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HomeMy WebLinkAbout055-310-021- ' ` - -----__- .\ ` / r ` ` - ' '+ a � ' 055 310-10.121 HELMICK,` Dick IJ New:Single Family ° " i 6 0 0 t R � NTIAL c� • -. ESIDE 055-310-021- PERMIT#96-1108 HEIMICK, Dick 4555 Sunset Oaks Dr., Magalia Cont; BDM Const. New Single Family OFFICE~ COPY Address GAS Meter By. Dat/ ELECTRIC Meter By Date L �V a• r O�FIC`EC Y s � A P ddress GAS Date Meter BY ELECTRIC Date Meter By f r JOB FINALED (Date) Signature 'yt w V=OK 0 = Not OK '=Not t Readyble NoMOBILE HOMES Date' MOBILE HOME UTILITIES (Plans) OK except #'s 1. Zoning Requirements - Setbacks - Easements 2. Soils; Special MH Support Sketch 3. Sewer, Location -Test -Fall -C/0 -Concrete ` 4. Water, Location -Test -Easement Needed (Sketch) 5. Electricity; Location-Clearances-Gmd-/ /Amp -Concrete 6. Gas; Location -Test -Wrap; / JUft. / /Nat. or/ PL"ft./ /LPG 7. Well Clearance & Disconnect 8. Utility Clearance Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements -Setbacks Easements 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch 11. Cert of Occupancy Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 1 r! MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel _ 3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts-Beams-Rftrs.-Connectors Shthg: 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 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date POOLS (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pool Lighting; 15 Volts-GFI •- 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/6 -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes-Enclosures-Panelboards-Ins. to Main in Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 J=OK O = Not OK = Not Applicable Not Ready RESIDENTIAL (Single& Duplex) ' = Date UNDE OOR (Plans) OK except ft's Date FR(Continued) Zonin -Setbacks Easements -Flood -Slope angers -Post Caps -Anchors nectors 2. ., Main;'Soils-Elec. Grnd.-/ /" Ftg. Depth n oTst-Rftr. ties P m -roof Br - russ-Shthn Rfn g. g., Garage; Soils-Steel-Elec. Grnd.-/ /" Ftg. Depth 47. Fire ies or Type rue -Fireplace Throat clearance 4. Ftg., Porches & Decks; Soils -Steel-/ /Ftg. Depth cess;--4Size 8 Romex Protection -Draft Stop -Ins. Baffles mwalls, Main; Steel -Bloc kouts Wrapped indows or Exiting Doors -Sill Hgt. &Dimensions 6. Mwalls, Garage; Steel -Bloc kouts-Wrapped ---- — Garage Fire Protection Framing old Downs and Special Anchors roper y Line Firewall & Openings 7. Slab; Steel -Wrapped ------------- �' - -'S£ Ex ors -One 3' -Check Garage -3rd Story, 2 Exits 8. Piers -Fireplace Ftg.-Steel -------- ---- '---------------------- _Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 9. D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test ywood oof ang-Attic Vents -Rafter Outriggers 10. UF. Gas Pipe; Size -Anchors - yard gas piping: size -test 304r� N Veneer 11. Water Pipe; Test -Anchor -Regulator -Service Test' r-Z-----------�"-" 56. Stucco Mesh -Drip creed -Fd. Vents-Underflr. Access 12. Electric; Underground 57. Glazing Ar ass Protec on -Skylights -Plastic 13. Dienums & Ducts; Clearance-Material-Support-Ins.