wall 14.00 psf _. V = 331 plf -horiz. 13.50 feet of Int. Wall @ 11.00 psf Seismic Roof Loading @ Office Tributary Weights = 37.00 feet of Roof @ 27.00 psf @ Lines 9 - 10 0.00 feet of Ext. Rock Wall 59.00 psf 9.00 feet of Ext. Wood Wall 14.00 psf V = 161 pif - horiz. 4.50 feet of Int. Wall @ 11.00 psf Pj L5 04/15/97 - Lateral Analysis - Nettleton Residence - R.C.E. Job 96-066 UBC Seismic Loads - Static Force Procedure V= (Z•I*C/Rw)•W where; Z = 0.3 Zone 3 I = 1.00 Importance Factor p=1 0.138 •W C= 2.75 maximum RW = 6.0 Plywood Shear Walls W = Building Weight Seismic Roof Loading @ Garage Tributary Weights = 51.00 feet of Roof @ 27.00 psf. @ Lines 10- 13 9.00 feet of Ext. Rock Wall 59.00 psf 0.00 feet of Ext. Wood Wall 14.00 psf V = 262if - horiz. 0.00 feet of Int. Wall @ 11.00 psf Seismic Roof Loading @ WorkShop in Gara Tributary Weight = 13.00 feet of Roof @ 27.00 psf @ Lines 1 1 - 12 9.00 feet of Ext. Rock Wall 59.00 psf 0.00 feet of Ext. Wood Wall 14.00 psf V = 121 plf - horiz. 0.00 feet of Int. Wall @ 11.00 psf Seismic Roof Loading @ Master Bedrooms Tributary Weight = 34.00 feet of Roof @ 27.00 psf @ Lines D - H 9.00 feet of Ext. Rock Wall 59.00 psf 4.50 feet of Ext. Wood Wall 14.00 psf V = 215If - horiz. 4.50 feet of Int. Wall @ 11.00 psf Seismic Roof Loading @ Bdrm #2, Bath #1 Tributary Weight = 25.00 feet of Roof @ 27.00 psf @ Line B - D 0.00 feet of Ext. Rock Wall 59.00 psf 11.00 feet of Ext. Wood Wall 14.00 psf V = 128 If- horiz. 9.00 feet of Int. Wall @ 11.00 psf Seismic Roof Loading @ Bdrm #1 Dinning Tributary Weight = 78.00 feet of Roof @ 27.00 psf @ Lines B - 1 0.00 feet of Ext. Rock Wall 59.00 psf 8.00 feet of Ext. Wood Wall 14.00 psf V = 338If - horiz. 22.00 feet of Int. Wall @ 11.00 psf Seismic Roof Loading @ Office Tributary Weight = 14.00 feet of Roof @ 27.00 psf @ Lines C - F 0.00 feet of Ext. Rock Wall 59.00 psf 0.00 feet of Ext. Wood Wall 14.00 psf V = 66 plf -horiz. 9.00 feet of Int. Wall @ 11.00 psf Seismic Roof Loading @ Garage Tributary Weight = 32.00 feet of Roof @ 27.00 psf @ Lines B - H 5.00 feet of Ext. Rock Wall 59.00 psf 0.00 feet of Ext. Wood Wall 14.00 psf V = 166If - horiz. 4.50 feet of Int. Wall @ 11.00 psf 04/15/97 - Lateral Analysis - Nettleton Residence - R.C.E. ]ob 96-066 UBC Seismic Loads - Static Force Procedure V= (Z•I•C/Rw)•W where; Z = I= p= 0.138 •W C = Rw = W = Seismic Roof Loading @ Workshop in Garag Tributary Weight = @ Lines A - B, 13 - 14 V = 77 pif - horiz. Seismic Roof Loading @ Family U Mstr Bed Tributary Weight = @ Line K V = 1 140If - horiz. 0.3 Zone 3 1.00 Importance Factor 2.75 maximum 6.0 Plywood Shear Walls Building Weight 16.00 feet of Roof @ 27.00 psf 0.00 feet of Ext. Rock Wall 59.00 psf 9.00 feet of Ext. Wood Wall 14.00 psf 0.00 feet of Int. Wall @ 11.00 psf 18.00 feet of Roof @ 27.00 psf 9.00 feet of Ext. Rock Wall 59.00 psf 0.00 feet of Ext. Wood Wall 14.00 psf 0.00 feet of Int. Wall @ 11.00 psf 04/15/97 - Lateral Analysis - Nettleton Residence - R.C.E. job 96-066 UBC Seismic Loads - Static Force Procedure V= (ZO1•C/Rw)*W where; Z = 0.3 Zone 3 1 = 1.00 Importance Factor P= 0.206 •W C = 2.75 maximum Rw = 4.0 W = Building Weight Seismic Roof Loading @ Front Patio Tributary Weights = 62.00 feet of Roof @ 27.00 psf @ Lines, M - B 0.00 feet of Ext. Rock Wall 59.00 psf 0.00 feet of Ext. Wood Wall 14.00 psf V = 345 plf - horiz. 0.00 feet of Int. Wall @ 11.00 psf Seismic Roof Loading @ Front Patio Tributary Weights = 31.00 feet of Roof @ 27.00 psf @ Lines, L - M 0.00 feet of Ext. Rock Wall 59.00 psf 0.00 feet of Ext. Wood Wall 14.00 psf V = 173 plf - horiz. 0.00 feet of Int. Wall @ 11.00 psf Seismic Roof Loading @ Front Patio Tributary Weights = 22.00 feet of Roof @ 27.00 psf @ South Side of Line L 0.00 feet of Ext. Rock Wall 59.00 psf 0.00 feet of Ext. Wood Wall 14.00 psf V = 123 plf - horiz. 0.00 feet of Int. Wall @ 11.00 psf Seismic Roof Loading @ Back Patio Tributary Weights = 32.00 feet of Roof @ 27.00 psf @ Lines, I -1 0.00 feet of Ext. Rock Wall 59.00 psf 0.00 feet of Ext. Wood Wall 14.00 psf V = 178 plf - horiz. 0.00 feet of Int. Wall @ 11.00 psf Seismic Roof Loading @ Back Patio Tributary Weights = 23.00 feet of Roof @ 27.00 psf @ North Side of Line 1 0.00 feet of Ext. Rock Wall 59.00 psf 0.00 feet of Ext. Wood Wall 14.00 psf V = 128 plf - horiz. 0.00 feet of Int. Wall @ 11.00 psf 04/15/97 - Lateral Analysis - Nettleton Residence - R.C.E. job 96-066 Lateral Load Summary Den, Foyer, Kitchen, Dinning 8z Family Area Loadings Wall Line ID Lateral Load Summary Master Bedroom Loadings Unit Loads Seismic Wind (p.l.f.) (p.l.f.) Wall Loads Seismic Wind (kips) (kips) Wall Line ID Tributary Length (ft.) Unit Loads Seismic Wind (p.l.f.) (p.l.f.) Wall Loads Seismic Wind (kips) (kips) Controlling Load Case 1 7.00 171 231 1.195 1.614 Wind Controls 2 -West Side 6.00 171 231 1.025 1.384 Wind Controls 2 -East Side 3.00 273 222 0.820 0.665 Seismic Controls - 3 -West Side 3.00 273 222 0.820 0.665 Seismic Controls 3 -East Side 4.00 311 222 1.242 0.887 Seismic Controls 4 -West Side 4.00 311 222 1.242 0.887 Seismic Controls 4 -East Side 4.50 311 222 1.398 0.998 Seismic Controls 5 -West Side 4.50 311 222 1.398 0.998 Seismic Controls B 14.00 128 172 1.786 2.412 Wind Controls D -South side 11.00 128 172 1.404 1.895 Wind Controls D -North Side 12.00 215 172 2.577 2.068 Seismic Controls G -South side 12.00 215 172 2.577 2.068 Seismic Controls G -North Side 3.00 140 166 0.420 0.497 Wind Controls K 7.00 140 166 0.979 1.159 Wind Controls Lateral Load Summary Den, Foyer, Kitchen, Dinning 8z Family Area Loadings Wall Line ID Tributary Length (ft.) Unit Loads Seismic Wind (p.l.f.) (p.l.f.) Wall Loads Seismic Wind (kips) (kips) Controlling Load Case 5 -East Side 8.00 311 316 2.485 2.530 Wind Controls 6 -West Side 8.00 311 316 2.485 2.530 Wind Controls 6 -East Side 14.50 345 316 4.999 4.586 Seismic Controls 7 -West Side 14.50 345 316 4.999 4.586 Seismic Controls 7 -East Side 8.00 247 316 1.975 2.530 Wind Controls 8 -West Side 8.00 247 316 1.975 2.530 Wind Controls 8 -East Side 8.00 331 316 2.648 2.530 Seismic Controls 9 -West Side 8.00 331 316 2.648 2.530 Seismic Controls B -South Side 6.00 338 146 2.030 0.879 Seismic Controls - B -North Side 21.00 338 388 7.103 8.158 Wind Controls F -South Side 21.00 338 388 7.103 8.158 Wind Controls F -North Side 5.00 338 388 1.691 1.942 Wind Controls I -South Side 5.00 338 388 1.691 1.942 Wind Controls I -North Side 6.00 140 166 0.839 0.994 Wind Controls I -North Side 6.00 178 146 1.069 0.879 Seismic Controls- ] -South Side 3.00 178 146 0.535 0.439 Seismic Controls ]-North Side 5.50 128 146 0.704 0.805 Wind Controls K 7.00 140 166 0.979 1.159 Wind Controls L -South Side 5.50 123 146 0.674 0.805 Wind Controls L -North Side 2.00 173 146 0.345 0.293 Seismic Controls M -South Side 2.00 1 173 146 1 0.345 0.293 Seismic Controls M -North Side 3.00 1 345 1 146 1 1.036 0.439 Seismic Controls 1. 04/15/97 - Lateral Analysis - Nettleton Residence - R.C.E. job 96-066 Lateral Load Summary Office Area Loadings Wall Line ID Tributary Length (ft.) Unit Loads Seismic Wind (p.1.f.) (p.1.f.) Wall Loads Seismic Wind (kips) (kips) Controlling Load Case 9 -East Side 7.00 161 316 1.130 2.214 Wind Controls 10 -West Side 7.00 161 316 1.130 2.214 Wind Controls C 14.00 66 316 0.918 4.428 Wind Controls F 14.00 66 316 0.918 4.428 Wind Controls Lateral Load Summary Garage Area Loadings Wall Line ID Tributary Length (ft.) Unit Loads Seismic Wind (p.1.f.) (p.1.f.) Wall Loads Seismic Wind (kips) (kips) Controlling Load Case ' 10 -East Side 14.00 262 226 3.673 3.163 Seismic Controls 11 7.00 121 159 0.849. 1.1 1 1 Wind Controls 12 7.00 121 159 0.849 1.1 1 1 Wind Controls 13 -West Side 14.00 262 226 3.673 3.163 Seismic Controls 13 -East Side 2.00 77 127 0.153 0.253 Wind Controls 14 3.00 77 127 0.230 0.380 Wind Controls A 7.00 77 127 0.537 0.887 Wind Controls B -South Side 4.00 77 127 0.307 0.507 Wind Controls B -North Side 24.00 166 316 3.988 7.591 Wind Controls H 25.00 166 1 316 4.154 7.907 Wind Controls 04/16/97 - Lateral Analysis - Nettleton Residence - R.C.E. job 96-066 SHEAR STRESSES AND SHEAR ANCHORAGE SUMMARY Wall Line ID Wall Loads Seismic Wind kis kips Wall Length feet Wall Stresses I Horizontal Diaphragm Lengths u Stresses Sill Plate Shear Anchors e Bolt Dia. (in.) or Connector Type Capacity (kips) Spacing feet I feet) (plo West Side East Side 1 @ 1 st Level I@ Foundation 2@ 1 st Level 2@ Foundation 3@ 1st Level 3@ Foundation 1.20 1.85 2.06 1.61 2.05 1.55 7 I 13.25 13 231 155 159 18 90 Q500 /0.500 / 0.500 0.841 0.841 0.841 36 inches o.c. 48 inches o.c. 48 inches o.c. 45 46 57 36 4@ 1 st Level 4@ Foundation 2.64 1.88 14 189 63 20 63 22 , 0.500 0.841 48 inches o.c. / 5@ 1 st Level 5@ Foundation 3.88 3.53 17.5 222 58 24 59 43 / 0.500 0.841 36 inches o.c. / 6@ 1 st Level 6@ Foundation 7.48 7.12 27 277 70 36 74 68 0.500 0.841 36 inches o.c. 7@ 1 st Level 7@ Foundation 8@ 1st Level 8@ Foundation 6.97 4.62 7.12 5.06 16 15 445 337 74 68 70 36 0.500 0.500 0.841 0.841 18 inches o.c. 24 inches o.c. 1 58 44 57 461 1 9@ 1 st Level 9@ Foundation 3.78 4.74 22 216 57 46 32 691 0.500 0.841 36 inches o.c. 1 10@ 1 st Level 10@ Foundation 1 1@ 1 st Level 1 I@ Foundation 12@ 1 st Level 12@ Foundation 13@ 1 st Level 13@ Foundation 14@ 1 st Level 14@ Foundation 4.80 0.85 0.85 3.83 0.23 5.38 1.11 1.11 3.42 0.38 36 8 8 12 6 149 139 139 319 63 38 58 50.5 73 0.500 0.500 0.500 \ , \0..500 0.841 0.841 0.841 0.841 0.841 48 inches ox, 48 inches ox , 48 inches o c. 24 inches o.c. 48,i ches o.c. 1 8 139 r 8 139 56 66 18 14 10.500 21rr HI8 J' ) F_ fK" 04/16/97 - Lateral Analysis - Nettleton Residence - R.C.E. job 96-066 Wall Line ID Wall Loads Seismic Wind kis kis Wall Length feet Wall Stresses I Horizontal Diaphragm Lengths 8t Stresses Sill Plate Shear Anchors e Bolt Dia. (in.) or Connector Type Capacity (kips) Spacing feet I feet) (plo South Side North Side A@ 1 st Level A@ Foundation 0.54 0.89 6 148 14 63 0.500 0.841 48 inches o.c. B@ Bdrm Level B@ Foundation 1.79 2.41 7 345 24 101 0.500 0.841 24 inches o.c. B@ Main Level B@ Foundation 9.13 9.04 28 326 60 34 76 107 0.500 0.841 24 inches o.c. B@ Garage Level B@ Foundation 4.30 8.10 14 578 14 36 28 271 0.500 0.841 16 inches o.c. C@ Office Level C@ Foundation 0.92 4.43 9 492 15 295 0.500 0.841 18 inches o.c. D@ Bdrm Level D@ Foundation 3.98 3.96 16 249 33 121 0.500 0.841 36 inches o.c. F@ Main Level F@ Foundation 9.71 14.53 26.5 548 91 138 91 21 0.500 0.841 18 inches o.c. G@ Bdrm Level G@ Foundation 3.00 2.56 9 333 36 72 36 14 0.500 0.841 24 inches o.c. H@ Garage Level H@ Foundation 4.15 7.91 28 282 28 282 0.500 0.841 32 inches o.c. I@ Main Level I@ Foundation 3.60 3.81 13.5 283 76 26 20.5 48 0.500 0.841 32 inches o.c. ]@ Main Level @ Foundation 1.24 1.24 See Post Caisson Design 31 17 22 37 0.500 0.841 n/a K@ Mstr Bed Level K@ Foundation 0.98 1.16 See STAAD III Moment Frame 8 145 0.500 0.841 1 n/a K@ Kitchen Level K@ Foundation 1.04 0.44 See STAAD III Moment Frame 8 129 0.500 0.841 n/a L@ Main Level L@ Foundation 1.02 1.10 See Post u Caisson Design 22 37 31 11 0.500 0.841 n/a M@ Main Level M@ Foundation 1.38 I 0.73 I See Post & Caisson Design 31 11 62 17 0.500 0.841 n/a r 04/15/97 - Lateral Analysis - Shasta Convalescent - R.C.E. job 97-006 Pr` L-12- 04/15/97 IZ South Side 2.03 0.88 North Side 7.10 8.16 0.00 0.00 Diaphram Length Start ft End ft South Side 0.00 60.00 Unit North Side 0.00 76.00 North bide NetAPPIiea 0.00 0.00 Between Drag Force (kips) Seismic (kips) Wind (kips) @ 0.00 h Length Walls @ 0.00 ft Seismic Wind Max Drag Force (kips) Seismic (kips) Wind (kips) Cd 44.00 ft 2.34 2.14 Pr` L-12- 04/15/97 IZ Seismic Drag Forces 2.5 2 a 1.5 le a 0.5 0 A o -0.5 0 20 40 60 80 Distance along wall line (ft) Wind Drag Forces 20 40 60 80 Distance along wall line (ft) Drag Force Summary Opening Unit Wall SouchSide North bide NetAPPIiea Drag Force Wall Between Stress Diaphram Stress Diaphram Stress Stress end of segment Length Walls Seismic Wind Seismic Wind Seismic I Wind Seismic Wind Seismic Wind feet feet I I I I(PM-LAP-IG-I I I I 5.00 326 323 34 15 93 107 -199 -201 -0.99 -1.00 6.00 34 15 93 107 127 122 -0.23 -0.27 5.00 326 323 34 15 93 107 -199 -201 -1.23 -1.28 28.00 34 15 93 107 127 122 2.3.4 2.14 5.00 326 323 34 15 93 107 -199 -201 1.34 1.14 • 6.00 34 15 93 107. 127 122 2.1'1 1.87 5.00 326 323 34 15 93 107 -199 -201 1.11 0.86 5.00 93 107 93 107 1.58 1.40 5.00 326 323 93 .107 -233 -215 0.42 0.32 3.00 93 107 93 107 0.70 0.65 3.00 326 323 93 107 -233 -215 0.00 0.00 Seismic Drag Forces 2.5 2 a 1.5 le a 0.5 0 A o -0.5 0 20 40 60 80 Distance along wall line (ft) Wind Drag Forces 20 40 60 80 Distance along wall line (ft) 04/15/97 - Lateral Analysis - Shasta Convalescent - R.C.E. job 97-006 0.4 0.3 g 0.2 d 0.1 v 0 O m -0.1 o -0.2 -0.3 -0.4 0 Seismic Drag Forces 0.s 0.4 a Y o.2 d 0 0 LL A -0.2 -0.4 0 5 10 15 20 25 30 Distance along wall line (ft) Wind Drag Forces 5 10 15 20 25 30 Distance along wall line (ft) Drag Force Summary Wall Line arae Opening Unit Wall SouthSide North ide NetAppued Urag rorce Lateral Loads: Seismic (kips) Wind kis Wall Between Stress Diaphram Stress Diaphram Stress Suess end of segment South Side 0.54 0.89 Length Walls Seismic Wind Seismic Wind Seismic Wind Seismic Wind Seismic Wind North Side 0.3 1 0.5 1 feet) (feet) I I I I I (I I I I I 0.00 0.00 7.00 60 100 11 18 -49 -81 -0.35 -0.57 Diaphram Length Start ft End ft 14.00 38 63 11 18 49 81 0.35 0.57 South Side 7.00 21.00 7.00 60 100 11 18 -49 -81 0.00 0.00 North Side 0.00 28.00 0.00 0.00 Drag Force (kips) Seismic (kips) Wind (kips) @ 0.00 ft 0.4 0.3 g 0.2 d 0.1 v 0 O m -0.1 o -0.2 -0.3 -0.4 0 Seismic Drag Forces 0.s 0.4 a Y o.2 d 0 0 LL A -0.2 -0.4 0 5 10 15 20 25 30 Distance along wall line (ft) Wind Drag Forces 5 10 15 20 25 30 Distance along wall line (ft) 04/15/97 - Lateral Analysis - Shasta Convalescent - R.C.E. Job 97-006 5 4 n Y u 3 u 0 2 m A � 1 0 0 Seismic Drag Forces 6 n 5 Y u 4 V 3 m 2 2 0 1 0 0 20 40 60 80 100 Distance along wall line (ft) Wind Drag Forces 20 40 60 80 100 Distance along wall line (ft) Drag Force Summary Wall LineMain Level Wall Opening Between Unit Wall Stress South Side Diaphram Stress Orth 1 Diaphram Stress Stress Drag Force end of segment Lateral Loads: Seismic (kips) Wind kis South Side 8.02 12.59 Length Walls Seismic Wind Seismic Wind Seismic Wind Seismic Wind Seismic I Wind North Side 1.69 1.94 feet (feet) I I I (I I I pif) (If) I I 0.00 0.00 4.00 16.00 367 548 88 88 138 138 19 19 21 21 107 -260 160 -389 1.71 0.67 2.55 1.00 Diaphram Length Stan ft End ft South Side 0.00 91.00 21.00 88 138 19 21 107 160 2.91 4.35 North Side 0.00 91.00 4.00 367 548 88 138 19 21 -260 -389 1.8.7 2.80 0.00 0.00 15.50 21.50 367 548 88 88 138 138 19 19 21 21 107160 -260 -389 4.t7 0.14 6.23 0.21 Drag Force (kips) Seismic (kips) Wind kis @ 0.00 ft 6.00 88 138 19 21 107 160 . 