-U�-------------- -------- 14. Girders -Sills -Anchor Bolts -Joists -Vents -Cripples 15. Access & Ventilation 16. Insulation Date r- Card B-1 Date Card B-1 Date Card B-1 a Card B-1 Date PLUMBING (Permit) O xcept R -s i6. -Water Htr.: Vepfoo&5cimbusti.n Air -Baffle ---- - 17. Water Pipe T or -Nal Protection ------- ----------------------- --------------- 18. D.W ., est- nos & Anchor -Nail Protection 1 hower P' Test, tTt /}�}J c/^yams�/ ._--_---T-_--_ _-✓-f--_-_ -------------------- 20. Test Tub & Shower. Second Floor -Tub Access ------=---------------------------------------------------------- 21. Gas Pipe: Size & Anchors ------rt--------------------------------------------------- ------------------------------ ------------------------------------------------ DateC� )Card B-1 --� - ---Date --- Card B 1 - Date Card B-1 Date Card B-1 Date ELECT (Permit) OK except a's All<xture &Transformer Clearan ns. Protection --------- 23. Ele Spa Lights &Switches at Doors eceptacles - ---- - --------- & S itch- -- -- -- - ze Box •& No. of Conductors- apled 5. tailed Clos ge of St ds & C.J. - -- - - - --- - - --- ----- --- �Subfeed - rou d made up wr tners-Bond Gas &- Water ------------------------------------ ----- ante Circuts in Kitchen & Conductor SizerGFI -------------------------------------------------- Wire Size / r ga. Cu or AI-A.C. Wire Size r ga Cu 2 : ange Ci . ga. Cu or AI -Oven Circ. ga. Cu or AI. In ed Neutral O Yes ❑ No 3 . ervi ser Conductors &Ground -Main Disconnect -------------- -,-- - -- .. _...... ... ....... ....... . 31!E learances Panels-Motors-Mech. Equip. -------- - - - ----------- - -- CI es Closet tight -Shower Light -Spa Light ----- ---- elect 3 Smoke Detector -------------------------- - -------------------------- _-- .. ....... . _ ... Date Card B-1 Date Card B-1 - ---------------- -.._---- ----- --- ---- -------- ... ... ... ... ... Date Card B- Date Card B-1 Date MECH CAL (Permit) OK except n's A.C. s Insulation & Support -----------------... .... 3 an: Exhaust abov sulaUon -------- - 3 ondensate Dram verflow: Size &Grade 37 Fur nce-Ve Access -Comb Air Return Au Vent -115 outlet Attic Access & Platform if Furnance in Attic Date ,�_ ---Card B t U�. Date Card B -t Date Card Date Card B -t Date FRA (Plans) OK except n's Sit r er Material & Anchors s cls -Nailing. Spacing & Bracing- Plates-SOUnd 4 B ring Walls over Girders & Floor Nailing 4 Dra top in Walls (rat proof) 4 it tops. Furred Ceilings -Stags -Chases -Tub eaders & Beam -Size & Bearing Sh Its: Nailing -Bo ------------59.-.Insulation-Walls-Ceilings ------------------- ------ 60. I ration -Walls -Windows - ------ ----------------------------------- te Card B-1 Date Card B-1 Date rd B-1 Date Card B-1 Date FINA (Plans) OK except a's K . I. Step! -Door &_Sidelight Protection -Landings _ - -urnacW.-Smoke Detector — e Vents -Clearance -Comb. Air -Connector - In Garage: Above floor-Ducts-Mech. Protection -------------- --------------------- 41r . Bedroom Exiting F.I. & Bath Fixtures & Tub Access -Spa ........... ._.. ------ --- -------- Elec. Trim & Sub anel: Breaker Sizes & Labels --- __- - _Stair ---•Rails ----------- Fire ace or Stove: Clearances -Hearth Elec. Outlets at Wood Panel: Int. & Ext. __'ia. Ki�t.Fiixxt & Appliance_Grnd.-Air Gap -Cooking Clearance aYEIe Outlets & Receptacles at Kit. Counter - - �- e Fire Door Swing -Landing-Close r — - 7 . A C. ct in Garage -Damper tr. Htr.: Vents -Clearance -Comb Air-Connector-P.R.V. In Garage: Above Floor -Meth. Protection -------------------- -- 7 Ib.. Elec. & Mech. Equip. Listed for Location 76 c. Receptacles in Garage: (G.F.I.)-Romex Protection - sulation-Foam-Looked in Attic 0 Yes --------------------- 'rd Rails & Deck Construction -Post Caps 79. encs & Crawl Hole Door -Drainage & Wood -Earth Clearance Looked under Floor ❑ Yes -'--------- 9 ------ - �^ �ollowin instld� Drive ❑ Yes o-�190 Yes Er No: Planters 0 Yes O No ----------------------------------------------- a ��. sh arA C Unit Disconnect Electrical, Plumbing - n Above Roof: PIbg.-Appliance-Fireplace.-Clearance to Openings onnect. Electrical. Plumbing - - -- - nor Elec. Trim: G F.I Receptacle_ Underground - - -- ntil -Throughout House ----------------- - -------------- las lection -- ----------- - --------------- &T. �Co r ------ ------------------Cor tons from Previous Inspections ----- ------------------------- Tagged: Gas -Electric _.. _ .. ... ........----------------------------------- 94�1ater & Sewer Connected -C/O to Grade -HD Approval _ . ------------------------------ ergy Comph ce Certificate -Other Certificates _... ---- -- - --------------------- Dat� Card -Date------- ------Card B-1-- --------- Date Card B -t Card B-1 1'(s - .. . . -- _ .------- ------ Date Card B-1 Date Card B-1 Comments at Final: q-6-((06 TO: Building Department �^ FROM: Environmental Health E.H. USE ONLY Plot Plan Attached Floor Plan Attached Sent to B.D.3 t—� SUBJECT: Sanitati n Clearance l Owner /Location AP# Plan Approved for: Sewage Disposal ✓ Water Supply: Public Private Well Clearance for dwelling. Other Final clearance O.K. for: _ — idu i t: - — - - - / Environm I Health Specialist 8/96 Date , � i'.1�--�i++�.'L��Y - �T.�x�. �✓ T''�-,!''-`-Ca�*i"�'y��Y,r'��y"'"►�`f-�,��1T�11-v'.'— ii _� 7r..�^w s COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT,60k DJEVELOPMENT SERVICES 411 Main Street, Chico, CA- (916) 891-2751 7 County Center Drive, Oroville, CA - (916) 538-7541 CORRECTION NOTICE 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 yo ve any questions pertaining to this matter, or need additional explanation, please conta is office immediately. Date Inspector REV 10/92 5 COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 1469 Humboldt Road, Chico, CA -'j91 6) 891-2751 7 County Center Drive, Oroville, CA - (916) 538-7541 747 Elliott Road, Paradise, CA - (916) 872-6307 CORRECTION NOTICE 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 comp)/eted. If you have any questions pertaining to this matter, or need additional explanation, pleaseitpr,tact this office immediately. d Lit T- h J 14 5J- � > � 1.1,..«T.�l� moi._ c.. /.a �-., � � L H•`.. r . �.. ��, -- M Dz-"e t 0 Inspector REV 10/92 COUNTY OF BUTTE- DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive - Oroville, California 95965 - Telephone (916) 538-75419 j / Z!TZNO APPLICATION AND PERMIT (� ASSESSOR PARCEL NUMBER zONI BUILDING PERMIT OWNER HFJ TELEPHONE SO. FT. OCC. BUILDING VALUAT6N 1952 R 105,408.00 OWNERS MAILING ADDRESS 1176 U 21,168.00 CONTRACTOR'S NAME RDM CONSTRUCTION TELEPHONE 342-1722 640 0 8 , 320.00 CONTRACTORSSS PO BOX 7210 DRECHICO 5 27p Fre lace A 1,500.00 CONSTRUCTION LENDER UNKNOWN Total Valuation $ 136, 396.00 Filing Fee $ 20.00 LENDER'S MAILING ADDRESS Permit Fee $ 769.00 ARCHITECT OR ENGINEER LICENSE NO. Plan Checking Fee $ 499.85 Energy Plan Checking Fee $ 23.00 ARCHITECT OR ENGINEER'S MAILING ADDRESS Penalty $ BUILDINGADDRESS SUNSET OAKS PERMITFEE $ 1311.85 PLUMBINGPERMIT Filing Fee 20.00 Each Trap j 7.00 105 , Q LcKNo. y g yl�p� d YN S CH ESTATES PA 130 A63 Solar or heat pump water heater 23.00 Water piping 15.00 15. Q USEOFSTRUCTURE SF)p Duplex ❑ Mobilehome ❑ Other SPECIFY Each gas water heater or vent 15.00 j$,Q Gas piping system 1 - 5 outlets 15.00 15,00 Building sewer 15.00 15.00 TYPE OF WORK NewXL[ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: 3 BDRM SF - Mobile Home S G W @20.00 PERMITFEE S 185.00 Contractor ELECTRICAL PERMIT Filinq Fee 20:00 Main Service ( 60 LE) 23.00 23.00 Main Service ( 200A TO 1000A ) 46.