0.78 1.17 @ 0.00 ft 3.00 367 548 88 138 19 21 -260 -389 0.00 0.00 Max Drag Force (kips) Seismic (kips) Wind (kips) 0 66.50 ft 4.17 6.23 5 4 n Y u 3 u 0 2 m A � 1 0 0 Seismic Drag Forces 6 n 5 Y u 4 V 3 m 2 2 0 1 0 0 20 40 60 80 100 Distance along wall line (ft) Wind Drag Forces 20 40 60 80 100 Distance along wall line (ft) 04/15/97 - Lateral Analysis - Shasta Convalescent - R.C.E. Job 97-006 0 Seismic Drag Forces 20 40 60 80 Distance along wall line (ft) Wind Drag Forces 20 40 60 80 Distance along wall line (h) Drag Force Summary Wall ineMain Level Wall Opening Between UnitallouthSide Stress Diaphram Stress Orth i e Diaphram Stress et Applie Stress rag Force end of segment Lateral Loads: Seismic (kips) Wind kis South Side 1.69 1.94 Length Walls Seismic Wind Seismic Wind Seismic Wind Seismic Wind Seismic Wind North Side 0.84 0.99 (feet) (feet) (pin (PI (pl (pl (pin (I (pin (pl (pl (pin North Side 1.07 0.88 4.00 8.00 267 283 22 22 26 26 -244 22 -257 26 -0.98 -0.80 -1.03 -0.82 Diaphram Length Start ft End ft South Side 0.00 76.00 2.00 267 283 22 26 -244 -257 -1.29 -1.34 North Side 55.50 76.00 1.50 267 283 22 26 34 28 -210 -229 -1.60 -1.68 North Side 14.00 45.00 1.50 28.00 267 283 22 22 26 26 34 34 28 28 57 -210 54 -229 -0.61 -0.33 -0.17 -0.51 Drag Force (kips) Seismic (kips) Wind(kips) @ 0.00 ft 1.50 267 283 22 26 -244 -257 . -0.70 -0.90 @ 0.00 ft 1.00 8.00 267 283 22 22 26 26 22 -244 26 -257 -0.52 -0.76 -0.70 -0.95 Max Drag Force (kips) Seismic (kips) Wind(kips) @ 15.50 ft 1.60 1.68 2.00 18.50 267 283 22 22 26 26 41 41 48 48 -203 63 -209 74 -1.17 0.00 -1.37 0.00 0 Seismic Drag Forces 20 40 60 80 Distance along wall line (ft) Wind Drag Forces 20 40 60 80 Distance along wall line (h) ` 04/15/97 - Lateral Analysis - Shasta Convalescent - R.C.E. Job 97-006 L Drag Force Summary all Line Length peningnit Between Walls all Stress Seismic Wind est side West Stress Seismic Wind st Side Diaphram Stress Seismic Wind et Applied Stress Seismic Wind Drag Force end of segment Seismic Wind Lateral Loads: Seismic (kips) Wind (kips)Wall West Side 1.40 1.00 East Side 2.48 2.53 (feet) (feet) (plf) (plf) (plf) (plf) (plf) (pin (plf) (plf) (plf) (If) 0.00 0.00 7.00 42 43 42 43 0.29 0.30 0.50 10.00 0.50 41.00 222 202 222 202 222 202 24 24 24 17 17 17 42 42 42 42 43 43 43 43 -180 .156 66 -156 -159 -142 60 -142 0.20 -1.35 1.36 1.29 0.22 -1.19 1.27 1.20 Diaphram Length West Side East Side Start ft 7.50 0.00 0.00 End ft 65.50 59.00 0.00 6.50 222 202 24 17 -198 -184 0.00 0.00 Drag Force (kips) Seismic (kips) Wind(kips) @ 0.00 ft @ 0.00 ft Max Drag Force (kips) Seismic (kips) Wind(kips) @ 58.50 ft 1.36 1.27 Seismic Drag Forces 10 20 30 40 50 60 70 Distance along wall line (ft) Wind Drag Forces 10 20 30 40 50 60 70 Distance along wall line (ft) �� L � co 04/15/97 - Lateral Analysis - Shasta Convalescent - R.C.E. job 97-006 Seismic Drag Forces 20 40 60 80 Distance along wall line (ft) Wind Drag Forces 20 40 60 80 Distance along wall line (ft) Drag Force Summary , Wall LineOpening Wall Between Unit Wall Stress West 5tcle Diaphram Stress USE 51cle Diaphram Stress Net Applied Stress Drag Force end of segment Lateral Loads: Seismic (kips) Wind(kips) West Side 2.48 2.53 Length Walls Seismic Wind Seismic I Wind Seismic I Wind Seismic I Wind Seismic Wind I East Side 5.00 4.59 (feet) (feet) (pin) I (pl (pif) (pin (plf) (pl pif) (pin (if) (pin 0.00 0.00 4.00 7.00 35 36 68 68 62 62 68 103 62 98 0.27 0.99 0.25 0.93 Diaphram Length Start ft End ft West Side 4.00 74.00 17.00 277 264 35 36 68 62 -174 -165 -1.97 -1.88 East Side 0.00 74.00 25.00 35 36 68 62 103 98 0.61- 0.58 0.00 0.00 10.00 1.00 277 264 35 35 36 36 68 68 62 62 -174 103 -165 98 -1.13 -1.03 -1.08 -0.98 Drag Force (kips) Seismic (kips) Wind kis @ 0.00 ft 10.00 35 36 68 62 103 .98' . 0.00 0.00 @ 0.00 It Max Drag Force (kips) Seismic (kips) Wind(kips) (a 28.00 ft 1.97 1.88 Seismic Drag Forces 20 40 60 80 Distance along wall line (ft) Wind Drag Forces 20 40 60 80 Distance along wall line (ft) • � Pte, � I �. 04/15/97 - Lateral:Analysis - Shasta Convalescent - R.C.E. Job 97-006 1.5 1 a 0.5 0 a 0 -0.5 m -1 -1.5 .2 0 Seismic Drag Forces 1.5 1 n 0.5 0 d 0 -0.5 m -1 o -1.5 -2 -2.5 0 20 40 60 80 Distance along wall line (ft) Wind Drag Forces 20 40 60 80 Distance along wall line (ft) Drag Force Summary Wall ine pening Unit Wall West Side East side Net Applie rag Force Lateral Loads: Seismic (kips) Wind(kips) Wall Between . Stress Diaphram Stress Diaphram Stress Stress end of segment West Side 5.00 4.59 Length Walls Seismic Wind Seismic Wind Seismic Wind Seismic Wind Seismic Wind East Side 1.98 2.53 (feet) (feet) (A ( I (plf) ([)If) (Di (nit) ( if) (pif) I I 0.00 0.00 4.00 68 62 68 62 0.27 0.25 Diaphram Length Start ft End ft 7.00 68 62 28 36 96 98 0.94 0.93 West Side 0.00 74.00 9.00 436 445 68 62 28 36 -340 -347 -2.12 -2.19 East Side 4.00 74.00 33.00 68 62 28 36 96 98 1.04 1.05 0.00 0.00 3.00 436 445 68. 62 28 36 -340 -347 0.02 0.01 Drag Force (kips) Seismic (kips) Wind (kips) 3.00 68 62 . 28 36 96 98 0.31 0.31 @ 0.00 ft 4.00 436 445 68 62 28 36 -340 -347 .-1.05 -1.08 @ 0.00 ft 1.00 68 62' 28 36 96 98 -0.96 -0.98 Max Drag Force (kips) Seismic (kips) Wind(kips) 10.00 68 62 28 36 96 98 0.00 0.00 @ 20.00 ft 2.12 2.19 I 1.5 1 a 0.5 0 a 0 -0.5 m -1 -1.5 .2 0 Seismic Drag Forces 1.5 1 n 0.5 0 d 0 -0.5 m -1 o -1.5 -2 -2.5 0 20 40 60 80 Distance along wall line (ft) Wind Drag Forces 20 40 60 80 Distance along wall line (ft) 04/15/97 - Lateral. Analysis - Shasta Convalescent - R.C.E. job 97-006 Pct L18 Drag Force Summary Wall LineOpening nit all West 51de East Side Net Applied Drag Force Lateral Loads: Seismic (kips) Wind kis Wall Between Stress Diaphram Stress Diaphram Stress Stress end of segment West Side 1.98 2.53 Length Walls Seismic I Wind Seismic Wind Seismic I Wind Seismic Wind Seismic Wind East Side 2.65 2.53 (feet) (feet) (plf) (pin (plf) (pin (plf) (pin (plf)(pin I If) 0.00 0.00 8.00 34 44 '34 44 0.27 0.35 Diaphram Length Start ft End ft 7.00 34 44 46 44 81 88 0.84 0.97 West Side 0.00 58.00 8.00 308 337 34 44 46 44 -228 -249 -0.99 -1.03 East Side 8.00 65.00 35.00 34. 44 46 44 81 88 1.83 2.05 0.00 0.00 1.00 308 337 46 44 -262 -293 1.57. 1.76 Drag Force (kips) Seismic (kips) Wind(kips) 6.00 308 337 46 44 -262 -293 0.00 0.00 @ 0.00 ft @ 0.00 ft Max Drag Force (kips) Seismic (kips) Wind (kips) @ 58.00 ft 1.83 2.05 Seismic Drag Forces 1.5IK I n 0.5 LL 1 I I I m 0 I I ! ; -0.5 I -1 I I 0 10 20 30 40 50 60 70 Distance along wall line (ft) Wind Drag Forces 2.5 2 I i 1.5 ' I I + LL 0.5I I I NI 0 o -0.5 1 1.5 0 10 20 30 40 50 60 70 Distance along wall line (ft) 04/15/97 - Lateral Analysis - Shasta Convalescent - R.C.E. job 97-006 Seismic Drag Forces 1.5 1 a 0.5 Y_ d 0 V -0.5 m A -1 o` 1.5 -2 0 10 20 30 40 50 60 Distance along wall line (ft) Wind Drag Forces 10 20 30 40 50 60 Distance along wall line (h) Drag Force Summary Wall LineOpening Wall Between Unit Wall Stress West Mcle Diaphram Stress Last 5i e Diaphram Stress Net Apphea Stress urag rorce end of segment Lateral Loads: Seismic (kips) Wind(kips) West Side 2.65 2.53 Length Walls Seismic Wind Seismic I Wind Seismic Wind Seismic Wind Seismic I Wind East Side 1.13 2.21 (feet) (feet) (plf) (pin (plf) I (pin (pl (pin (pin (plf) (plf) I (pin 0.00 0.00 11.00 1.00 172 216 46 46 44 44 46 -125 44 -171 0.05 -1.33 0.04 -1.84 Diaphram Length Start ft End ft West Side 0.00 57.00 1.00 172 216 46 44 35 69 -90 -102 -1.42 -1.94 East Side 12.00 44.00 28.00 46 44 35 69 82 114 0.87. 1.24 0.00 0.00 3.00 7.00 172 172 216 216 46 46 44 44 35 69 -90 -125 -102 -171 0.60 -0.28 0.93 -0.27 Drag Force (kips) Seismic (kips) Wind kis @ 0.00 ft 6.00 46 44 46 44' . 0.00 0.00 @ 0.00 ft Max Drag Force (kips) Seismic (kips) Wind ki Cagy 13.00 ft 1.42 1.94 Seismic Drag Forces 1.5 1 a 0.5 Y_ d 0 V -0.5 m A -1 o` 1.5 -2 0 10 20 30 40 50 60 Distance along wall line (ft) Wind Drag Forces 10 20 30 40 50 60 Distance along wall line (h) 04/15/97 - Lateral Analysis - Shasta Convalescent - R.C.E. job 97-006 re, L 20 Drag Force Summary Wall ine : 10 @ Garage Opening Unit Wall West Sid, Last Side Net Applied Drag Force Lateral Loads: Seismic (kips) Wind kis Wall Between Stress Diaphram Stress Diaphram Stress Stress end of segment West Side 1.13 2.21 Length Walls Seismic Wind Seismic Wind Seismic Wind Seismic Wind Seismic Wind East Side 3.67 3.16 (feet) (feet) (pIf) (plf) (plf) (plf) (plo (pl (plf) (If) I I 0.00 0.00 1.00 73 63 73 63 0.07 0.06 Diaphram Length Start h End ft 11.50 133 149 73 63 -61 -87 -0.63 -0.93 West Side 12.50 50.50 16.50 133 149 30 58 73 63 -31 -28 -1.14 -1.40 East Side 0.00 50.50 12.50 30 58 73 63 102 121 0.1.5 0.11 0.00 0.00 8.00 133 149 30 58 73 63 -31 -28 -0.10 -0.12 Drag Force (kips) Seismic (kips) Wind kis 1.00 30 58 73 63 102 121 0.00 0.00 @ 0.00 ft @ 0.00 ft - Max Drag Force (kips) Seismic (kips) Wind (kips) @ 29.00 ft 1.14 1.40 Seismic Drag Forces 0.2 0 - a -0.2 -0.4 ---�- 0.8 i -1.2 I I I ! I I 0 10 20 30 40 50 60 Distance along wall line (ft) Wind Drag Forces 0.o -0.2 i I Y -0.4 I I I i -0.6 I ! LL -0.8 m -1 A ' o -1.2 -1.4 -1.6 I ! ! 0 10 20 30 40 50 60 Distance along wall line (h) 04/15/97 - Lateral Analysis - Shasta Convalescent - R.C.E. job 97-006 ' West Side 3.67 3.16 East Side 0.00 0.00 0.00 0.00 1m Length Start ft End ft' West Side 0.00 50.00 Opening 0.00 0.00 @ 0.00 ft @ 0.00 ft Max Drag Force (kips) Seismic (kips) Wind (kips) (a 4.00 ft 0.62 0.54 0.8 0.6 n 0.4 a 0.2 `o 0 -0.2 o -0.4 -0.6 0 Seismic Drag Forces 0.6 0.4 _n a v 0 O A -0.2 -0.4 0.6 0 10 20 30 40 50 Distance along wall line (ft) Wind Drag Forces 10 20 30 40 50 Distance along wall line (ft) Drag Force Summary Opening Unit Wall est ide et Applied rag Force Wall Between Stress Diaphram Stress Diaphram Stress Stress end of segment Length Walls Seismic Wind Seismic Wind Seismic Wind Seismic Wind Seismic Wind (feet) (feet) (pl (plf) (PI pin (pl (pl (plf) (00 (If) I (pin 1.00 73 63 73 63 0.07 0.06 3.00 306 264 73 63 -233 -200 -0.62 -0.54 10.00 73 63 73 63 0.11 0.09 3.00 306 264 73 63 -233 -200 -0.59 -0.51 16.00 73 63 73 63 0.0 0.51 3.00 306 264 73 63 -233 -200 -0.11 -0.09 10.00 73 63 73 63' . 0.62 0.54 3.00 306 264 73 63 -233 -200 -0.07 -0.06 1.00 73 63 73 63 0.00 0.00 Seismic Drag Forces 0.6 0.4 _n a v 0 O A -0.2 -0.4 0.6 0 10 20 30 40 50 Distance along wall line (ft) Wind Drag Forces 10 20 30 40 50 Distance along wall line (ft) P,� L Z2 - 04/15/97 Z04/15/97 - Lateral Analysis - Nettleton Residence - R.C.E. Job 96-066 Chord Force Summary (worst cases) Chord Data Unit Load (w) Seismic Wind (pll) (plo Max Chord (T)= (Kips) Force we L2 8*D # Nails Required At Each Chord Chord Boundary Chord Line Length (L) (ft) Depth (D) I (ft) House Roof Dia hram Chord Forces BU 1 5 &6 52.0 16.0 338 388 8.21 58 -16 d's B 8t H 10 ul 1 70.0 28.0 166 231 5.04 36 -16 ds Max. Drag Force @ Line B @ Main Level 2.34 17 -46 d's Max. Drag Force @ Line B @ Garage 0.57 4 -16 d's Max. Drag Force @ Line F @ Main Level 6.23 44 -16 d's Max. Drag Force @ Line 1 @ Main Level 1.68 12 -16 d's Max. Drag Force @ Line 5 1.36 10 -16 d's Max. Drag Force @ Line 6 1.97 14 -16 d's Max. Drag Force @ Line 7 2.19 16 -16 d's Max. Drag Force @ Line 8 2.05 15 -16 d's Max. Drag Force @ Line 9 1.94 14 -16 d's Max. Drag Force @ Line 10 1.40 10 -16 d's Max. Drag Force @ Line 13 0.62 5 -16 d's Nail Size = 16 d Required Nails Nail Shear Capacity = 108 pounds At Splice = Max Number Required 58 -16 d's T 1.33*Shear Cap. 04/16/97 - Lateral Analysis - Nettleton Residence - R.C.E. job 96-066 Wall Line Lateral Load Wall Wall Applied OTM Forces Applied Forces Resisting OTM Resistive Net Uplift Comments ID * Load Type Height Length Uniform Point OTM Uniform Point OTM Force Use 80% of Capacity of See Note kis feet feet) (klf) (kis foot -kis) (klQ (kis foot -kis kis Simpson Products *Where HD's are checked at both ends of a shear wall, the following convention is employed: At lettered wall lines the west end is referenced first. At numbered wall lines the north end is referenced first. 1 1.20 Seismic 9.00 3.50 5.38 0.126 0.66 1.350 HD2A w/ 2x POST 8i SSTB20 A.B. 9.00 3.50 5.38 0.126 0.66 1.350 HD2A w/ 2x POST U SSTB20 A.B. 1.61 Wind 9.00 3.50 7.26 0.126 0.51 1.928 HD2A w/ 2x POST 8i SSTB20 A.B. 9.00 3.50 7.26 0.126 0.51 1.928 HD2A w/ 2x POST 8i SSTB20 A.B. 2 1.85 Seismic 9.00 7.50 9.40 0.126 3.01 0.852 HD2A w/ 2x POST a SSTB20 A.B. 9.00 5.75 7.21 0.126 1.77 0.945 HD2A w/ 2x POST K SSTB20 A.B. 2.05 Wind 9.00 7.50 10.44 0.126 2.36 1.077 HD2A w/ 2x POST 81 SSTB20 A.B. 9.00 5.75 8.00 0.126 1.39 1.150 HD2A w/ 2x POST U SSTB20 A.B. 3 2.06 Seismic 9.00 13.00 18.57 0.531 38.14 No Net Uplift! No Holdown Required! 1.55 Wind 9.00 13.00 13.97 0.266 14.96 No Net Uplift! No Holdown Required! 4 2.64 Seismic 11.00 14.00 29.04 0.154 12.83 1.158 HD2A w/ 2x POST & SSTB20 A.B. 1.88 Wind 11.00 14.00 20.73 0.154 10.06 0.762 HD2A w/ 2x POST U SSTB20 A.B. 5 3.88 Seismic 11.00 10.50 25.63 0.154 7.22 1.753 HD2A w/ 2x POST 8i SSTB20 A.B. 11.00 7.00 17.08 0.649 13.52 0.510 HD2A w/ 2x POST 8i SSTB20 A.B. 3.53 Wind 11.00 10.50 23.28 0.154 5.66 1.679 HD2A w/ 2x POST 8i SST820 A.B. 11.00 7.00 15.52 0.325 5.30 1.460 HD2A w/ 2x POST 8i SSTB20 A.B. 6 7.48 Seismic 11.00 17.00 51.84 0.154 18.92 1.937 HD2A w/ 2x POST 81 SSTB20 A.B. 11.00 10.00 30.49 0.154 6.55. 2.395 HD2A w/ 4x POST 8t SSTB20 A.B. 7.12 Wind 11.00 17.00 49.29 0.154 14.84 2.027 HD2A w/ 2x POST & SSTB20 A.B. 11.00 10.00 28.99 0.154 5.13 2.386 HD2A,w/ 4x POST 8i SSTB20 A.B. 04/16/97 - Lateral Analysis - Nettleton Residence - R.C.E. fob 96-066 Wall Line Lateral Load Wall Wall Applied OTM Forces Applied Forces Resisting OTM Resistive Net Uplift Comments ID * Load I Type Height Length Uniform Point OTM Uniform Point OTM Force Use 80% of Capacity of See Note kis feet feet kl kis foot kis kl kis foot kis kis Simpson Products *Where HD's are checked at both ends of a shear wall, the following convention is employed: At lettered wall lines the west end is referenced first. At numbered wall lines the north end is referenced first. 