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. {{ License ss� Lic. No. 37(0 �I S OWNER -BUILDER DECLARATION I hereby a irm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason NEW CONST. DWELLING OCCUP. OR AooNs. a ACC. BUDS. SFT.O.. 109.4E ( ) 3.50 NEW CONST. MULTI -OUTLET NON-RESID. ( BRANCH CIRCUITS ) 97.50 POWER APPARATUS (a SINGLE OUTLET CIR. ) Ex. Occup. ( OUTLET OR FIXTURES) 20 @ 1.00 sAL 50 Ex. Occup. ( OUTXI�s RES D.)EA) 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMITFEE $ 152.48 Contractor WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I 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 F44 MA NIT Ci'iNko l ZASe, MECHANICAL PERMIT Filing Fee 20.00 9 Heating 15.00 Cooling 15.00 Hood 6.50 6.50 Ventilation 4.50 9.00 PERMITFEE $ 65.50 Contractor Policy Number ` 1 oV � ,5S (. a (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. X �_ Date S_1'��__ AAdw Signature of Applicantner�tor XAgent 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 Is Energy Inspection Fee Is 46-00 occ CONST. TYPE I TOT A FEE R VN -AZ. D. FEES M FLOG COF ARC PD ISSUE This permit is hereby issued under the applicable provisions oft utte Coun yCodeand/or Resolutions to do work in cat e f which fees have been paid. By D to PERMITEXPIRESON 7 (Date) Receipt No. �7 7 J r-©O� Ur 5 i° S� WHITE-D.D.S.-B.D. CANARY- SESSOR PINK -INSPECTOR GOLDENROD -APPLICANT INSULATION CEHTIFICATE I I" IC -1 uni oi"t`ri;e[ City , County subdivision �Num�er Description of Installation 1. ROOF Material Brand Name 11 Thickness (inches) Thormal Resistance (R-Valuo) 2. CEILING Batt or Blanket Type liber. ,l ass Bat is Brand Nam©' —Schiller Tnt . Thickness (inchos) .o ' Thermal Resistance (R-Valuo) Loose Fill Type H berfA ass Brand Name Schuller. Tnt . Contractor/s ruin installed wuiuht/ft'r Ib Minimum thickness �_ inchos Manufacturer's installed weight per square foot to auhievo•Thormal Rusistanco (R -Value) 3. EXTERIOR WALL Frame Typo A. Cavity Insulation Materia) Fiberglass 1katts Brand Namo-.Schuller Tnt:. Thickness (inches) Thormal.Rosi stance (R Value) I B . Exterior Foam Sheathinu Material Brand Name Tliicknoss (inchos) Thorrnal Rosistanco (R -Value) 4. RAISED FLOOR Material Fiber ,lass BaLts Thickness (inchos) 5. SLAB FLOOR/PERIMETER Material Thickness (inches) ' Perimeter Insulation Depth (inches) G. FOUNDATION WALL Material Thickness (inchus) Declaration Brand Name Schuller Tnt . Thermal Resistance (R-Valuu) Brand Narnos Thorrnal Resistance (R-Valuo) Brand Narno Thermal Resistance (R -Value) I hereby certify that the above insulatiun was installed in tho buildin'g'at tho above location in conformance Willi the current £nervy £//iciency Standards for residuntial buildings (Title 24, Part G, California Code of Regulations) as indicated on the Certificate of Compliance, where a irilicablo. -- LOIl�tKE, TNSI)Ln'I'TON CO. , TNC. P.O. Box 7927 C.L,#499150 cnicc cn, q5Q27 tom #s rpnature, Date Instal mu u contractor(Co. arno R`- 5�7 General Contractor (Co. Name) OR Owner tern #S iUnature, Date torn #S Sranature, Date lnstallrng Subcontractor lCo.Name) OR General Contractor (Co. Name) OR Owner Insta lihu Subcontractor(Co.Name) OR— General Contractor (Co. Name) OR Owner COUNTY OF BUTTE- DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive - Oroville, California 95965 - Telephone (916) 538-7541 q6_ PERMIT NO. APPLICATION AND PERMIT ! V ASSESSOR PARCEL NUMBER 5_5__ 0- VZ I BUILDING PERMIT OWNEN(, � TELEPHONE SO. FT. OCC. BUILDING VALUATION OWNER'S MAIUNG ADDRESS �. 13,00 COWRACrOR'STELEP�H]ONE D 139,2 • i . O•O 3 .- o NW eoNrnACTOR'S,AD tl O O� Fireplace 'S� • Q CONSTRUCTION LENDER UNKNOWN Total Valuation $ •• Filing Fee $ 20.00 LENDER'S MAILING ADDRESS Permit Fee $ ARCHITECT OR ENGINEER UCENSE NO. Plan Checking Fee $ Energy Plan Checking Fee $ 2 3 • Q Vl ARCHITECT OR ENGINEER'S MAILING ADDRESS Penalty $ SUILDINGADDRESS �C J r PERMITFEE $ PLUMBINGPERMIT Filing Fee 20.00 Each Trap 7.00 j()Ej,V0 LOT NO SUB NBK)N'SNAME _ /� °AR M"° M hWA►w�wKN Solar or heat pump water heater 23.00 Water piping 15.00 15.0 USEOFSTRUCTURE SF X Duplex ❑ Mobilehome ❑ Other SPECIFY Each gas water heater or vent 15.00 15.00 Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 TYPE OF WORK New Addition ❑ Remodel ❑ Utilities ❑ Installation ❑- Other ❑ Descripe Work: .3 5 , Mobile Home IS I GI W @20.00 PERMITFEE $ 5; 00 Contractor ELECTRICAL PERMIT Filing Fee 20.00 Main Service / 000v OR LESS 200A OR LESS )I I 23.00 Main Service ( 200A TO I000A ) 46.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code. and my license is in full force and effect. License Class Lic. No. OWNER -BUILDER DECLARATION 1 hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason:. ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason 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.) ❑ 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 _ Date Signature of Applicant - ❑ Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in h ifight. NEW CONST. DWELLING OCCUP. OR ADONS. ( s ACC. ) SO. ' Q 3.5¢ Fr. NEW CONST. MULTI.OUTLEUTI,ET NON•RESIO. ( BRANCH CIRCUITS ) @7.50 ( POWER 4 T ) 8 SINGLE UUIJTLETLEr CI C10. Ex. Occup. ( OUTLET OR FDRURES ) 20 @ 1'00 B°'` '0 EX. Occup. OUTLETS SE ID.OEA ( ) 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMITFEE $ • , Contractor MECHANICAL PERMIT Filing Fee 20.00 Heating (5 •QO15-,001 Cooling/5,p0 �5"DO Hood 6.5o b,J-0 Ventilation Z -5.0 q-00 PERMITFEE $ & '-,. 'j 0 Contractor Mobile Home Installation Fee is Energy Inspection Fee$ LIG OCC co rrPE TOTAL FEE $ -+ Q, Fj HA2. D. FEES I FL000 Dr C PO LmO ISSUE This permit is hereby issued under the of the Butte County Code and/or Resolutions indicated above for which fees have BY PERMITEXPIRESON apNie6ble provisions to do work been paid. Date (Date) ReceiptNo. I-7 6 lJ J�_ PINK -INSPECTOR GOLDEN WHITE -D. D.S.•B.O. CANAR •ASSESSOR D - f % 1� ,1 C,OUNTYOF BUTTE - DEPARTMENTOF DEVELOPMENT SERVICES -BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA95965 -TELEPHONE (916) 538-7541 OWNER _cj�J,,,(A Proposed Building Use PERMIT APPLICATION DATA SHEET A. P.No.O55-3/0-QZI Building Inspector -Date-5--Z/-?6 At time of permit application, I was advised the following data must be submitted prior to permit processing and/or issuance: DATE RECEIVED BY 1. All items have been submitted . ........................................ 2. Plot plans, 3/4 sets, signed by preparer of plans. ......................... . 3. Complete plans, 3/4 sets, signed by preparer of plans . ...................... 