7 6.97 Seismic 9.00 9.00 35.31 0.126 4.34 3.441 HDSA w/ 4x POST 81 SSTB24 A.B. 9.00 3.00 11.77 0.126 0.48 3.763 HDSA w/ 4x POST U SSTB24 A.B. 9.00 4.00 15.69 0.126 0.86 3.709 HDSA w/ 4x POST K SSTB24 A.B. 7.12 Wind 9.00 9.00 36.03 0.126 3.40 3.625 HDSA w/ 4x POST 81 SSTB24 A.B. 9.00 3.00 12.01 0.126 0.38 3.877 HDSA w/ 4x POST 8i SSTB24 A.B. 9.00 4.00 16.01 0.126 0.67 3.835 HDSA w/ 4x POST U SSTB24 A.B. 8 4.62 Seismic 9.00 8.00 22.19 0.126 3.43 2.346 HD2A w/ 4x POST U SSTB20 A.B. 9.00 7.00 19.42 0.531 11.06 1.194 HD2A w/ 2x POST 81 SSTB20 A.B. 5.06 Wind 9.00 8.00 24.29 0.126 2.69 2.700 HD2A w/ 4x POST 81 SSTB20 A.B. 9.00 7.00 21.25 0.266 4.34 2.417 HD2A w/ 4x POST U SSTB20 A.B. 9 3.78 Seismic 9.00 12.00 18.55 0.531 32.50 No Net Uplift! No Holdown Required! 9.00 10.00 15.46 0.531 22.57 No Net Uplift! No Holdown Required! 4.74 Wind 9.00 12.00 23.29 0.266 12.74 0.879 HD2A w/ 2x POST 81 SSTB20 A.B. 9.00 10.00 19.41 0.266 8.85 1.056 HD2A w/ 2x POST 81 SSTB20 A.B. 10 4.80 Seismic 9.00 8.00 9.61 0.811 22.06 No Net Uplift! No Holdown Required! 9.00 28.00 33.62 0.811 270.23 No Net Uplift! No Holdown Required! 5.38 Wind 9.00 8.00 0.150 15.54 0.379 8.09 0.932 HD2A w/ 2x POST 81 SSTB20 A.B. 0.150 0.374 18.53 0.379 0.95 13.13 0.676 HD2A w/ 2x POST 81 SSTB20 A.B. 9.00 28.00 0.150 0.374 106.75 0.379 0.95 116.69 No Net Uplift! No Holdown Required! 0.150 1 96.27 0.379 99.05 No Net Uplift! No Holdown Required! 04/16/97 - Lateral Analysis - Nettleton Residence - R.C.E. fob 96-066 Wall Line Lateral Load Wall Wall Applied UM Forces Applied Forces Resisting 0 Resistive Net Uplift Comments ID * Load Type Height Length Uniform Point OTM Uniform Point OTM Force Use 80% of Capacity of See Note kis feet feet kl kis foot -kis kl kis Foot -kis kis Simpson Products *Where HD's are checked at both ends of a shear wall, the following convention is employed: At lettered wall lines the west end Is referenced first. At numbered wall lines the north end Is referenced first. 11 0.85 Seismic 9.00 8.00 7.64 0.286 7.78 No Net Upliftl No Holdown Required! 1.1 1 Wind 9.00 8.00 0.085 12.74 0.286 6.10 0.829 HD2A w/ 2x POST 8z SSTB20 A.B. 12 0.85 Seismic 9.00 8.00 7.64 0.286 7.78 No Net Uplift! No Holdown Required! 1.11 Wind 9.00 8.00 0.085 12.74 0.286 6.10 0.829 HD2A w/ 2x POST 81 SSTB20 A.B. 13 3.83 Seismic 9.00 3.00 8.61 0.811 3.10 1.836 HD2A w/ 2x POST 8z SSTB20 A.B. 9.00 3.00 8.61 0.811 3.10 1.836 HD2A w/ 2x POST 8z SSTB20 A.B. 9.00 3.00 8.61 0.811 3.10 1.836 HD2A w/ 2x POST 8z SSTB20 A.B. 9.00 3.00 8.61 0.811 3.10 1.836 HD2A w/ 2x POST 81 SSTB20 A.B. 3.42 Wind 9.00 3.00 0.150 8.36 0.546 1.64 2.241 HD2A w/ 4x POST & SSTB20 A.B. 0.150 0.748 10.60 0.546 1.40 4.44 2.056 HD2A w/ 4x POST 81 SSTB20 A.B. 9.00 3.00 0.150 0.748 10.60 0.546 1.40 4.44 2.056 HD2A w/ 4x POST 81 SSTB20 A.B. 0.150 1.197 11.95 0.546 2.24 6.12 1.944 HD2A w/ 2x POST 8z SSTB20 A.B. 9.00 3.00 0.150 1.197 11.95 0.546 2.24 6.12 1.944 HD2A w/ 2x POST 81 SSTB20 A.B. 0.150 0.748 10.60 0.546 1.40 4.44 2.056 HD2A w/ 4x POST 8z SSTB20 A.B. 9.00 3.00 0.150 0.748 10.60 0.546 1.40 4.44 2.056 HD2A w/ 4x POST 8z SSTB20 A.B. 0.150 8.36 0.546 1.64 1 2.241 HD2A w/ 4x POST 8z SSTB20 A.B. 14 0.23 Seismic 9.00 3.00 1.04 0.531 2.03 No Net Uplift! No Holdown Required! 9.00 3.00 1.04 0.531 2.03 No Net Uplift! No Holdown Required! 0.38 Wind 9.00 3.00 1.71 0.266 0.80 0.305 HD2A w/ 2x POST 8z SSTB20 A.B. 9.00 3.00 1.71 0.266 0.80 0.305 HD2A w/ 2x POST 81 SSTB20 A.B. A 0.54 Seismic 9.00 3.00 2.42 0.126 0.48 0.645 HD2A w/ 2x POST 8z SSTB20 A.B. 9.00 3.00 2.42 0.126 0.48 0.645 HD2A w/ 2x POST 8z SSTB20 A.B. 0.89 Wind 9.00 3.00 3.99 0.126 0.38 1.205 HD2A w/ 2x POST 81 SSTB20 A.B. 9.00 3.00 3.99 0.126 0.38 1.205 HD2A.w/ 2x POST 8z SSTB20 A.B. 04/16/97 - Lateral Analysis Nettleton Residence - R.C.E. Job 96-066 Wall Line Lateral Load Wall Wall Applied OTM Forces Applied Forces Resisting OTM Resistive Net Uplift Comments ID * Load Type Height Length Uniform Point OTM Uniform Point OTM Force Use 80% of Capacity of See Note kis I feet feet kl kl s foot kis kl kis (foot -kips kis Simpson Products *Where HD's are checked at both ends of a shear wall, the following convention is employed: At lettered wall lines the west end is referenced first. At numbered wall lines the north end is referenced first. B 1.79 Seismic 9.00 3.50 8.04 0.126 0.66 2.109 HD2A w/ 4x POST 81 SSTB20 A.B. @ Bdrm Level 9.00 3.50 8.04 0.126 0.66 2.109 HD2A w/ 4x POST U SST820 A.B. 2.41 Wind 9.00 3.50 10.85 0.126 0.51. 2.954 HDSA w/ 4x POST K SSTB24 A.B. 9.00 3.50 10.85 0.126 0.51 2.954 HD5A w/ 4x POST U SSTB24 A.B. B 9.13 Seismic 3.50 16.00 12.79 0.519 56.41 No Net Uplift! No Holdown Required! @ Main Level 3.50 16.00 12.79 0.519 56.41 No Net Uplift! No Holdown Required! Truss Baffel 9.00 5.00 10.27 0.579 6.15 0.825 MST148 9.00 3.00 6.16 0.579 2.21 1.317 MST148 9.04 - Wind 3.50 16.00 12.65 0.519 44.25 No Net Uplift! No Holdown Required! 3.50 16.00 12.65 0.519 44.25 No Net Uplift! No Holdown Required! 9.00 5.00 10.17 0.579 4.83 1.068 MST148 9.00 3.00 6.10 0.579 1.74 1.454 MST148 04/16/97 - Lateral Analysis - Nettleton Residence - R.C.E. Job 96-066 Wall Line Lateral Load Wall Wall Applied OTM Forces Applied Forces Resisting OTM Resistive Net Uplih Comments ID * Load Type Height Length Uniform Point OTM Uniform Point OTM Force Use 80% of Capacity of See Note kis feet feet (kinkis foot -kis) (klQ (kis foot -kis kis Simpson Products *Where HD's are checked at both ends of a shear wall, the following convention is employed: At lettered wall lines the west end is referenced first. At numbered wall lines the north end is referenced first. B 3.00 Seismic 11.00 5.00 0.000 5.78 0.154 1.64 0.829 HD2A w/ 2x POST 81 SSTB20 A.B. @ Main Level 11.00 5.00 0.000 5.78 0.154 1.64 0.829 HD2A w/ 2x POST 81 SSTB20 A.B. 11.00 5.00 0.000 5.78 0.154 1.64 0.829 HD2A w/ 2x POST 81 SSTB20 A.B. 9.00 5.00 0.000 4.73 0.126 1.34 0.678 HD2A w/ 2x POST 81 SSTB20 A.B. 9.00 5.50 5.20 0.531 6.83 No Net Uplift! No Holdown Required! 9.00 3.00 2.84 0.531 2.03 0.269 HD2A w/ 2x POST 81 SSTB20 A.B. 2.56 Wind 11.00 5.00 0.000 5.32 0.154 1.28 0.808 HD2A w/ 2x POST 81 SSTB20 A.B. 11.00 3.00 0.000 3.19 0.154 0.46 0.910 HD2A w/ 2x POST U SSTB20 A.B. 11.00 5.00 0.000 5.32 0.154 1.28 0.808 HD2A w/ 2x POST 81 SSTB20 A.B. 9.00 5.00 0.000 4.35 0.126 1.05 0.661 HD2A w/ 2x POST & SSTB20 A.B. 9.00 5.50 0.288 0.385 11.26 0.746 0.60 9.72 0.281 HD2A w/ 2x POST U SSTB20 A.B. 0.288 0.385 11.26 0.746 0.60 9.72 0.281 HD2A w/ 2x POST 81 SSTB20 A.B. 9.00 3.00 0.288 0.385 5.06 0.746 0.60 3.44 0.542 HD2A w/ 2x POST 81 SSTB20 A.B. 0.288 3.91 0.746 2.24 0.557 HD2A w/ 2x POST 81 SSTB20 A.B. B 4.30 Seismic 9.00 7.00 19.33 0.531 11.06 1.181 HD2A w/ 2x POST 81 SSTB20 A.B. @ Garage Level 9.00 7.00 19.33 0.531 11.06 1.181 HD2A w/ 2x POST 8i SSTB20 A.B. 8.10 Wind 9.00 7.00 36.44 0.266 4.34 4.586 HD6A w/ 4x POST 81 SSTB34 A.B. 9.00 7.00 36.44 0.266 4.34 4.586 HD6A w/ 4x POST U SSTB34 A.B. C 0.92 Seismic 9.00 4.50 4.13 0.406 3.49 0.142 HD2A w/ 2x POST 81 SSTB20 A.B. 9.00 4.50 4.13 0.406 3.49 0.142 HD2A w/ 2x POST U SSTB20 A.B. 4.43 Wind 9.00 4.50 0.168 21.63 0.406 2.74 4.197 HD6A w/ 4x POST 81 SSTB34 A.B. 0.168 0.385 23.36 0.406 0.84 5.26- 4.021 HD6A w/ 4x POST 81 SSTB34 A.B. 9.00 4.50 0.168 0.385 23.36 0.406 0.84 5.26 4.021 HD6A w/ 4x POST K SSTB34 A.B. 0.168 1 21.63 1 0.406 2.74 4.197 HD6A w/ 4x POST 81 SSTB34 A.B. 04/16/97 - Lateral Analysis - Nettleton Residence - R.C.E. Job 96-066 Wall Line Lateral Load Wall Wall Applied OTM Forces Applied Forces Resisting OTM Resistive Net Uplift Comments ID * Load Type Height Length Uniform Point OTM Uniform Point OTM Force Use 80% of Capacity of See Note kis feet feet kl kis foot -kis kl kis foot -kis kis Simpson Products *Where HD's are checked at both ends of a shear wall, the following convention is employed: At lettered wall lines the west end is referenced first. At numbered wall lines the north end is referenced first. D 3.98 Seismic 11.00 13.00 43.78 0.581 41.73 0.158 MST172 Truss Baffle 3.96 Wind 11.00 13.00 0.276 66.90 0.581 32.73 2.629 MST172 D 3.98 Seismic 9.00 16.00 0.158 38.35 0.099 10.77 1.723 HD2A w/ 2x POST 81 SSTB20 A.B. 3.96 Wind 9.00 16.00 2.629 77.73 0.099 8.45 4.330 HD6A w/ 4x POST 8z SSTB34 A.B. F 9.71 Seismic 5.00 29.00 26.08 0.335 119.74 No Net Uplift! No Holdown Required! Truss Baffle 5.00 25.00 22.48 0.335 88.98 No Net Uplift! No Holdown Required! 14.53 Wind 5.00 29.00 0.312 170.15 0.575 161.19 0.309 MST136 5.00 25.00 0.312 131.09 0.575 119.79 0.452 MST136 F 9.71 Seismic 11.00 4.00 0.000 16.13 0.154 1.05 3.770 HDSA w/ 4x POST 8z SSTB24 A.B. 11.00 4.00 0.000 16.13 0.154 1.05 3.770 HDSA w/ 4x POST 8z SSTB24 A.B. 9.00 15.50 0.000 51.13 0.126 12.87 2.469 HD2A w/ 4x POST 8z SSTB20 A.B. 9.00 3.00 0.000 9.90 0.126 0.48 3.138 HDSA w/ 4x POST 8z SSTB24 A.B. 14.53 Wind 11.00 4.00 2.804 35.34 0.154 4.16 11.91 5.856 HDBA w/ 4x POST & SSTB34 A.B. 24.12 0.154 0.82 5.825 HDBA w/ 4x POST 81 SSTB34 A.B. 11.00 4.00 24.12 0.154 0.82 5.825 HDBA w/ 4x POST 81 SSTB34 A.B. 3.740 39.08 0.154 5.72 16.07 5.751 HDBA w/ 4x POST 81 SSTB34 A.B. 9.00 15.50 3.883 136.66 0.126 5.72 69.20 4.352 HD6A w/ 4x POST & SSTB34 A.B. 76.48 0.126 10.09 4.283 HD6A w/ 4x POST 81 SSTB34 A.B. 9.00 3.00 14.80 0.126 0.38 4.808 HD6A w/ 4x POST 8z SSTB34 A.B. 0.452 16.16 1 0.126 0.38 5.260 HD8A w/ 4x POST 8z SSTB34 A.B. 04/16/97 - Lateral Analysis - Nettleton Residence - R.C.E. Job 96-066 Wall Line Lateral Load Wall Wall Applied OTM Forces I Applied I Forces Resisting OTM Resistive Net Uplift Comments ID * Load Type Height Length Uniform PointOTM Uniform Point OTM Force Use 80% of Capacity of See Note kis feet feet) (klQ (kis foot -kis kl kis foot -kis kis Simpson Products *Where HD's are checked at both ends of a shear wall, the following convention is employed: At lettered wall lines the west end is referenced first. At numbered wall lines the north end is referenced first. G 3.00 Seismic 4.00 12.50 11,98 0.344 22.84 No Net Uplift! No Holdown Required! Truss Baffel 2.56 Wind 4.00 12.50 0.144 21.50 0.344 17.92 0.287 MST136 G 3.00 Seismic 9.00 4.50 0.000 13.48 0.126 1.08 2.755 HD2A w/ 4x POST & SSTB20 A.B. 9.00 4.50 0.000 13.48 0.126 1.08 2.755 HD2A w/ 4x POST & SSTB20 A.B. 2.56 Wind 9.00 4.50 0.287 12.83 0.126 0.85 2.662 HD2A w/ 4x POST U SSTB20 A.B. 9.00 4.50 0.287 12.83 0.126 0.85 2.662 HD2A w/ 4x POST 8t SSTB20 A.B. H 4.15 Seismic 9.00 28.00 37.39 0.531 176.93 No Net Uplift! No Holdown Required! 7.91 Wind 9.00 28.00 71.16 0.266 69.38 0.063 HD2A w/ 2x POST 8t SSTB20 A.B. I 3.60 Seismic 9.00 4.00 9.60 0.246 1.67 1.981 HD2A w/ 2x POST & SSTB20 A.B. 9.00 3.50 8.40 0.246 1.28 2.034 HD2A w/ 2x POST & SSTB20 A.B. 9.00 3.00 7.20 0.246 0.94 2.086 HD2A w/ 4x POST U SSTB20 A.B. 9.00 3.00 7.20 0.246 0.94 2.086 HD2A w/ 4x POST 8i SSTB20 A.B. 3.81 Wind 9.00 4.00 0.072 10.75 0.246 1.31 2.359 HD2A w/ 4x POST & SSTB20 A.B. 0.072 0.288 11.90 0.246 0.48 2.59 2.327 HD2A w/ 4x POST & SSTB20 A.B. 9.00 3.50 0.072 0.288 10.35 0.246 0.48 2.12 2.350 HD2A w/ 4x POST & SSTB20 A.B. 0.072 1.044 12.99 0.246 1.74 5.06 2.266 HD2A w/ 4x POST K SSTB20 A.B. 9.00 3.00 0.072 1.044 11.08 0.246 1.74 4.22 2.289 HD2A w/ 4x POST & SST820 A.B. 0.072 0.288 8.82 0.246 0.48 1.70 2.373 HD2A w/ 4x POST & SSTB20 A.B. 9.00 3.00 0.072 0.288 8.82 0.246 0.48 1.70 2.373 HD2A w/ 4x POST & SSTB20 A.B. 0.072 1 7.95 1 0.246 1 0.74 2.405 HD2A w/ 4x POST & SSTB20 A.B. 11 Fj> R R.C.E. Title . Nettleton Residence 1708 Salem Street Job # : 96-066 Dsgnr: CMR Date: DEC 27,1996 Chico, CA 95928 Description.... (916) 894-8801 voice & fax 4' Concrete Wall Balanced Toe & Heel rce@shocking.com CANTILEVERED RETAINING WALL DESIGN Page 1 of2 GENERAL Retained Height = 4.00 ft Wall height above retained soil = 1.00 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 6.00 in Soil Density = 110.00 pcf FOOTING DATA 475.5 lbs Toe Width = 1.00 ft Heel Width = 1.50 Total Footing Width = .513 - Footing Thickness = 12.00 in KEY DATA 150.Opaf Distance from Toe = 1.00 ft Width = 9.00 in Depth = 9.00 in � SOIL DATA 475.5 lbs Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method - 345.3lbs Active Soil Pressure - Heel Side = 35.0 psf Active Soil Pressure - Toe Side = 0.0 pd Passive Pressure = 150.Opaf Water table height over heel = 0.0ft SLIDING DATA Wind on Stem = Friction Factor @ Footing & Soil = 0.250 ...neglect ht. for passive = O.00in Lateral Sliding Force = 475.5 lbs less Passive Pressure Force = - 379.7 lbs less Friction Force = - 345.3lbs Added Restraint Force Required = O.Olbs ADDED LATERAL LOAD ON STEMADJACENT FOOTING DATA Lateral Load= s AdjacentFooting Load 0.0 lbs ...Height to Top = 5.00 ft Footing Width = 0.00 ft ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Wind on Stem = 0.0 psf Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft FOOTING DESIGN RESULTS Pc = 2,000 psi Minimum Footing Rebar Options...... Fy = 40,000 psi Toe Side...... Heel Side.... Minimum As % = Rebar Cover @ Top = 0.0018 2.00 in Not req'd Not req'd Rebar Cover @ Bottom = 3.00 in Mu < S' Fr Mu < S' Fr Toe Heel ACI Factored Soil Pressure = 1,507 40 psf Mu': From Upward Loads = 656 0 ft-# Mu': From Downward Loads = 144 287 ft-# Mu: Used For Design = 512 287 ft-# Key Reinforcement: Not Req'd = Mu<S'Fr Actual One -Way Shear = 3.24 6.04 psi Allowable One -Way Shear = 76.03 76.03 psi DESIGN SUMMARY Total Bearing Load = 1,381 lbs Summary of Stem Section Designs.... ...resultant ecc. = 4.74 in Top: 8 in Conc, #4@18.00 in@Cntr, From 5.0 ft to 2.0 ft Soil Pressure @ Toe = 1,076 <= 3,000 psf 2nd: 8 in Conc, #4@18.00 in@Edge, From 2.0 ft to 0.0 ft - Soil Pressure @ Heel = 29 <= 3,000 psf ACI Factored Press @ Toe = 1,507 psf ACI Factored Press @ Heel = 40 psf Footing Shear @ Toe 3.2 <= 76.0 psi Footing Shear @ Heel 6.0 <= 76.0 psi WALL STABILITY RATIOS Overturning Stability Ratio = 2.37 Sliding Ratio Ratio = 1.52 RetainPro V4.Oa c 1989-96 ENERCAX__ R.C.E. 1708 Salem Street Chico, CA 95928 (916) 894-8801 voice & fax rce@shocking.com Title Nettleton Residence Job # : 96-066 Dsgnr: CMR Date: DEC 27,1996 Description.... 4' Concrete Wall Balanced Toe & Heel CANTILEVERED RETAINING WALL DESIGN Page 2of2 .....I I.�..,..�..... Force Distance Moment .......�.,..,....�..... Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 437.5 1.67 729.2 Rebar Size = # 4 # 4 Soil Over Heel 18.00 in 366.7 2.08 763.9 Sloped Soil Over Heel = Design Data fb/FB + fa/Fa = Surcharge Over Heel = 0.325 Total Force @ Section = 157.8 lbs 540.6 lbs Adjacent Footing Load = 137.5 ft-# 796.2 ft-# Moment..... Allowable = 1,547.6 ft-# Axial Dead Load on Stem = Shear..... Actual = 129 lbs 0.00 Shear..... Allowable = Toe Active Pressure = 0.50 76.03 psi Bar Embed ABOVE Ht. = 12.00 in 12.00 in Soil Over Toe 12.00 in 55.0 0.50 27.5 Surcharge Over Toe = Rebar Depth 'd' = 4.00in 6.25 in Masonry Data Stem Weight(s) = 500.0 1.33 666.7 Earth @ Stem Transitions = Solid Grouting = Footing Weight = Special Inspection = 375.0 1.25 468.7 Key Weight = 84.4 1.38 116.0 Vert. Component = Concrete Data Added Lateral Load = 38.0 3.50 133.0 2,000psi 2,000 psi Fy = Load @ Stem Above Soil = 40,000 psi TOTALS = 475.5 O.T.M. _ X62.2 1,381.0 R.M. = 2,042.8 Vertical component of active pressure used for soil pressure _ Toe Surcharge Not Used To Resist Overturning Resisting/Overtunning Ratio 2.37 Heel Surcharge Not Used To Resist Overturning RetainPro V4.Oa I (c Stem OK Stem OK Design at this height above ftg = 2.00ft 0.00 ft Wall Material Above "Ht" = Concrete Concrete Thickness = 8.00 in 8.00 in Rebar Size = # 4 # 4 Rebar Spacing = 18.00 in 18.00 in Rebar Placed at = Cente Edge Design Data fb/FB + fa/Fa = 0.089 0.325 Total Force @ Section = 157.8 lbs 540.6 lbs Moment.... Actual = 137.5 ft-# 796.2 ft-# Moment..... Allowable = 1,547.6 ft-# 2,447.6 ft-# Shear..... Actual = 129 lbs 7.21 psi Shear..... Allowable = 76.03 psi 76.03 psi Bar Embed ABOVE Ht. = 12.00 in 12.00 in Bar Embed BELOW Ht. = 12.00 in 6.00 in Wall Weight = 100.0 psf 100.0 psf Rebar Depth 'd' = 4.00in 6.25 in Masonry Data fm = Fs = Solid Grouting = Special Inspection = Modular Ration' _ I Short Term Factor = Equiv. Solid Thick. _ Concrete Data fc = 2,000psi 2,000 psi Fy = 40,000 psi 40,000 psi RetainPro V4.Oa I (c 8" COnc w/ #4 0 1 S -in n/c 8" Conc w/ #4 6"� Designer select I ,, 5" all horiz. reinf. rn-li9 2'-6" 3'-0" 4'-0" 2'-0" 2" 3" 9" 7.6 Pp= 379.69# v sf 1076.2psf P� R . R.C.E. Title : Nettleton Residence 1708 Salem Street Job # : 96-066 Dsgnr: CMR Date: JAN 17,1997 Chico, CA 95928 Description.... (916) 894-8801 voice & fax 6' Concrete Wall Balanced Toe &Heel rce@shocking.com CANTILEVERED RETAINING WALL DESIGN Page 1 oft GENERAL Retained Height = 6.00 ft Wall height above retained soil = 1.00 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 12.00 in Soil Density = 110.00 pcf FOOTING DATA = 3,000.Ops Toe Width = 1.42 ft Heel Width = 2.17 Total Footing Width =� Footing Thickness = 12.00 in KEY DATA = O.Oft Distance from Toe = 1.42 ft Width = 9.00 in Depth = 9.00 in SOIL DATA 840.7 lbs Allow Soil Bearing = 3,000.Ops Equivalent Fluid Pressure Method - 740.3 lbs Active Soil Pressure - Heel Side = 35.Opsf Active Soil Pressure - Toe Side = 35.0-pcf Passive Pressure = 150.0pcf Water table height over heel = O.Oft SLIDING DATA Wind on Stem = Friction Factor @ Footing & Soil = 0.300 ...neglect ht. for passive = O.00in Lateral Sliding Force = 840.7 lbs less Passive Pressure Force = - 567.2 lbs less Friction Force = - 740.3 lbs Added Restraint Force Required = O.Olbs ADDED LATERAL LOAD ON STEM ACENT FOOTING DATA 4jacen Lateral a = s oo ingLoad = s ...Height to Top = 7.00 ft Footing Width = 0.00 ft ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Wind on Stem = 0.0 psf Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft FOOTING DESIGN RESULTS fc = 2,000 psi Minimum Footing Rebar Options...... Fy = 40,000 psi Toe Side...... Heel Side.... Minimum As % = Rebar Cover @ Top = 0.0018 2.00 in Not req'd Not req'd Rebar Cover @ Bottom = 3.00 in Mu < S' Fr Mu < S' Fr Toe Heel ACI Factored Soil Pressure = 1,854 74 psf Mu': From Upward Loads = 1,625 0 ft-# Mu': From Downward Loads = 365. 1,276 ft-# Mu: Used For Design = 1,260 1,276 ft-# Key Reinforcement: Not Req'd = Mu<S'Fr Actual One -Way Shear = 9.13 14.92 psi Allowable One -Way Shear = 76.03 76.03 psi DESIGN SUMMARY Total Bearing Load = 2,468 lbs Summary of Stem Section Designs.... ...resultant ecc. = 6.61 in Top: 8 in Conc, #4@18.00 in@Cntr, From 7.0 ft to 2.0 ft Soil Pressure @ Toe = 1,324 <= 3,000 psf 2nd: 8 in Conc, #4@12.00 in@Edge, From 2.0 ft to 0.0 ft. -- Soil Pressure @ Heel = 53 <= 3,000 psf ACI Factored Press @ Toe 1,854 psf ACI Factored Press @ Heel = 74 psf Footing Shear @ Toe 9.1 <= 76.0 psi Footing Shear @ Heel 14.9 <= 76.0 psi WALL STABILITY RATIOS Overturning Stability Ratio = 2.40 Sliding Ratio Ratio = 1.56 RetainPro V4.Oa(c) 1989-96 ENER R.C.E. Title : Nettleton Residence 1708 Salem Street Job # : 96-066 Dsgnr: CMR Date: JAN 17,1997 Chico, CA 95928 Description.... (9 16) 894-8801 voice & fax 6' Concrete Wall Balanced Toe & Heel rce@shocking.com CANTILEVERED RETAINING WALL DESIGN Page 2of2 .....vv Force vCR 1 ur'"11V V..... Distance Moment ...... Force .._v.v ........... Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 857.5 2.33 2,000.8 # 4 Rebar Spacing = 18.00 in Soil Over Heel Rebar Placed at = Cente 990.0 2.83 2,805.0 Sloped Soil Over Heel = fb/FB + fa/Fa = 0.514 0.674 Total Force @ Section = 540.6 lbs Surcharge Over Heel = Moment.... Actual = 796.2 ft-# 2,448.6 ft-# Moment..... Allowable = 1,547.6 ft-# Adjacent Footing Load = Shear..... Actual = 11.26lbs 15.09 psi Shear..... Allowable = 76.03 psi Axial Dead Load on Stem = Bar Embed ABOVE Ht. = 12.00in 12.00 in 0.00 12.00 in Toe Active Pressure = -70.0 0.67 -46.7 100.0 psf Rebar Depth 'd' _ .4.00 in Soil Over Toe Masonry Data 155.8 0.71 110.4 Surcharge Over Toe = Fs = Solid Grouting = Stem Weight(s) = Special Inspection = 700.0 1.75 1,225.0 Earth @ Stem Transitions = Short Term Factor Equiv. Solid Thick. _ Footing Weight = Concrete Data 537.5 1.79 963.0 Key Weight = Fy = 40,000 psi 84.4 1.79 151.2 Vert. Component = Added Lateral Load = 53.2 4.50 239.4 Load @ Stem Above Soil = TOTALS = 840.7 O.T.M.= 2,1�J3.6 2,467.7 R.M. _ . 5,254.6 Vertical component of active pressure used for soil pressure Toe Surcharge Not Used To Resist Overturning Resisting/Overturning Ratio 2.40 Heel Surcharge Not Used To Resist Overturning RetainPro V4.Oa tc Design at this height above ftg = 2.00ft 0.00 ft Wall Material Above "Ht" = Concrete Concrete Thickness = 8.00in 8.00 in Rebar Size = # 4 # 4 Rebar Spacing = 18.00 in 12.00 in Rebar Placed at = Cente Edge Design Data fb/FB + fa/Fa = 0.514 0.674 Total Force @ Section = 540.6 lbs 1,131.7 lbs Moment.... Actual = 796.2 ft-# 2,448.6 ft-# Moment..... Allowable = 1,547.6 ft-# 3,632.0 ft-# Shear..... Actual = 11.26lbs 15.09 psi Shear..... Allowable = 76.03 psi 76.03 psi Bar Embed ABOVE Ht. = 12.00in 12.00 in Bar Embed BELOW Ht. = 12.00 in 6.00 in Wall Weight = 100.0 psf 100.0 psf Rebar Depth 'd' _ .4.00 in 6.25 in Masonry Data - Pm Fs = Solid Grouting = Special Inspection = Modular Ratio'n' _ Short Term Factor Equiv. Solid Thick. _ Concrete Data - fc = 2,000 psi 2,000 psi Fy = 40,000 psi 40,000 psi RetainPro V4.Oa tc i i A A" Cnnc wl ftd Gil 1R -in n/c 8" Conc w/ # 1'-4" Designer select I all horiz. reinf. L V-5.. 9.. 9'-5.. j� �I !� V-5" 2'-2" �! 3'-7" 5'-0" 2'-0" 2" 3" 9" n,� R --i- 1.-0.. 6'-0" 7'-0" 7 ;E 857.5# I Pp= 567.19# PFPP53.02psf i 1324.3psf 1 i R.C.E. Title : Nettleton Residence 1708 Salem Street Job # : 96-066 Dsgnr: CMR Date: DEC 27,1996 Chico, CA 95928 Description.... (916) 894-8801 voice & fax 8' Concrete Wall Balanced Toe & Heel rce@shocking.com CANTILEVERED RETAINING WALL DESIGN Page 1 of 2 GENERAL Retained Height = 8.00 ft Wall height above retained soil = 1.00 ft Slope Behind Wall = 0.00 :1 Height of Soil over Toe = 12.00 in Soil Density = 110.00 pcf FOOTING DATA 5,183 lbs Summary of Stem Section Designs.... Toe Width = 1.50 ft Heel Width = 4.00 Total Footing Width = Footing Thickness = 16.00 in KEY DATA 150.0 pd Distance from Toe = 1.50 ft Width = 9.00 in Depth = 9.00 in SOIL DATA 5,183 lbs Summary of Stem Section Designs.... Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method 1.0los Active Soil Pressure - Heel Side = 35.0 psf Active Soil Pressure - Toe Side = 35.00cf Passive Pressure = 150.0 pd Water table height over heel = O.Oft SLIDING DATA = 0.00 in Friction Factor @ Footing & Soil = 0.300 ...neglect ht. for passive = O.00in Lateral Sliding Force = 1,497.6 lbs less Passive Pressure Force = - 713.0 lbs less Friction Force = - 1,554.8lbs Added Restraint Force Required = O.Olbs ADDED LATERAL LOAD ON STEM 5,183 lbs Summary of Stem Section Designs.... ADJACENT FOOTING DATA 7.22 in Top: 8 in Conc, #4@ 9.00 in@Cntr, From 9.0 ft to 2.0 ft Lateral oad 1.0los Adjacent Footing Load 0.0 IDS ...Height to Top = 9.00 ft Footing Width = 0.00 ft ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Wind on Stem = 0.0 psf Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft FOOTING DESIGN RESULTS t'c = 2,000 psi Minimum Footing Rebar Options...... Fy = 40,000 psi Toe Side...... Heel Side.... Minimum As % = 0.0018 Rebar Cover @ Top = 2.00 in Not req'd # 4 @ 8.25 in Rebar Cover @ Bottom = 3.00 in Mu < S' Fr # 5 @ 13.00 in #6@18.25 in Toe Heel # 7 @ 24.75 in ACI Factored Soil Pressure = 2,185 453 psf # 8 @ 32.75 in Mu': From Upward Loads = 2,281 0 ft-# # 9 @ 41.25 in Mu': From Downward Loads = 488 0 ft-# # 10 @ 48.25 in Mu: Used For Design = 1,793 5,591 ft-# Key Reinforcement: Not Req'd = Mu<S'Fr Actual One -Way Shear = 5.13 31.11 psi Allowable One -Way Shear = 76.03 76.03 psi Total Bearing Load = 5,183 lbs Summary of Stem Section Designs.... ...resultant ecc. = 7.22 in Top: 8 in Conc, #4@ 9.00 in@Cntr, From 9.0 ft to 2.0 ft Soil Pressure @ Toe = 1,561 <= 3,000 psf 2nd: 8 in Conc, #5@ 9.00 in@Edge, From 2.0 ft to 0.0 ft Soil Pressure @ Heel = 324 <= 3,000 psf ACI Factored Press @ Toe = 2,185 psf ACI Factored Press @ Heel = 453 psf Footing Shear @ Toe = 5.1 <= 76.0 psi Footing Shear @ Heel = 31.1 <= 76.0 psi WALL STABILITY RATIOS Overturning Stability Ratio = 3.20 Sliding Ratio Ratio = 1.51 RetainPro V4.Oa(c) 1989-96 ENEF Pte. o R.C.E. Title : Nettleton Residence 1708 Salem Street Job # : 96-066 Dsgnr: CMR Date: DEC 27,1996 Chico, CA 95928 Description.... (916) 894-8801 voice & fax 8' Concrete Wall Balanced Toe & Heel rce@shocking.com CANTILEVERED RETAINING WALL DESIGN Page 2of2 ..... V V GFN l %JUNO 14111%.1 ..... ......,w.v ...•v..... Force Distance Moment Force Distance Moment Item lbs ft ft-# Itis ft ft-# Heel Active Pressure = 1,524.4 3.11 4,742.7 Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Toe Active Pressure = -95.3 0.78 Soil Over Toe Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions = Footing Weight = Key Weight = Vert. Component = Added Lateral Load = 68.4 5.83 Load @ Stem Above Soil = TOTALS = ,497.6- O.T.M. Vertical component of active pressure used for soil pressure Toe Surcharge Not Used To Resist Overturning Heel Surcharge Not Used To Resist Overturning 2,933.3 3.83 11,244.4 MM -74.1 165.0 0.75 123.8 900.0 1.83 1,650.0 1,100.0 2.75 3,025.0 84.4 1.88 158.2 399.0 # 4 # 5 = 567.8 5,182.7 R.M. = 9.00 in 16,201.4 Resisting/Overturning Ratio 3.20 RetainPro V4.Oa(c) 1989-96 ENE Stem OK Stem OK Design at this height above ftg = 2.00 ft 0.00 ft Wall Material Above "HV = Concrete Concrete Thickness = 8.00 in 8.00 in Rebar Size = # 4 # 5 Rebar Spacing = 9.00 in 9.00 in Rebar Placed at = Cente Edge Design Data fb/FB + fa/Fa = 0.822 0.780 Total Force @ Section = 1,161.4lbs 1,990.5 lbs Moment.... Actual = 2,458.5 ft-# 5,590.7 ft-# Moment..... Allowable = 2,990.2ft-# 7,168.5 ft-# Shear..... Actual = 24.20 lbs 26.81 psi Shear..... Allowable = 76.03 psi 76.03 psi Bar Embed ABOVE Ht. = 12.00 in 12.00 in Bar Embed BELOW Ht. = 12.00 in' 6.00 in Wall Weight = 100.0 psf 100.0 psf Rebar Depth 'd' = 4.00 in 6.19 in Masonry Data fm = Fs = Solid Grouting = Special Inspection = Modular Ratio'n' _ Short Term Factor = Equiv. Solid Thick. _ Concrete Data fc = 2,000 psi 2,000 psi Fy = 40,000 psi 40,000 psi RetainPro V4.Oa(c) 1989-96 ENE 8" Conc w/ #4 @ 9.in o/c 8" Conc w/ #; Designer sel all horiz. re 7'-0" 2'-0" 2'' IF V.4" 3" 9" 1%01. 8'-0" 7 Pp= 713.02# i MMM MPF0323.73p--sf 1560.9psf l User ID: R. C. E. _ PAGE NO. 1 ************************************************** * * S T A A D- III * Revision 22.OW * Proprietary Program of * Research Engineers, Inc. * Date= APR 3, 1997 * Time= 11: 3:55 * * USER ID: R. C. E. ************************************************** 1. STAAD PLANE 2. INPUT WIDTH 72 3. UNIT FEET KIP 4. JOINT COORDINATES 5. 1 .000 6. 2 9.000 7. 3 18.000 8. 4 9.000 9. MEMBER INCIDENCES 10. 1 1 11. 2 2 12. 3 1 13. 4 4 14. 5 2 15. UNIT INCHES KIP 16. MEMBER PROPERTY AMERICAN 17. 1 2 PRI YD 7.5 ZD 5.5 18. 5 PRI YD 5.5 ZD 5.5 19. 3 4 PRI YD 9.5 ZD 5.5 20. MEMBER RELEASE 21. 1 TO 3 5 START MY MZ 22. 1 2 4 5 END MY MZ 23. CONSTANT 24. E 1700. ALL 25. UNIT FEET KIP 26. CONSTANT 27. DENSITY .04 ALL 28. SUPPORT 29. 1 PINNED 30. 3 FIXED BUT FX MX MY MZ 31. LOAD 1 DEAD LOAD 32. JOINT LOAD 33. 2 FY -.32 34. 2 FY -.32 35. 2 FY -.4 36. 2 FY -.4 37. 2 FY -1.66 38. SELFWEIGHT Y -1. 39. MEMBER LOAD 40. 2 TRAP GY 0. -.041 0. 10.062 41. 1 TRAP GY -.041 0. 0. 10.062 .000 .000 4.500 .000 .000 .000 .000 .000 2 3 4 3 4 STAAD PLANE User ID: R. C. E. -- PAGE NO. T 2 ' 42. LOAD 2 LIVE LOAD 43. JOINT LOAD 44. 2 FY -.19 45. 2 FY -.19 46. 2 FY -.23 47. 2 FY -.23 48. 2 FY -.98 49. MEMBER LOAD 50. 2 TRAP GY 0. -.024 0. 10.062 51. 1 TRAP GY -.024 0. 0. 10.062 52. .LOAD COMB 3 DL + LL 53. 1 1. 2 1. 54. UNIT INCHES POUND 55. PERFORM ANALYSIS P R O B L E M S T A T I S T I C S ----------------------------------- NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 4/ 5/ 2 ORIGINAL/FINAL BAND -WIDTH = 3/ 2 TOTAL PRIMARY LOAD CASES = 2, TOTAL DEGREES OF FREEDOM = 9 SIZE OF STIFFNESS MATRIX = 72 DOUBLE PREC. WORDS REQRD/AVAIL. DISK SPACE = 12.01/ 16.2 MB, EXMEM = 1986.1 MB ++ Processing Element Stiffness Matrix. 11: 3:56 ++ Processing Global Stiffness Matrix. 11: 3:56 ++ Processing Triangular Factorization. 11: 3:56 ++ Calculating Joint Displacements. 11: 3:56 ++ Calculating Member Forces. 