4. Engineered plans and calcs, 3/4 sets, with wet signature on plans . ............. 5. Hazardous Material Form . ............................................ 6. Energy Design Compliance and supporting documentation . .................. 7. Statement of Intent for Non -Heated and A/C Buildings . ...................... 8. Engineered truss details and layout in duplicate (required prior to plan check). .... 9. Mobilehome a an manufacturer's installation instructions, 2 sets. ........... 10. Fees of $ � &-7- 5 . .................... . . -011. Impact fees as shown on attached schedule. .1. 7 - ��- 12. California Department of Forestry plan approva fe/tea-..... . 13. Flood elevation letter (100 year flood) by Califor ' ' gineer. .....�-r..... . Sk►"_ 33 14. Sanitation and plot plan approval ( ;�tc,D Health Departme t. 4,' r. -T9..?. 15. City of Chico plumbing permit. ....................................... . 16. Plot plan and business license approval from City of Biggs/Gridley. ............. 17. Planning approval for (A) Use: (B) Parking: . ........ 18 ontact Land Development about (A) Improvements (B) Drainage. ........ Driveway permit (construction approval required prior to occupancy). V�f./A . re n3-�7 Pspedion request 20. Pre -inspection for required. . to Building Inspector (Date) 21. Contractor's license information. (No., Name Style, Classification) . .............. Aj 22. Certificate of Workmans Compensation Insurance . .......................... K23. Owner -Builder Verification (Given to owner Mail to owner �. ......... . 4. Recorded copy of Agricultural Acknowledgement Statement. .................. Letter of signature authorization . ....................................... . 26. Copy of recorded deed of parcel creation and 60 right of way to a public road. ..... 27. Letter of intent on building use . ........................................ . 28. Mobilehome utility clearance . .......................................... 29. Documentation of legal access . ..................... :.................. 30. Documentation of 50% subdivision developed or (A) Road improvements completed and (B) Parcel meets zoning area and frontage requirements . ............... 1. Existing violations/expired permits . ...................................... Plan check list . .............................................. X33�.. `..^ : f+r, V A% %-'ikxkl-. �-� 2 H i r1_ i t+ X� 9C_4 of f�,s� f. 1 ii:_ c, . eM c 1 When you issue the permit, process as follows: Mail o wAer. Mail to contractor. Telephone 34,9- (lolaand hold for pickup at _ _ office. Deliver with inspector. Other Parcel Creation Acreage Applicant �!(�� Date Copy of Haz-Mat form sent Health Dept. Fire Dept. Air Pollution Date Copy of plans sent Health Dept. Fire Dept. Other Date ,/ By The following data must be submitted prior to 1. Index permit for above items No. 2. Additional items required: not Contractor, esigner, o ner, was advised of above required data by phone —mail Counter by _ Date Contractor, designer, owner, was advised of above required data by _ phone _ mail Counter by _ Date Plans checked by Date Plans approved by L DateW-_ Sets of plans on hold in File cabinet AP folder Copy - Department of Public Works a� / TO: >J' E.H. USE ONLY Plot Plon amchaa Y� s FW. PI.Aa FS Smi w s.n. 641-n i luilding Department FROM: Environmental Health SUBJECT: Sanitation Clearance v✓t.ccKsail Owner Location AP# Plan Approved for: Sewage Disposal Clearance for