11: 3:56 56. PRINT MEMBER STRESSES ALL STAAD PLANE User ID: R. C. E. -- PAGE NO. T 3 MEMBER STRESSES --------------- ALL UNITS ARE POUN/SQ INCH MEMB LD SECT AXIAL BEND -Y BEND -Z COMBINED SHEAR -Y SHEAR -Z 1 1 .0 96.4 C .0 .0 96.4 4.2 .0 1.00 92.9 C .0 .0 92.9 2.7 .0 2 .0 51.3 C .0 .0 51.3 1.7 .0 1.00 50.0 C .0 .0 50.0 .9 .0 3 .0 147.7 C .0 .0 147.7 6.0 .0 1.00 142.9 C .0 .0 142.9 3.6 .0 2 1 .0 92.9 C .0 .0 92.9 2.7 .0 1.00 96.4 C .0 .0 96.4 4.2 .0 2 .0 50.0 C .0 .0 50.0 .9 .0 1.00 51.3 C .0 .0 51.3 1.7 .0 3 .0 142.9 C .0 .0 142.9 3.6 .0 1.00 147.7 C .0 .0 147.7 6.0 .0 3 1 .0 66.6 T .0 .0 66.6 1.7 .0 1.00 66.6 T .0 27.5 94.1 .8 .0 2 .0 35.6 T .0 .0 35.6 .4 .0 1.00 35.6 T .0 25.8 61.5 .4 .0 3 .0 102.2 T .0 .0 102.2 2.0 .0 1.00 102.2 T .0 53.3 155.5 .5 .0 4 1 .0 66.6 T .0 27.5 94.1 .8 .0 1.00 66.6 T .0 .0 66.6 1.7 .0 2 .0 35.6 T .0 25.8 61.5 .4 .0 1.00 35.6 T .0 .0 35.6 .4 .0 3 .0 102.2 T .0 53.3 155.5 .5 .0 1.00 102.2 T .0 .0 102.2 2.0 .0 5 1 .0 4.2 T .0 .0 4.2 .0 .0 1.00 2.9 T .0 .0 2.9 .0 .0 2 .0 1.3 C .0 .0 1.3 .0 .0 1.00 1.3 C .0 .0 1.3 .0 .0 3 .0 2.9 T .0 .0 2.9 .0 .0 1.00 1.6 T .0 .0 1.6 .0 .0 ************** END OF LATEST ANALYSIS RESULT ************** 57. FINISH *************** END OF STAAD-III *************** **** DATE= APR 3,1997 TIME= 11: 3:57 **** * For questions on STAAD-III, contact: * Research Engineers, Inc at * West Coast: Ph- (714) 974-2500 Fax- (714) 921-2543 * * East Coast: Ph- (508) 688-3626 Fax- (508) 685-7230 * ********************************************************* Tq -7:4- 4oi00n "�csrE. All vV��w�ber- 5�-res5esi�2te Czlc01a���t t -,Xlo17F- L- -z- 2 G W . -i3-� � rT z l� ► • o ,(coo ks CL _loo°F� 102ps Fb' = Fa Ccp> Cc,,�>C�> �� CCF>CG� \z (� i' FbE I F,� > _ I+ CFb��F-al '�,_ Fbt Fi L r bZ S,SZ '' oK C) 6r o. S 2 `- Fe � C he�l�- Cpw1 la n2 �-tfeSSZS User ID: R. C. E. PAGE NO. W F1 ************************************************** * * * S T A A D- III * Revision 22.OW * Proprietary Program of * Research Engineers, Inc. * Date= APR 15, 1997 * Time= 11:29: 7 * * * USER ID: R. C. E. 1. STAAD SPACE 2. INPUT WIDTH 72 3. UNIT FEET KIP 4. JOINT COORDINATES 5. 1 .000 .000 .000 6. 2 .000 8.625 .000 7. 3 7.500 8.625 .000 8. 4 7.500 .000 .000 9. MEMBER INCIDENCES 10. 1 1 2 11. 2 2 3 12. 3 3 4 13. MEMBER PROPERTY AMERICAN 14. 1 TO 3 TABLE ST TUB60404 15. CONSTANT 16. E STEEL ALL 17. DENSITY STEEL ALL 18. POISSON STEEL ALL 19. UNIT INCHES KIP 20. SUPPORT 21. 1 4 PINNED 22. UNIT FEET KIP 23. LOAD 1 DEAD LOAD 24. SELFWEIGHT Y -1. 25. MEMBER LOAD 26. 2 LIN Y 0. 0. -.152 27. JOINT LOAD 28. 2 3 FY -.055 29. LOAD 2 LIVE LOAD 30. MEMBER LOAD 31. 2 LIN Y 0. 0. -.306 32. JOINT LOAD 33. 2 3 FY -.022 34. LOAD 3 WIND 35. JOINT LOAD 36. 2 FX 1.5 37. LOAD 4 SEISMIC 38. JOINT LOAD 39. 2 FX 1.25 40. LOAD 5 D + RL. 41. REPEAT LOAD STAAD SPACE 42. 1 1. 2 1. 43. LOAD 6 D + RL + E-W•WIND 44. REPEAT LOAD 45. 1 1. 2 1. 3 1. 46. LOAD 7 D + RL + E -W SEISMIC 47. REPEAT LOAD 48. 1 1. 2 1. 4 1. 49. LOAD 8 .67D + E -W WIND 50. REPEAT LOAD 51. 1 .667 3 1. 52. LOAD 9 .85D + E -W SEISMIC 53. REPEAT LOAD 54. 1 .85 4 1. 55. LOAD 10 COLUMN AXIAL COMPRESSION 56. REPEAT LOAD 57. 1 1. 2 .7 4 2.25 58. LOAD 11 COLUMN AXIAL COMPRESSION 59. REPEAT LOAD 60. 1 1. 2 .7 4 -2.25 61. LOAD 12 COLUMN AXIAL TENSION 62. REPEAT LOAD 63. 1 .85.4 2.25 64. LOAD 13 COLUMN AXIAL TENSION 65. REPEAT LOAD 66. 1 .85 4 -2.25 67. UNIT INCHES KIP 68. PDELTA 4 ANALYSIS P R O B L E M S T A T I S T I C S ----------------------------------- User ID: R. C. E. -- PAGE NO. WF 2 NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 4/ 3/ 2 ORIGINAL/FINAL BAND -WIDTH = 1/ 1 TOTAL PRIMARY LOAD CASES = 13, TOTAL DEGREES OF FREEDOM = 18 SIZE OF STIFFNESS MATRIX = 216 DOUBLE PREC. WORDS REQRD/AVAIL. DISK SPACE = 12.01/ 22.0 -MB, EXMEM = 1987.2 MB ++ Processing Element Stiffness Matrix. 11:29: 7 ++ Processing Global Stiffness Matrix. 11:29: 8 ++ Processing Triangular Factorization. 11:29: 8 ***WARNING - IMPROPER LOAD WILL CAUSE INSTABILITY AT JOINT 4 DIRECTION = MX PROBABLE CAUSE MODELING PROBLEM 000E+00 ++ Calculating Joint Displacements. 11:29: 8 ++ Adjusting Displacements 11:29: 8 ++ Adjusting Displacements 11:29: 8 ++ Adjusting Displacements 11:29: 8 ++ Adjusting Displacements 11:29: 8 ++ Calculating Member Forces. 11:29: 8 69. PLOT SECTION FILE 70. *CHECK GRAVITY ONLY CONDITIONS 71. LOAD LIST 1 2 5 72. PARAMETER 73. CODE AISC STAAD SPACE 74. FYLD 46. MEMB 1 TO 3 75. RATIO 1. MEMB 1 TO 3 76. BEAM 1. MEMB 1 TO 3 77. CHECK CODE MEMB 1 TO 3 User ID: R. C. E. -- PAGE NO. WF3 User ID: R. C. E. STAAD SPACE -- PAGE NO. WF 4 STAAD-III CODE CHECKING - (AISC) ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION 1 ST TUB 60404 PASS AISC- H1-3 .059 5 1.13 C .00 9.59 103.50 2 ST TUB 60404 PASS AISC- H1-3 .087 5 .09 C .00 -17.49 45.00 3 ST TUB 60404 PASS AISC- H1-3 .059 5 1.13 C .00 9.59 .00 78. PARAMETER 79. CODE AISC 80. WSTR 21. MEMB 1 TO 3 81. WMIN .188 MEMB 1 TO3 82. WELD 1. MEMB 1 TO 3 83. SELECT WELD MEMB 1 TO 3 STAAD SPACE User ID: R. C. E. -- PAGE NO. \A F 5 ****************** END OF TABULATED WELD DESIGN ****************** 84. *CHECK LATERAL & GRAVITY CONDITIONS 85. LOAD LIST 3 4 6 TO 9 86. PARAMETER 87. CODE AISC 88. FYLD 46. MEMB 1 TO 3 89. RATIO 1.33 MEMB 1 TO 3 90. BEAM 1. MEMB 1 TO 3 91. CHECK CODE MEMB 1 TO 3 STAAD-III WELD DESIGN ********************* ALL UNITS ARE - INCH KIP MEMBER LOCATION/ WELD TYPE/ WELD SIZE/ COMB STRESS/ LOADING HOR STRESS VERT STRESS DIR STRESS 1 STA 1 3/16 .30 5 .00 .02 .30 1 END 1 3/16 1.69 5 .00 .02 1.69 2 STA 1 3/16 1.47' 5 .00 .24 1.44 2 END 1 3/16 1.47 5 .00 .24 1.44 3 STA 1 3/16 1.69 5 .00 .02 1.69 3 END 1 3/16 .30 5 .00 .02 .30 ****************** END OF TABULATED WELD DESIGN ****************** 84. *CHECK LATERAL & GRAVITY CONDITIONS 85. LOAD LIST 3 4 6 TO 9 86. PARAMETER 87. CODE AISC 88. FYLD 46. MEMB 1 TO 3 89. RATIO 1.33 MEMB 1 TO 3 90. BEAM 1. MEMB 1 TO 3 91. CHECK CODE MEMB 1 TO 3 STAAD SPACE STAAD-III CODE CHECKING - (AISC) User ID: R. C. E. -- PAGE NO. \,4F6 ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION 1 ST TUB 60404 PASS AISC- H2-1 .395 3 1.73 T .00 -77.64 103.50 2 ST TUB 60404 PASS AISC- H1-3 .440 6 .83 C .00 87.87 90.00 3 ST TUB 60404 PASS AISC- H1-3 .463 6 2.87 C .00 87.87 .00 92. PARAMETER 93. CODE AISC 94. FYLD 21. MEMB 1 TO 3 95. WMIN .188 MEMB 1 TO 3 96. RATIO 1.33 MEMB 1 TO 3 97. WELD 1. MEMB 1 TO 3 98. SELECT WELD MEMB 1 TO 3 STAAD SPACE User ID: R. C. E. -- PAGE NO. WF 7 ****************** END OF TABULATED WELD DESIGN ****************** 99. *CHECK LATERAL & GRAVITY AT COLUMNS 100. LOAD LIST 10 TO 13 101. PARAMETER 102. CODE AISC 103. FYLD 46. MEMB 1 3 104. RATIO 1.33 MEMB 1 3 105. BEAM I. MEMB 1 3 106. CHECK CODE MEMB 1 3 STAAD-III WELD DESIGN ********************* ALL UNITS ARE - INCH KIP MEMBER LOCATION/ WELD TYPE/ WELD SIZE/ COMB STRESS/ LOADING HOR STRESS VERT STRESS DIR STRESS 1 STA 1 3/16 .50 3 .00 .20 .46 1 END 1 3/16 11.96 3 .00 .20 11.96 2 STA 1 3/16 11.71 3 .00 .46 11.70 2 END 1 3/16 13.26 6 .00 .71 13.24 3 STA 1 3/16 13.75 6 .00 .22 13.75 3 END 1 3/16 .80 6 .00 .22 .76 ****************** END OF TABULATED WELD DESIGN ****************** 99. *CHECK LATERAL & GRAVITY AT COLUMNS 100. LOAD LIST 10 TO 13 101. PARAMETER 102. CODE AISC 103. FYLD 46. MEMB 1 3 104. RATIO 1.33 MEMB 1 3 105. BEAM I. MEMB 1 3 106. CHECK CODE MEMB 1 3 STAAD SPACE STAAD-III CODE CHECKING - (AISC) *********************** User ID: R. C. E. -- PAGE NO . �A F 8 ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION 1 ST TUB 60404 PASS AISC- H1-3 .804 11 4.21 C .00 154.40 103.50 3 ST TUB 60404 PASS AISC- H1-3 .804 10 4.21 C .00 154.33 .00 107. FINISH *************** END 0.7 STAAD-III *************** **** DATE= APR 15,1997 TIME= 11:29:10 **** ********************************************************* * For questions on STAAD-III, contact: * Research Engineers, Inc at * West Coast: Ph- (714) 974-2500 Fax- (714) 921-2543 * * East Coast: Ph- (508) 688-3626 Fax- (508) 685-7230 * ********************************************************* S�e� l.o� uv�nr� �e.S�g Yl � F3C,uL Pp.T� o P a F" cr- -� DL = Z-1 ps + (-4' )(1-, ) D L- - (1 - DL= I.30k- (, fs� - (,Ps� C4')CIi p= Q"151` SCC LI+TEP� L CES��,.-►� Q jLP.B kS, o.tie 0, IS Fs IL'.8 e use- Ed`s � - 3 � �1- Z- 'L Fb�lo O. colo 1Lr1 osc Cc _IZrF E = 1 t 72- Q jLP.B kS, o.tie 0, IS Fs IL'.8 e use- Ed`s � - 3 � �1- Z- �a D, c, F,j 0, cd—, (6-is-�(lt"AlZ�i in + '1/4. it o . Lo to C.4to /*NA 0,S3• 3 =d + 4.I 1 '� 30,3 U =V O• v2 L 1, 33 o,k, I O m z is I� Q) of z 1 �I a a � + O � r � C a I� v O n of z 1 r � C a 1 6 d 6- op fA �N ► � � ➢ -� _ G t t J - � r CP_ p o vi G ^ If z N =� m O r � C 6 t t J - � r CP_ 04/03/97 -- Kalico Kitchen -- RCE Job 96-029 F" ,1 GG�- Caisson Design Aid For Lateral Bearing Per UBC 1806.7 At Back Patio S(psf)= 150 {Note that for isolated poles for uses such as b(ft) = 2 flagpoles or signs and poles used to support bldgs. h(ft) = 11.0 which are not adversely affected by a 1/2" motion P(lbs)= 750 at ground surface due to short-term lateral loads I= 1 may be designed using lateral bearing values 0.75 0.00 0.00 0.00 0.75 equal to two times the values per UBC Table 18 -I -A.} A= 2.51 (Note: units are F=kips & M=k S1= 350 Allowable Soil Bearing Capacity S3= 750 . P Constrained Condition Required Depth n. 5.0 ft Soil Bearing Constrained Condition < 12' -OK! Nonconstrained Required Depth 7.0 ft < 12' -OK! Fx Fy Fz F -result Mx Mz M -result Dead Load 0.00 1.30 0.00 0.00 0.00 0.00 0.00 Live Load 0.00 0.77 0.00 0.00 0.00 0.00 0.00 N -S Seismic 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.75 2.07 0.00 0.75 0.00 0.00 0.00 (Note: units are F=kips & M=k -ft) Allowable Soil Bearing Capacity Allowable Soil Bearing Capacity 2592 psf (DL+LL) 3447 psf (DL+LL+SEISMIC) Soil Bearing Soil Bearing Constrained Condition Constrained Condition 908 psf 908 psf < Allowable -OK! < Allowable -OK! Soil Bearing Soil Bearing Nonconstrained Condition Nonconstrained Condition 1008 psf 1008 psf < Allowable -OK! < Allowable -OK! CA 04/03/97 -- Kalico Kitchen -- RCE job 96-029 PC, GG G7 Caisson Design Aid For Lateral Bearing Per UBC 1806.7 At Front Patio S(psf)= 150 {Note that for isolated poles for uses such as b(ft) = 2 flagpoles or signs and poles used to support bldgs. h(ft) = 11.0 which are not adversely affected by a 1/2" motion P(lbs)= 690 at ground surface due to short-term lateral loads I= 1 may be designed using lateral bearing values 2.40 0.00 equal to two times the values per UBC Table 18 -I -A.} A= 2 37 0.00 S1= 340 S3= 720 Constrained Condition Required Depth 4.8 ft < 12' -OK! Nonconstrained Required Depth 6.8 ft < 12' -OK! Fx Fy Fz F -result Mx Mz M -result Dead Load 0.00 4.05 0.00 0.00 0.00 0.00 0.00 Live Load 0.00 2.40 0.00 0.00 0.00 0.00 0.00 N -S Seismic 0.69 0.00 0.00 0.69 0.00 0.00 0.00 0.69 6.45 0.00 0.69 0.00 0.00 0.00 (Note: units are F=kips & M=k -ft) Allowable Soil Bearing Capacity Allowable Soil Bearing Capacity 2592 psf (DL+LL) 3447 psf (DL+LL+SEISMIC) Soil Bearing Soil Bearing Constrained Condition Constrained Condition 2294 psf 2294 psf < Allowable -OK! < Allowable -OK! Soil Bearing Soil Bearing Nonconstrained Condition Nonconstrained Condition 2394 psf 2394 psf < Allowable -OK! < Allowable -OK! Is SPREAD FOOTING DESIGN Charles Roberts, P.E. Chico, California Date: 4-15-1997 Project: R. C. E. 96.066 Footing Location: @ Beam 2 Comment : y MATERIAL PROPERTIES Ultimate concrete compressive strength, f"c is 2.00 ksi Steel yield strength, Fy is 40.00 ksi Concrete is Hardrock with a unit weight of 150.00 pcf Concrete weight for soil bearing is 50.00 pcf Max. soil bearing is 3.00 ksf (33% short term increase allowed) LOAD CASES CONSIDERED ARE: 1.4DL + 1.7LL .75(1.4DL + 1.7LL + 1.7W) .9DL - 1.3W .75(1.4DL + 1.7LL + 1.87EQ) .9DL - 1.4EQ UNFACTORED INPUT LOADS P (kips) M (ft -kips) DL 4.03 0.00 LL 2.39 0.00 EQ 0.00 0.00 WIND 0.00 0.00 FOOTING PERAMETERS Dimensions are 2.00 Ft. Sq. Total depth is 12.00 Inches Depth "d" is 8.00 Inches Col size is 5.00 x 5.00 In. REQUIRED REINFORCEMENT bottom long. 0.08 Sq.In. bottom trans. 0.10 Sq.In. F+ STRESSES AND SOIL BEARING Max. punching shear stress is 17.50 psi Max. beam shear stress is 3.16 psi Gravity only soil bearing is 1.65 ksf Gravity+lat. soil bearing is 1.65 ksf I SPREAD FOOTING DESIGN Charles Roberts, P.E. Chico, California Date: 4-15-1997 Project:.R. C. E. 96.066 Footing Location: @ Beam 3 Comment . MATERIAL PROPERTIES Ultimate concrete compressive strength, f"c is 2.00 ksi Steel yield strength, Fy is 40.00 ksi Concrete is Hardrock with a unit weight of 150.00 pcf Concrete weight for soil bearing is 50.00 pcf Max. soil bearing is 3.00 ksf (33o short term increase allowed) LOAD CASES CONSIDERED ARE: 1.4DL + 1.7LL .75(1.4DL + 1.7LL + 1.7W) .9DL - 1.3W .75(1.4DL + 1.7LL + 1.87EQ) .9DL - 1.4EQ UNFACTORED INPUT LOADS P (kips) DL 2.57 LL 1.52 EQ 0.83 WIND 0.91 FOOTING PERAMETERS M (ft -kips) 0.00 0.00 0.00 0.00 Dimensions are 2.00 Ft. Sq. Total depth is 12.00 Inches Depth "d" is 8.00 Inches Col size is 5.00 x 5.00 In. REQUIRED REINFORCEMENT bottom long. 0.05 Sq.In. bottom trans. 0.06 Sq.In. STRESSES AND SOIL BEARING Max. punching shear stress is 11.52 psi Max. beam shear stress is 2.01 psi Gravity only soil bearing is 1.07 ksf Gravity+lat. soil bearing is 1.30 ksf SPREAD FOOTING DESIGN Charles Roberts, P.E. Chico, California Date: 4-15-1997 Project: R. C. E. 96.066 Footing Location: Beam 5 Comment . MATERIAL PROPERTIES Ultimate concrete compressive strength, f"c is 2.00 ksi Steel yield strength, Fy is 40.00 ksi Concrete is Hardrock with a unit weight of 150.00 pcf Concrete weight for soil bearing is 50.00 pcf Max. soil bearing is 3.00 ksf (33% short term increase allowed) LOAD CASES CONSIDERED ARE: 1.4DL + 1.7LL .75(1.4DL + 1.7LL + 1.7W) .9DL - 1.3W .75(1.4DL + 1.7LL + 1.87EQ) .9DL - 1.4EQ UNFACTORED INPUT LOADS P (kips) DL 2.77 LL 1.64 EQ 1.90 WIND 2.10 FOOTING PERAMETERS M (ft -kips) 0.00 0.00 0.00 0.00 Dimensions are 2.00 Ft. Sq. Total depth is 12.00 Inches Depth "d" is 8.00 Inches Col size is 5.00 x 5.00 In REQUIRED REINFORCEMENT bottom long. 0.07 Sq.In. bottom trans. 0.08 Sq.In. STRESSES AND SOIL BEARING Max. punching shear stress is 14.06 psi Max. beam shear stress is 2.50 psi Gravity only soil bearing is 1.15 ksf Gravity+lat. soil bearing is 1.68 ksf F-,; F SPREAD FOOTING DESIGN Charles Roberts, P.E. Chico, California Date: 4-15-1997 Project: R. C. E. 96.066 Footing Location: Beam 6 Comment . MATERIAL PROPERTIES Ultimate concrete compressive strength, f"c is 2.00 ksi Steel yield strength, Fy is 40.00 ksi Concrete is Hardrock with a unit weight of 150.00 pcf Concrete weight for soil bearing is 50.00 pcf Max. soil bearing is 3.00 ksf (33o short term increase allowed) LOAD CASES CONSIDERED ARE: 1.4DL + 1.7LL .75(1.4DL + 1.7LL + 1.7W) .9DL - 1.3W .75(1.4DL + 1.7LL + 1.87EQ) .9DL - 1.4EQ UNFACTORED INPUT LOADS P (kips) M (ft -kips) DL 3.32 0.00 LL 1.96 0.00 EQ 1.90 0.00 WIND 2.10 0.00 FOOTING PERAMETERS Dimensions are 2.00 Ft. Sq. Total depth is 12.00 Inches Depth "d" is . 8.00 Inches Col size is 5.00 x 5.00 In REQUIRED REINFORCEMENT bottom long. 0.08 Sq.In. bottom trans. 0.09 Sq.In. STRESSES AND SOIL BEARING Max. punching shear stress is 15.73 psi Max. beam shear stress is 2.82 psi Gravity only soil bearing is 1.37 ksf Gravity+lat. soil bearing is 1.89 ksf SPREAD FOOTING DESIGN Charles Roberts, P.E. Chico, California Date: 4-15-1997 Project: R. C. E. 96.066 Footing Location: Center ftng of B7 Comment . MATERIAL PROPERTIES Ultimate concrete compressive strength, f"c is 2.00 ksi Steel yield strength, Fy is 40.00 ksi Concrete is Hardrock with a unit weight of 150.00 pcf Concrete weight for soil bearing is 50.00 pcf Max. soil bearing is 3.00 ksf (33% short term increase allowed) LOAD CASES CONSIDERED ARE: 1.4DL + 1.7LL .75(1.4DL + 1.7LL + 1.7W) .9DL - 1.3W .75(1.4DL + 1.7LL + 1.87EQ) .9DL - 1.4EQ UNFACTORED INPUT LOADS FOOTING PERAMETERS Dimensions are 2.00 Ft. Sq. Total depth is 12.00 Inches Depth "d" is 8.00 Inches Col size is 5.00 x 5.00 In REQUIRED REINFORCEMENT bottom long. 0.07 Sq.In. bottom trans. 0.08 Sq.In. 'c l FS STRESSES AND SOIL BEARING Max. punching shear stress is 15.35 psi Max. beam shear stress is 2.75 psi Gravity only soil bearing is 1.44 ksf Gravity+lat. soil bearing is 1.44 ksf P (kips) M (ft -kips) DL 3.50 0.00 LL 2.08 0.00 EQ 0.00 0.00 WIND 0.00 0.00 FOOTING PERAMETERS Dimensions are 2.00 Ft. Sq. Total depth is 12.00 Inches Depth "d" is 8.00 Inches Col size is 5.00 x 5.00 In REQUIRED REINFORCEMENT bottom long. 0.07 Sq.In. bottom trans. 0.08 Sq.In. 'c l FS STRESSES AND SOIL BEARING Max. punching shear stress is 15.35 psi Max. beam shear stress is 2.75 psi Gravity only soil bearing is 1.44 ksf Gravity+lat. soil bearing is 1.44 ksf SPREAD FOOTING DESIGN Charles Roberts, P.E. Chico, California Date: 4-15-1997 Project: R. C. E. 96.066 Footing Location: Beam 9 Comment . MATERIAL PROPERTIES Ultimate concrete compressive strength, f"c is 2.00 ksi Steel yield strength, Fy is 40.00 ksi Concrete is Hardrock with a unit weight of 150.00 pcf Concrete weight for soil bearing is 50.00 pcf Max. soil bearing is 3.00 ksf (33o short term increase allowed) LOAD CASES CONSIDERED ARE: 1.4DL + 1.7LL .75(1.4DL + 1.7LL + 1.7W) .9DL - 1.3W .75(1.4DL + 1.7LL + 1.87EQ) .9DL - 1.4EQ UNFACTORED INPUT LOADS P (kips) M (ft -kips) DL 0.90 0.00 LL 0.60 0.00 EQ 2.10 0.00 WIND 2.40 0.00 FOOTING PERAMETERS Dimensions are 3.00 Ft. Sq. Total depth is 18.00 Inches Depth "d" is 14.00 Inches Col size is 5.00 x 5.00 In. REQUIRED REINFORCEMENT bottom long. 0.04 Sq.In. bottom trans. 0.05 Sq.In. STRESSES AND SOIL BEARING Max. punching shear stress is 4.61 psi Max. beam shear stress is 0.39 psi Gravity only soil bearing is 0.24 ksf Gravity+lat. soil bearing is 0.51 ksf SPREAD FOOTING DESIGN Charles Roberts, P.E. Chico, California Date: 4-15-1997 Project: R. C. E. 96.066 Footing Location: @ south end of B12 Comment . MATERIAL PROPERTIES Ultimate concrete compressive strength, f"c is 2.00 ksi Steel yield strength, Fy is 40.00 ksi Concrete is Hardrock with a unit weight of 150.00 pcf Concrete weight for soil bearing is 50.00 pcf Max. soil bearing is 3.00 ksf (33o short term increase allowed) LOAD CASES CONSIDERED ARE: 1.4DL + 1.7LL .75(1.4DL + 1.7LL + 1.7W) .9DL - 1.3W .75(1.4DL + 1.7LL + 1.87EQ) .9DL - 1.4EQ UNFACTORED INPUT LOADS P (kips) DL 3.30 LL 1.95 EQ 3.70 WIND 3.80 FOOTING PERAMETERS M (ft -kips) 0.00 0.00 0.00 0.00 Dimensions are 2.00 Ft. Sq. Total depth is 18.00 Inches Depth "d" is 14.00 Inches Col size is 5.00 x 5.00 In REQUIRED REINFORCEMENT bottom long. 0.06 Sq.In. bottom trans. 0.06 Sq.In. STRESSES AND SOIL BEARING Max. punching shear stress is 4.22 psi Max. beam shear stress is 0.00 psi Gravity only soil bearing is 1.39 ksf Gravity+lat. soil bearing is 2.34 ksf RESIDENTIAL - - - _'_-� 710-015 PERMIT#cq-1929 NETTLETON, Steve & Kathy ( 165 Falcon's Pointe Dr., Chico I New Pri Garden Shed PERMIT NO. {° PERMIT EXPIRES Q © I OWNER CONTR. ASSESSOR PARCEL LOCATION �O.O , ?'�--OFFICE C i Address GAS Date/2-74 19Meter By , ELECTRIC , Meter By Date Temp. Power Pole Called PG&E_ Temp. Elec. Service Called PG&E Temp. Gas Service Called PG&E ;JOB FINALED (Date) Signature Ji' V=OK •• O = Not OK Not • = t Applicable NoMOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 7. Well Clearance & Disconnect 1. Zoning Requirements - Setbacks - Easements 8. Utility Clearance 2. Soils; Special MH Support Sketch 3. Decks; Girders and/or Joists-Decking-BracingStairs-Rails 3. Sewer, Location -Test -Fall -C/O -Concrete 4. Wood Awn.; Posts-Beams-Rftrs.-Connectors Shthg.-Rfg: Bracing 4. Water Location -Test -Easement Needed (Sketch) Card B-1 Date Card B-1 5. Electricity; Location-Clearances-Gmd-/ /Amp -Concrete Card B-1 Date Card B-1 6. Gas; Location-TestNrap; / /t1t MISCELLANEOUS Date / /Nat or/ / LYt/ /LPG 7. Well Clearance & Disconnect 8. Utility Clearance 3. Decks; Girders and/or Joists-Decking-BracingStairs-Rails 4. Wood Awn.; Posts-Beams-Rftrs.-Connectors Shthg.-Rfg: Bracing Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements- Setbacks Easements 2. Footings; SbL-Spacing-Marriage Line 3. Gas; MH Test -Demand Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector Date 7. Water and Sewer Connected -C/O to Grade -HD Approval Date 8. Gas and Electricity Tagged Date 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch 11. Cert of Occupancy 12. Pernanertt Foundation Only: License Decal 4. Elec.; Receptacles and Lighting, Distance-GFI Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; SoilsSize-Dep"pacing-ConnectorsSteel 3. Decks; Girders and/or Joists-Decking-BracingStairs-Rails 4. Wood Awn.; Posts-Beams-Rftrs.-Connectors Shthg.-Rfg: Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sils-AnchorsStuds-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext; Steps -Doors -Landings 12. Braced WaltPanels Date Card B-1 Date Card B-1 Date Card B-1 Date V Card B-1 Date POOLS (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pod Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pod Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/6 -Circulating Equip.+leater 8. Elec.; Grounding; Equip. w/S Circulating Equip.-Flool Lghtg. Boxes-Enclosures-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 Data Card B-1 O = Not o OK RESIDENTIAL (Single & Duplex) - = Not Applicable = Not Ready Date UNDERFLOOR (Plans) OK except is Date FRAMING (Continued) 1. ZoningSetbacks-EasmentsFloodSlope 46. Hangers -Post Caps -Anchors -Connectors 2. Ftg., Main; Soils-Elec. Gmd. / P Fig. Depth 47. Cling. Joist t. Ties Purlin-raft Brac: TrussShting.-Rfng. 3. Ftg. Garage; SoilsSteet-Elec. Gmd/ P Ftg. Depth 4. Ftg. Porches & Decks; SoilsSteel-/ P Ftg. Depth 5. Stemwalls, Main; Steel-Blockouts-Wrapped 6. Stemwalls, Garage; Steel-BbdcoutsWrapped 6a. Holo Downs and Special Anchors 7. Slab, SteeHNrapped 8. Piers -Fireplace Ftg.Sted 9. D.W.V.; Fall -Fitting -Test -2 Way C/0 -Sewer Test 10. UF. Gas Pipe; Size Anchors - Yard Gas Piping; Size Test 11. Water Pipe; TesEAnchors-RegulatorService Test 12. Electric Underground 13. Pienums & Ducts; Clearance-MateMISuppon4ns. 14. Girders.Sills-Anchor Bolts,bistsVents-Crippies 15. Access & Ventilation 16. Insulation Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except ;f"s 17. Water Htt; Vent -Access -Combustion Air Battle 18. Water Pipe; Test & Anchor -Nail Protection 19. D.W.V.; Test Fittings & Anchor -Nail Protection 20. Shower Pan; Test, First Floor -Tub Access 21. Test Tub & Shower, Second Floor -Tub Access 22. Gas Pipe; Sake & Anchors Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except *s 23. Fixture & Transformer Clearance -Ins. Protection 24. Elec. Receptacles Spacing -Lights & Switches at Doors 25. Size Bares & No. of Conductors Stapled 26. Romex Installed Close to Edge of Studs & C.J. 27. Equip. Ground made up w/Mech Fastners-Bond Gas & Water 28. 2 Appliance Circuts in Kitchen & Conductor Size GFl 29. Subfeed Wire Size / / ga. Cu or AI-A.C. Wire Size / / ga Cu or Al 30. Range Circ. / / ga Cu or Al -Oven Circ. / / ga Cu or AI Insulated Neutral 0 Yes 0 No 31. Service -Riser Conductors & Ground -Main Disconect 32. Equip. Clearances Panels -Motors -Meth. Epuip. 33. Clothes Closet Light -Shower Light -Spa Light 34. Smoke Detector Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #Is 35. A.C. Ducts Insulation & Support 36. Vent Fan, Exhaust above insulation 37. Condensate Drain & Overflow, Size & Grade 38. Fumance-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 (Plans) OK except #Is 40. Sits Proper Materials & Anchors 41. Walls Studs -Nailing Spacing & Braces -Plates -Sound 42. Bearing Walls over Girders & Floor Nailing 43. Draft Stop in Walls (rat proof) 44. Fire Stops, Fumed Ceilings -Stairs -Chasers -Tubs 45. Headers & Beams -Size & Bearing 48. Fireplace Ties or Type A Flue-Fimplace Throat clearance 49. Attic Access; Sine & Romex Protection -Draft Stop -Ins. Baffles 50. Bdrm. Windows or Exiting Doors -Sill Hgt & Dimensions 51. Garage Fire Protection Framing 52. Property Line Firewall & Openings 53. Ext Doors -One 3 -Check Garage 3rd Story, 2 Exits 54. Stairs; Width Headroom-Rise-Run4.anding-Fire Protection 55. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 56. Siding -Nailing Veneer 57. Stucco Mesh -Drip Screed -Fd. Vents-Underfir. Access 58. Glazing Area -Glass ProtectionSkylights-Plastic 59. Shear Walls: Nailing -Bolts 60. Brace Interior / Exterior Wall Panels 61. Insulation -Walls -Ceilings 62. Infiltration -Walls -Windows Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except ft 63. Ext Steps -Door & Sidelight Protection -Landings 64. Smoke petector 65. Furnace; Vents-DIearance-Comb, Air-Conector- In Garage; Above Floor-Ducts-Mech. Protection 66. Bedroom Exiting 67. G.F.I. & Bath Fixtures & Tub Access -Spa 68. Elec. Trim & Subpanel, Breaker Sizes & Labels 69. Stairs & Rails 70. Fireplace or Stove, Clearance -Hearth 71. Elec. Outlets at Wood Panel, Int & Ext 72. Kit Fat & Appliance; Ground. Air Gap -Cooking Clearance 73. Elec. Outlets & Recepticales at Kit Counter 74. Garage Fire Door; Swing -Landing -Closure 75. A.C. Duct in Garage -Damper 76. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. In Garage; Above Floor-Mech. Protection 77. Plb., Elec. & Mech. Equip. Listed for Location 78. Elec. Receptacles in Garage (G.F.I.)-Romex Protection 79. Insulation -Foam -Looked in Attic 80. Guard rails & Deck Construction -Post Caps 81. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor p Yes 82. Following Instld./Drive 0 Yes 0 No/Walks 0 Yes 0 No/Planters 0 Yes 0 No 83. Stucco Brown -Finish 84. A.C. Unit Disconnect, Electrical -Plumbing 85. 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. Ventilation Throught House 89. Glass Protection 90. Corrections from Previous Inspections 91. Gas Test -Meters Tagged, Gas -Electric 92. Water & Sewer Connected -C/O to Grade -HD Approval 93. Energy Compliance Certificate -Other Certificates Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: COUN7YOFBUTTE - DEPARTMENT OFDEVELOPMENT SERVICES - BUILDING DIVI N 7 County Center Drive - Oroville, California 95965 -Telephone (916) 538-75 NO• (Rev. 12/96) APPLICATION AND PERMIT q'".�� ASSESSOR PARCEL NUMBER 011-71015 , ZONING P BUILbING PERMIT V OWNER SSIM& KAf'IY ��V TELEPHONE SO.SO. FT. OCC. BUILDING VALUATION OWNERS MAILI5N R SKr,r.rl;lc RD. aff(D 95973 144 CONTRACTOR'S NAME TELEPHONE ' CONTRACTOR'S MAILING ADDRESS CONSTRUCTION LENDER LENDER'S MAIUNG ADDRESS Fireplace Total Valuation $ ARCHITECT OR ENGINEER T �} ((y�/��TT 77�������T /'q��TTT �. T� �+p�T� LLM l7UJ.�l..!"1L'llV— �R1,TR ROBElZIS LICENSE NO. Filing Fee $ 20.00 Permit Fee $ ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ BUILDING ADDRESS 165 FALOONS PODM DR. Energy Plan Checking Fee $ $ PERMIT FEE $ 109.10 LOT NO. 14 SUBDNIS IONS NAME FALOONS FQIM PARCEL MAP PHZ PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome �] Other SM SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 TYPE OF WORK New fX Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: (,AM SM Gas piping system 1- 5 outlets 15.00 Building sewer 15.00 Mobile Home ISI GI W1 920.00 PERMIT FEE S ELECTRICAL PERMIT Fling Fee 20.00 Main Service zoos oA mss 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. 2 S' �f ^L C. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service 200A 1000A TOIDWELLING 46.00 NEW CONST. DWELLCUP. EE OCCU OR ADDNS. ( & ACC. BUDS. SO 3.5QFT, 5.04 NEW CONST. MUITI.OUTU.ET NON•RESID. C c cu @7.50 POWER APPARATUS 8 SINGLE OUTLET CIR. OUTLET OR FocruREs Ex. OccuPPLNS zo p ,.00 BAL @ .50 Ex. Occup. :TS RES OR 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: 0—I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 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 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.) ❑ 1 certify that in the performance of the work for which this permit is issued, 1 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 forth ith comply with thnsWprovisions. X/="� ' Date l IF IR Signat a of Applicant - ❑ Owner ❑ Contractor ❑ Agent An O HA permit is required for excavations over 60" deep and demolition or construction of s ructures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee Is occ CONST. TYPE TOTAL FEE $ I Iva HA2. D. FEES IMP FLOOD CDF PARCEL PD HD SSUE This permit is hereby issued under of the Butte County Code and/or indicated above for which fees have By PERMIT EXPIRES ON the applicable provisions Resolutions to do work been paid. Date e Dat Receipt No. WHITE-D.D.S.-B.D. CANARY -ASSES OR PINK -INSPECTOR GOLDENROD -APPLICANT COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION _.__. 