bedroom Afftp home. Other Hold final for: O.K. for: Water Supply: Public f Private Well NOTE: (koQ Environmental th i—pZalist Date OWNER COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE CA 95965 TELEPHONE (916) 538-7541 1.. i PROPOSED BUILDING USE V. �,� S j - REC. A.P. #DSS — 310 --0 DATE # DATE REC SCHOOL DISTRICT FEES 1� (paid at District Office) — — SHERIFF FEES (paid at Building Division) Residential...... x =$ 5 (on al ev?q unit amt. Commercial (sq.ft.). x =$ 3. URBAN AREA FEES (paid at Building Division) Residential (per unit). x =$ #units amt. Commercial (sq.ft.). . x = $_ sq.ft. amt. 4. RECREATION DISTRICT FEES (paid at District Office) 5. THERMALITO DRAINAGE DISTRICT FEES $400.00 (paid at .Building Divi --^n) 42��6. SRA FIRE INSPECTION AND PLAN CHECK $89.00 (paid at Building Division) _ 7. WATER TENDER FEES (BATTALION # ) $200.00 (paid at Building Division) 8. CSA 87 TRAFFIC FEE $2500.00 (paid at Building Division) 9. OTHER At time of permit application, I was advised the above fees are required to be paid prior to issuance of the permit. APPLICANT DATE 97-007690'1 Rec Fee And when recorded mail to: I COP Building Division Recorded I Cash #7 County Center Drive Official Records I Oroville, Ca. 95965 County of I Butte I Candace J. Grubbs I Recorder I 10:26am 3 -Mar -97 I PUBL 9.00 1.00 10.00 XX 2, AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte Countv Code requires this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes. and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals. including. but not limited to herbicides. pesticides. and fertilizers: and from the pursuit of agricultural operations including, but not limited to cultivation. plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise. and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal. necessary farm operations. All that real property situate in the County of Butte. State of California, described as follo'.ys: Sv 6 � ��. S e - ��� 'g o' a � Pew fDa��x� /���(07 9/ ILI Date: 3 PROPEr OWNERS:^/ /I L State of C or�a� County of b Lx 11 -Z - On before me, 1< personally appeared SI LLi ►4e1\ NI . � e I V'k i ^ k- personal[,. 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. •"` °� LISA CHRISTENSEN CCMM.:J1085822 NOTARY Signature / .� BUTTE COUNTY CALIFORNIA Seal: O , MY Comm. Exp. Feb. 1, 2000 .%.P.# cF10 r NOTE TO RECORDER: DO NOT RECORD THIS SIDS • ' Instructions for recording Agricultural Statement of Acknowledgement: I. Insert the legal 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: $6.00 - 1st. Page $3.00 - Each Additional Page RECORDER'S OFFICE HOURS: 9:00a.m. - 3:00p.m. (Monday - Thursday). OVER „�+. `'`� r►,"a.ya=•+`�/;t;T°� & Fh iii n''�"�t.:4: ��YK� -�. BUTTE COUNTY SCHOOLS IMPACTFE& CERTIFICATION FORM (One form per,Bbllldlrig)` School District. �t 'cj Building Department No. A.P. Number 5 5� 3 ! ��� Jurisdiction: City County Property Owner I L �.' /W► / C e Property Location/Address 41555 7555 S(" n! 5 e4- 0i k: -5 Subdivision Lot No. Residential Development Sq. Footage 19:5 No of Living (Mobile Home Addition (Group R) Units ” Installation Commercial/Industrial New Addition (Floor Plans District Personnel) District Identification No. / �^ 03.