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (916) 538-7541 PERMIT APPLICATION DATA SHEET OWNER: I�� ►� ASSESSOR PARCEL NUMBER: 0 I ( — "I ( O -- D i Proposed Building Use: Building Inspector: Date: At time of permit applicat n, I was advised the following data must be submitted prior to permit processing and/or issuance: ❑ 1. All items have been submitted. 895- ' Z73- 3- 2 - Z- —FO 112. Plot plans, 3/4 sets, signed by the preparer of plans. 03. Complete plans, 3/4 sets, signed by the preparer of plans. 04. Engineered plans, 3/4 sets, with wet signature on plans. All engineering must be shown on plans. ❑ 5. Engineered truss details and layout in duplicate (required prior to plan review) No faxes! 13 6. Energy Design Compliance and supporting documentation. ❑ 7. Statement of Intent for Non -Heated and A/C Buildings. 118. Hazardous Material Form. 1:19. Manufactured Home data and installation instructions including Tie Down Specifications. ❑ 10. Fees of S ❑ 11. Impact fees as shown on the attached schedule. ❑ 12. California Department of Forestry plan approval/fees. ❑ 13. Flood elevation certificate. ❑ 14. Sanitation and plot plan approval Health Department. ❑ IS. City of Chico plumbing permit. ❑ 16. Plot plan and business license approval from the City of Biggs. ❑ 17. Planning approval for (A) Use: (B) Parking: ❑ 18. Contact Land Development about ❑ Improvements, ❑ Drainage, ❑ Legal Parcel ❑ 19. Encroachment Permit for driveway (construction approval prior to occupancy). 020. Pre -inspection for required. ❑21. Contractor's license information. (Number, Name Style, Classification). 022. Workers' Compensation carrier and policy number. 1123. Owner -Builder Verification (Given to owner ❑, Mailed to owner ❑). 024. Letter of signature authorization. 025. Recorded copy of Agricultural Acknowledgment Statement. 026. Letter of intent on building use. ❑27. Manufactured Home utility clearance. 028. Existing violations and/or expired permits. C1 29. 1143 A, El Grant D ❑ M.H. Title, 11 Check to H.C.D B160n�oeed, . Other: �� � + When you issue the permit, process as follows ❑ Mail to owner, ❑Mail to contractor. ❑ Telephone and hold for pickup at C office. ❑ Deliver with inspector. Applicant: Date: EXPIRATION OF APPLICATION Applications for which a permit has not been issued, will expire by limitation one year after date of application. In order to renew action on an application after expiration, a new application, plans and fees will be required. FEE REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made within two years from the date of fee payment on permits not issued, and two years from the date of permit issuance for permits issued; however, on issued permits refunds can only be made if no construction work has been done. Filing fees, plan checking fees for work plan checked and other department costs are not refundable. Original - Applicant .. .. f 1+- .. t*�..,,..v...,-.L*n.tiv-"i�'-.,,;-� - t...+`..r...r-+l..-�+.-r•.-..�...,.,+...ii r.,;,...TM,,...r.'K'�•r NL..• Wnr-�....re.r,.,�,y.-�.; , •,h! �;;:.t:� {F Y Ci LINTY O �R TTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDIN�DIVISION 7 C19T'CENTER DRIVE - OROVW,*CIFORNIA 95965 - TELEPHONE (915) 53 4ij PERMIT APPLICATION DATA SHEET , OWNER: ' -e-4Dn ASSESSOR PARCEL NUMBER: - Proposed Building Use: Building Inspector: Date: At time of permit applicat& n, I was advised the following data must be submitted prior to permit pra essing and/or issuance: �{ _ 2- -- 131. All items have been submitted .-----------------�L-'r--' � � � ^ z - J� ----------------------- -- Date Received By ---------------------------------- E12. Plot plans, 3/4 sets, signed by the preparer of plans. ---------------------------------------------------------- - ❑3. Complete plans, 3/4 sets, signed by the preparer of plans. ------------------------------------------------------ 04. Engineered plans, 3/4 sets, with wet signature on plans. All engineering must be shown on plans. -------- ❑ 5. Engineered truss details and layout in duplicate (required prior to plan review) No faxes! --------------- -- ❑6. Energy Design Compliance and supporting documentation. ------=--------------------------------------------- ❑ 7. Statement of Intent for Non -Heated and A/C Buildings. ------------------------------------------------------ El8. Hazardous Material Form. --------------------------------------------------------------7-------------------------- ❑ 9. Manufactured Home data and installation instructions including Tie Down Specifications.----------------- ❑ 10. Fees of $ ------------------------------------------------------------ Y----------------------- ❑ 11. Impact fees as shown on the attached schedule. -------------------------------------- --`-------------------------- 012. California Department of Forestry plan approval/fees. ------------------------------------------------------ -- ❑ 13. Flood elevation certificate. ------------------------- t--------------- --------------------------------------------- -- ❑ 14. Sanitation and plot plan approval Health Department. ---------------------------------------- -- ❑ 15. City of Chico plumbing permit.-----------------------------------------------------------'------------------- -- ❑ 16. Plot plan and business license approval from the City of Biggs. ---------------------------------------------- ❑ 17. Planning approval for (A) Use: (B) Parking: ----------------------- -- r ❑ 18. Contact Land Development about ❑ Improvements, ❑ Drainage; ❑.Legal -Parcel. ----------------------- ❑ 19. Encroachment Permit for driveway (construction approval prior to occupancy). --------------------------- ❑20. Pre -inspection for required. Request to Building Inspector on (Date) ❑21. Contractor's license information. (Number, Name Style, Classification)- --------------------------------- El 22. Workers' Compensation carrier and policy number. ------------------------------------------------------------ ❑23. Owner -Builder Verification (Given to owner ❑, Mailed to owner EI) - --------------------------------------- El 24. Letter of signature authorization.------------------------------------------------------------------------------_ ❑25. Recorded copy of Agricultural Acknowledgment Statement. ------------------------------------------------- ❑26. Letter of intent on building use. --------------------------------- L ------------------------------------------------ ❑27. Manufactured Home utility clearance.-------------------------------------------------------------------------_ ❑28. Existing violations and/or expired permits.--------------------------------------------------------------------- 029. 0433 A, ❑Grant Deef ❑ M.H. Title, P Check to H.C.DI$ 30. Other: When you issue the permit, process as follows ❑ Mail to owner, ❑Mail to contractor. ❑ Telephone and hold for pickup at office. ❑ Deliver with inspector.-' Applicant:-- - --- -- Date: Copy of Haz-Mat form sent ❑ Health Department, ❑ Fire Department, ❑ Air Pollution Date: By: Copy of plans sent ❑ Health Department, ❑ Fire Department, ❑ Other: Date: By: 1. Index permit application for the above items numbered: ❑ Plan Check List 2. Additional items required: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division cou3ter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ ildin D' ' 'on c utter, by ate: Plans reviewed by: Date: Plans approved by: Date: Sets of plans on hold in ❑ Plan Cabinet, ❑ A.P. folder. Note transfer by: Date: Yellow Copy - Department of Development Services, Building Division. August 20, 1997 s Steve and Kathy Nettleton 3594 Keefer Rd. Chico, CA 95973 County of Butte Department of Development Services Building Division" 7 county Center Drive Oroville, CA 95965 Dear sir; This letter certifies that the attached garage at our proposed residence at Lot 14 Falcon's Pointe, AP No. 011-710-015 is to be used solely for our personal vehicles and will not be used for any commercial or business use. Sincerely, i Kathy Nettleton owner 0 Steve & Kathy Nettleton 3594 Keefer Road Chico, CA 95973 Re: Single Family Residence A. P. No. 011-710 015 With reference to the above subject, attached is: [x] Plan Check List [ ] Red Marked Calculations [ ] Red Marked Plans [x] Other: - Special Inspection Policy Sheet Action Required: ,butt¢ Co BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: (916) 536-7541 FAX: (91 6) 538-2140 Date: 7/10/97 Permit #9.7-1067 [x] Comply with the plan check list [x] Resubmit Plans with revisions as requested [x] Resubmit calculations with revisions as requested Return originally submitted material Should you have any questions, don't hesitate to contact me at (916) 538-7541 Monday through Thursday between 1:00 PM and 4:00 PM. Sincerely Gorge R. Kellogg Plan Check Engineer cc: Charles Roberts "r�. Ce> `' I %S o f�- i 2u ss- cG Roberts Consulting Engineering -T-C-> µ Q • ��5 1708 Salem Street Chico, CA 95928 SUPPLEMENTAL PLAN CHECK LIST Permit Applicant: Steve & Kathy Nettleton Permit #97-1067 Date: 7/10/97 Plans for the above referenced project were reviewed by this office. Please provide additional information and/or make revisions to plans, specifications, or calculations as follows: A, Trusses are to be reviewed approved by the engineer for compatibility with his lateral load resisting systems. ' 2� Provide special inspection as indicated on the attached Special Inspection Policy Sheet. An approved special inspector is to be decided on prior to permit being issued. Where are the retaining walls to be located? Key them into the foundation plan. All structural details, that are not considered conventional framing per the Uniform Building Code definition, are to be keyed into the plans. �J Provide specifications for structural/engineered fill including material properties and L relative compaction (relate to recognized standard). Show on the plans how all internal shear walls are connected to the roof diaphragms. How are the members shown in detail 8 on sheet 6 connected? Indicated on the plans the structural properties/description of all columns in the porch areas. -,-�Key all engineered footings into the plan. Show full extent o 8 ft. long shear wall, on the west side of the garage, on the floor plan. , 1 Drag force summaries on pages L12 through L21 of the structural calculations appear to belong to a different project. Please explain. ,12 ---Beams 8, 9, 13 & 20 from the structural calculations do not appear to be labeled on the plans. Please show the beam sizes on plans. 13. rovide additional items requested in Martha Whitney's Plan Check Letter dated 6/25/97 and the items requested on the Permit Application Data Sheet. RESIDENTIAL PLAN CHECKING GUIDE SINGLE FAMILY, DUPLEX AND MISCELLANEOUS ONLY OWNER:W41e-(9y-\ 5�G&. b- BUILDINGPERMITNUMBER: 57-1178 PLAN CHECKER: Mz1 W A. P. NUMBER: ' 010 r O(O GENERAL: 1. Zoning requirements: (side yards and number of permitted living units). Valuation. �'e: Plans signed signed by designer. Proper description of work on application. y}�1 �! Existing violations on property. 1 Items on data sheet, (Impact Fees, Environmental Health, Developer Fees, etc.). ,Y' Recorded notice of violation. PLOT PLAN: Complete parcel size and dimensions. ,2! Setbacks, side yards, easements, etc. Other buildings or structures. Grading, fills and/or drainage. Flood hazard. cicat;o,i map (Noise, S.R.A., Fire Sprinklers, Water Tender, Trees, F.A.U. &r;.A.S. road setback." q� Building or utilities across lot lines (Record form). FLOOR PLAN: Complete to scale plan with dimensions. i Required windows for light and ventilation (Section 1203). Required windows for second exit (Section 310.4). Skylights (Section 2409 & 2603.7). /3 Glazing in Hazardous Locations (Section 2406). Required room sizes, ceiling heights (Section 310.6). G.F.C.I. in baths, garage, kitchen, wet bar and exterior outlets (N.E.C. 210). Lights, switches, receptacles, and exterior receptacles for maintenance of mechanical equipment. Location of water heaters, heating and cooling equipment, other electrical or gas equipment. Garage firewall, door size and closer (Section 302.4). Minimum of one 3'0" exterior door (Section 1004.6). Fireplace and wood stove location, alcoves and clearance. Smoke detectors (Section 310.9.1). Plumbing fixtures, water closet clearances and shower size. STRUCTURAL DETAILS: 1 Conventional Construction - Unusually Shaped Buildings (Section 2326.5.4). 2 Standard bracing or engineered design (Section 2326.11.3). 3. Clerestory requiring balloon framing and/or engineering. 4. Three story building requiring engineered calculations and plans. 5. Foundation plan complete enough to construct building. 6. Floor construction details complete enough to construct building. 7. Elevations and wall construction details complete enough to construct building. Roof construction details complete enough to construct building. Rafter ties or bearing ridge beam. 1 Fireplace construction details and calc. if necessary. 11. Garage door and/or porch header sizes. 12. Stud heights. Adobe soils - special foundation design. 1 Retaining walls requiring design. Special Inspection requirements. Header size. .dune 1997 3.2 MISCELLANEOUS ITEMS TO LOOK OUT FOR: Stairway details: landings, rise and run, head clearance, handrails (Section 1006). Guardrail details (Section 509). Brick or stone veneer (Section 1403). Exterior plaster - weep screeds (Section 2506). , Proper roof pitch for roof covering (Section 1501). Roof covering type - (fire hazard). Foam insulation - protection -36" halls and stairways. Living area over garage - complete 1 -hour separation required on garage side including supporting walls and posts. Two exits on three - story dwellings (Section 1003). Underfloor access and ventilation (Section 2317.7). Attic access and ventilation (Section 1505). Combustion air for fuel burning appliances - L.P.G. requirements. Noise requirements on duplexes. 15 Energy design. ' � Flashing at all exterior openings. C.D.F. responsible area requirements. Automatic Fire Sprinkler Systems (Section 310.10) 19. For Inspection Jacket: - :Zlood Hazard/Elevation Certificate SRA Requirements Specia'. Inspection Requirements Automatic Fire Sprinklers " June 1997 3.2 r; +r Accordance w4h Recognized Go*d Proefice arj Of a gtmiitq prescribed for fhe�ecified use In I6 Unifor.,-r, Building, Plumbing & M unicaj C;Ddm Wo 'he kart"-ww E6ctrictd 0 MO an the yob of call Hm.es and M019 WT ► changes or alterations m1ftormisaio_�nttfrom the Deaf Walk al QD I Jo�5T0u6: V FSI lova— ��MT. i 2v o�-r• ICAL, MECfiiAMCAJ, AND PLUM i , COtdMUCTION ( liint PLAN CHECKED ) 0*41 COMPLY WIC CURRENT EDMON OW NEC, UWC ANO USC. �l ilk Co" APPR, `.. `;'- NI lova— ��MT. i 2v o�-r• ICAL, MECfiiAMCAJ, AND PLUM i , COtdMUCTION ( liint PLAN CHECKED ) 0*41 COMPLY WIC CURRENT EDMON OW NEC, UWC ANO USC. �l ilk Co" APPR, `.. `;'- m r -�i 0 Z A I I J a .li j NOTES , ` RESIDENTIAL 011-710-015 02-1370 �.' PERMIT NO. NETTLETON,,STEVE — L25'FLAG FALCONS POINTE RD., CHICO T: AL VIAL POLE .1r i I t . 1 SPECIAL CONDITIONS :y. CHECKED BY SRA , FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS ' VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER JOB FINALED Signature f 6 1 • ,ice r ' r 1' E. t. SPECIAL CONDITIONS :y. CHECKED BY SRA , FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS ' VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER JOB FINALED Signature } V= OK 0 = Not OK - = Not Applicable Not Ready MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 8. 1. Zoning Requirements -Setbacks -Easements Footings; Soils -Size -Depth -Spacing -Connectors -Steel 2. Soils; Special MH Support Sketch Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 3. Sewer; Location -Test -Fall -C/O -Concrete Wood Awn.; Posts- Bea ms- Rftrs.-Co nnectors Shthg.-Frg-Bracing 4. Water; Location -Test -Easement Needed (Sketch) Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete MOBILE HOME INSTALLATION (Plans) OK except #'s 6. Gas; Location -Test -Wrap;-/ /" L'ft. / /'Nat. or/ /"L"ft./ /'LPG MISCELLANEOUS Date 7. Well Clearance & Disconnect 1. 8. Utility Clearance 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails Date Wood Awn.; Posts- Bea ms- Rftrs.-Co nnectors Shthg.-Frg-Bracing Card B-1 Date Card B-1 Date Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval Date 8. Gas and Electricity Tagged Date 9. Tie Downs -Type -Installation Cert. Date 10. Exits; Insp.-Sketch 11. Cert. of Occupancy 12. Permanent Foundation Only; License Decal 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining Date 4. Card B-1 Date Card B-1 Date 5. Card B-1 Date Card B-1 MISCELLANEOUS Date DECKS, COVERS, CARPORTS GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts- Bea ms- Rftrs.-Co nnectors Shthg.-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes- 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 ,/ = OK 0 = Not OK - = Not Applicable = Not Ready RESIDENTIAL (Single & Duplex) Date Unclertloor (Plans) OK except #'s 1. Zoning -Setbacks -Easements -Flood -Slope 2. Ftg., Main; Soils-Elec. Grnd.-/ r Ftg. Depth 3. Ftg., Garage; Soils-Steel-Elec. Grnd.-/ r Ftg. Depth 4. Ftg., Porches & Decks; Soils -Steel-/ r Ftg. Depth 5. Stemwalls, Main; Steel- Blockouts-Wrapped 6. Stemwalls, Garage; Steel-Blockouts-Wrapped 6a. Hold Downs and Special Anchors Date 7. Slab, Steel -Wrapped Hangers -Post Caps -Anchors -Connectors 8. Piers -Fireplace Ftg.-Steel 48. 9. D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 10. UF, Gas Pipe; Size Anchors - Yard Gas Piping; Size Test 51. 11. Water Pipe; Test -Anchors -Regulator -Service Test Property Line Firewall & Openings 12. Electric Underground 54. 13. Plenums & Ducts; Clearance -Material -Support -Ins. Plywood on Roof Overhang -Attic Vents -Ratter Outriggers 14. Girders -Sills -Anchor Bolts-Joists-Vents-Crippies 57. 15. Access & Ventilation Glazing Area -Glass Protection -Skylights -Plastic 16. Insulation 60. Brace Interior/Exterior Wall Panels 61. Date 62. Card B-1 Date Card B-1 Date 71. Card B-1 Date Card B-1 Date 72. PLUMBING (Permit) OK except #'s 17. Water Hir.; Vent -Access -Combustion Air Baffle 18. Water Pipe; Test & Anchor -Nail Protection 19. D.W.V.; Test Fittings & Anchor -Nail Protection 20. Shower Pan; Test, First Floor -Tub Access 21. Test Tub & Shower, Second Floor -Tub Access 22. Gas Pipe; Sixe & Anchors 79. Insulation -Foam -Looked in Attic Date 80. Card B-1 Date Card B-1 Date 81. Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s 23. Fixture & Transformer Clearance -Ins. Protection 24. Elec. Receptacles Spacing -Lights & Switches at Doors 25. Size Boxes & No. of Conductors Stapled 26. Romex Installed Close to Edge of Studs & C.J. 27. Equip. Ground made up w/Mech Fasteners -Bond Gas & Water 28. 2 Appliance Circuits in Kitchen & Conductor Size GFI 29. Subfeed Wire Size / / ga. Cu or AI-A.C. Wire Size / / ga Cu or AI 30. Range Circle / / ga Cu or AI -Oven Circ. / / ga Cu or Al Insulated Neutral Q Yes Q No 31. Service -Riser Conductors & Ground Main Disconnect 32. Equip. Clearances Panels-Motors-Mech. Equip. 33. Clothes Closet Light -Shower Light -Spa Light 34. Smoke Detector 94. Address Posted Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s Date 35. A.C. Ducts Insulation & Support Comments at Final: 36. Vent Fan, Exhaust above insulation 37. Condensate Drain & Overflow, Size & Grade 38. Furnace -Vent Access -Comb. Air -Return Air Vent 115 outlet 39. Attic Access & Platform if Furnace in Attic Date Card B -t Date Card B-1 Date Card B-1 Date Card B-1 Date FRAMING (Permit) OK except #'s 40. Sits Proper Materials & Anchors 41. Walls Studs -Nailing Spacing & Braces -Plates -Sound 42. Bearing Walls over Girders & Floor Nailing 43. Draft Stop in Walls (rat proof) 44. Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs 45. Headers & Beams -Size & Bearing Date FRAMING (Continued7' 46. Hangers -Post Caps -Anchors -Connectors 47. Cling. Joist-Rttr. Ties- Purlin-Roff Brac.-Truss-Shting.-Rfng. 48. Fireplace Ties or Type A Flue -Fireplace Throat Clearance 49. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 50. Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 51. Garage Fire Protection Framing 52. Property Line Firewall & Openings 53. Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 54. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 55. Plywood on Roof Overhang -Attic Vents -Ratter Outriggers 56. Siding -Nailing Veneer 57. Stucco Mesh -Drip Screed -Fd. Vents-Underfir. Access 58. Glazing Area -Glass Protection -Skylights -Plastic 59. Shear Walls; Nailing -Bolts 60. Brace Interior/Exterior Wall Panels 61. Insulation -Walls -Ceilings 62. Infiltration -Walls -Windows Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 63. Ext. Steps -Door & Sidelight Protection -Landings 64. Smoke Detector 65. Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor -Ducts -Mach. Protection 66. Bedroom Exiting 67. G.F.I. & Bath Fixtures & Tub Access -Spa 68. Elec. Trim & Subpanel, Breaker Sizes & Labels 69. Stairs & Rails 70. Fireplace or Stove, Clearance -Hearth 71. Elec. Outlets at Wood Panel, Int. & Ext. 72. Kit. Fixt. & Appliance; Ground -Air Gap -Cooking Clearance 73. Elec. Outlets & Receptacles at Kit. Counter 74. Garage Fire Door; Swing -Landing -Closure 75. A.C. Duct in Garage -Damper 76. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 77. Plb., Elec. & Mech. Equip. Listed for Location 78. Elec. Receptacles in Garage (F.F.I.)-Romex Protection 79. Insulation -Foam -Looked in Attic 80. Guard Rails & Deck Construction -Post Caps 81. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor Q Yes 82. Following Instld./Drive ] Yes ] No/Walks ] Yes ] No/Planters ] Yes ] No 83. Stucco Brown -Finish 84. A.C. Unit Disconnect, Electrical -Plumbing 85. 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. Ventilation Throughout House 89. Glass Protection 90. Corrections from Previous Inspections 91. Gas Test -Meters Tagged, Gas -Electric 92. Water & Sewer Connected -C/O to Grade -HD Approval 93. Energy Compliance Certificate -Other Certificates 94. Address Posted Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: 1 COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541/ y� PERMIT NO. (J (Rev. 12/96) APPLICATION AND PERMIT 7, _I 7Y7 C-2 ASSESSOR PARCEL NUMBER 011-710-015 ZONING BUILDING PERMIT NER OWNTL71=1 No STEWE TELEPHONE 343-4328 SO. FT. OCC. BUILDING VALUATION QQ OWNERS MAILING ADDRESS 165 UCON 95973 CONTRACTORS pNAAME AL V LAJ- 1342-4631 TELEPHONE CONTRACTORS MAILING ADDRESS 224 W. T014FA WAY, CHICO, CA 950,73 CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation $ 2000.00 ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ 45.00 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 99 25 BLIILYNcDF-siLCONS POINTE R.D.CHICO Energy Plan Checking Fee $ PERMIT FEE $ 94.25 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 gas water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: 25' FLAG POLE Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home I S I G I W 920.00 PERMIT FEE $ ELECTRICAL PERMIT Fling Fee 20.00 OOOVOR LESS Main Service ZD.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.� S License Class LIC. No. S OWN WILDER DECLARATION hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier 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.) X 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 forthwith comply with those provisions. X,(X L' (�J®.Q Date S^ Z 9 Ly Signature of Applicant - ❑ Owner X Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. Main Service 200A TO 1000A 46.00 NEW CONST. DW ELJJNG Occup. so OR ADDNS. ( a ACC. BLDS. 3.50F ; NON -CONS MULTI.OLm ET 97,50 POWER APPARATUS a SINGLE OUTLET CIR. j 20 Ex. Occup. OUTLET OR FDCTURES ep @':550 FIXI Ex. Occup. ouTi�ors RM.J EA 1 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wirina 23.00 PERMIT FEE $ MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE $ Mobile Home Installation Fee $ Energy Inspection Fee $ Occ CONST. TYPE TOTAL FEE $ 94.25 HAZ. I D. FEES IMP FLOOD CDF PARCEL PD HD ISSUE This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. / � By � �t // D e PERMIT EXPIRES ON t0 l/ Det Receipt No. 343973 $94.25 WHITE-D.D.S.-E.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT � � . .qr.., . �_. ',� _-s..1rr;^-.—sw.:c....:,.rr.^-.►,�.,,.-.^..—'^ `�' _`" -�-F.E-+�-- �^'k�...-r o�'at*�J..'R. wrw:�,n�+�.%�„y. t' COUNTY OF BUTTE -DEPARTMENT -OF DEVELOPMENT SERVICES -BUILDING DIVISION �. 7 County Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET OWNER: � � � ASSESSOR PARCEL NUMB h 7 Proposed Building Use: O Counter Technician: 4+ Date: z J-, z 1, o2 -- Items required in order to apIlly for a permit. All boxes MUST be checked OR marked NA in order to apply. 1.. Plot plans, 3 or 4 sets, signed by the preparer of the plan"§. 2/Complete plans, 3 or 4 sets, signed by the preparer of the plans. 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. 4. Engineered truss details and layouts in duplicate. No faxes! 5. Energy compliance design and supporting documentation in duplicate. 6. Manufactured homes: (A) Data sheets and installation instructions, (B) Marriage line information, (C) Floor Plan, (D) Tie down or foundation plans, all in duplicate. —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 -signed by the engineer. Items required for initial plan review. If checked items have not been received, plan review cannot proceed. The permit will be indexed and returned to the plan review line-up when required items are received. .._' Date Received By ❑ 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate ................................. ❑ 9. Plot plan and business license approval from the City of Biggs .................................... ❑ 10. Letter of intent for non-residential buildings......................................................... ❑ 11. Detached Accessory Building 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.) ❑ 14. Fees as shown on the attached Schedule of Fees Due Sheet ....................................... ❑. Statement of Intent for Non -heated and A/C Buildings ................................... . 11. 16. Sanitation and plot plan approval from the Environmental Health Department in t C O ❑ 17. City of Chico Plumbing permit......................................................................... ❑ 18. California Department of Forestry plan approval ❑ paid. Sent by: ...................... ❑ 19. Planning approval for (A) Use: (B)Parking: (C) Parcel Check: ❑ 20. Contact Land Development about ❑ Improvements, ❑ Drainage ............................... ❑ 21. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). ❑ 22. Pre -Inspection for required ................ ❑ 23. Contractor's license information. (Number, Name Style, Classification) ...................... ❑ 24. Worker's Compensation Carrier and Policy Number ..............:.............................. ❑ 25. Owner -Builder Verification (❑ Given to owner, ❑ Mailed to owner) ..................... ❑ 26. Letter of Signature authorization.................................................................... ❑ 27. Recorded copy of Agricultural Acknowledgment Statement .................................... ❑ 28. Manufactured home utility clearance............................................................... ❑ 29. Existing violations and/or expired permits......................................................... ❑ 30. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts, ❑ Letter from Legal Owner, ❑ Check to H.C.D. $ ❑ 31. Other: When issued Telephone and hold for pickup. I have been informed of the vzw above items and requirements for obtaining a building permit. Applicant: `,'ofj(Date: , .S--- F— 1-7� 1. Index permit application for the above items numbered: 1 Plan Check Letter al items required ontract designer, owner, was advised of the above data by Contractor, designer, owner, was advised of the above data by Plans reviewed by: Date: Structural reviewed by: Date: Note transfer by: Date: 01 Yellow: Building Division X phone, ❑ mail, ❑ counter, by Date: phone, ❑ mail, ❑ countDate: Plans approved by: Date:_ _Structural approved by: Date:_ Job No. Plrow%-o Client S• "e{, k tjph` Job Name QRpfESSIO ,, ` RAR a 9 ROLLS ANDERSON -& 'ROLLS CIVIL ENGINEERS 115 YELLOWSTONE DRIVE • CHICO, CALIFORNIA 95973-5811 1� I TELEPHONE 530-895-1422 • FAX 530-895-1409 I JlgT CIVIC -- Date -r o . nv -Page- 1 of F OF CAL�E� By g� AA-'\e��osvvG G —--cA°d«logil C16 Z ,a Z LA N j�=ovvnek,,�ioh P= z�z lbg b -0 d,� -z- 909 FT -Ls �'d•a bvs� \ I. +o ZC. Z I7o�c.(-'tl L .) 5v.�cG� 2,400 3 v. c;- pica, BUILDING DIVI%Q'ON R 1 ;, fl U!b YC� u i7 4 a 4° u Cf6.7-.9TCc^(y, e,�:W �^ b, C