-3 School District certifies that Sq. Footage Date (Applicant) (Street Address) '(Phone Number) (City) (State) (Zip Code) has complied with the requirements of Resolution No. by payment of $ ✓ �� � (Including Exterior Roofed Areas) representing (. square feet. School District Representative B 2926 $ ULL MITIGATION $ Date Paid by Check # Remarks: c 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. ite (applicant), Yellow (building department), Pink (school district) r . feeform.xls (2/97)dmm --=------.-,--- -1 - PERMIT#97-159 1 055-310-021 HEIMICK,Ricpaks. Dr Paradise 4555 Sunset fried Cont- Dan Sieg onv Port CBasement to Stg/SF -c - __- COUNTY OF BUTTE- DEPARTMENT OF DEVEL•OPMENT,SERVICES - BUILDING DIVISION 7 County Center Drive - Oroville, California 95965 - Telephone (916) 538-7541PERMIT NO. (Rev. 12/96) APPLICATION AND PERMIT q7_ I5� ASSESSOR PARCEL NUMBER 055-310_021 ZONING BUILDING PERMIT OWNER RICHARD N_ HFTMTCK TELEPHONE 8 7 7--5-8 10 SO. FT. OCC. BUILDING ""y ' '` • VP!.UATION �. =i OWNERS MAILING ADDRESS PO RON 591, PARADISE, CA 95967 CONTRACTOR'S NAME TELEPHONE DAN SIEGFRIED CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER Fireplace LENDER'S MAIUNG ADDRESS Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Filing Fee _ $ 20.00 Permit Fee .J�- $ 63.00 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checkin 7 Fee $ ` ��n Energy Plan Checking Fee $ 40.95 BUILDING ADDRESS 4555 STINSET OAKS DR., PARADISE $ r PERMIT FEE S LOT NO. SUBDIVISION'S NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 Each Trap 7.00 USEOFSTRUCTURE SFj[J Duplex ❑ Mobilehome ❑ Other SPECIFY Solar or heat pump water heater 23.00 Water piping 15.00 Each as water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other EX Describe Work: )0=1=HM&EEffiMMDX=2=l CONV PORT UNDERFLOOR TO STORAGE ROOM Gas piping system t - 5 outlets 15.00 Building sewer 15.00 Mobile Home I S I G I W @20.00 PERMIT FEE $ ELECTRICAL PERMIT Filing Fee 20.00 Main Service zo AoR'ss 23.00 LICENSED CONTRACTOR'S DECLARATION 1 hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class LIC. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ 1, 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. XI, 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 Main Service 200A TO 1000A 46.00 NEW CONST. DWELLING OCCUP. OR ADDNS. ( & ACC. BLDS. SO 3.52Fr. 3.75 NOON-AESID. MULTI-OCUTCET'RITS @7,50 POWER APPARATUS 8 SINGLE OUTLET CIR. Ex. Occup. OUTLET OR FIXTURES 20 Q 1.00 sAL o .so Ex. Occup. OUTLETS REESSIp,OEA_ 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE _ MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE $ go Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' comp laws of California, and agree that if I should become subject to the work ' scompensation provisions of section 3700 of the Labor Code, I shall hose provi to s. A,Mwoh comply �r_ X _ __ Date��__ Signatur of Applicant - Owner ❑ Contractor ❑ Agent An OS permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspectio Fee $ occ COTP4EITOTAL FEE $ 50 HAZ. ,^ 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 Date PERMIT EXPIRES ON Date Receipt No. 222603 - WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT 0 _ , .. I .f �lr- :G-`Tx. -•.. 1. �_T•�7._�..w-,r,_a�'s^+. .."`y"'.,,�.,..�.. R -.,z- �.-ti,:r�. r � �r ,,rti. �i.. �_•.- i....; .��,�' .;x ,"�"_, , r .. COUN OF BUTTE- DEPARTMENT OF DEIVE00,PMENT,SER ICES -BUILDING DIVISION 7,ounty -Center Drive - Oroville, California 95965 - Telephone (916) 538-7541 PERMIT NO. (Rev. 12/96) APPLICATION AND PERMIT �7, ESQ ASSESSOR PARCEL NUMBER 055-310-021 ZONING BUILDING PERMIT Y OWNER f AD N. HELMICK877-5810 TELEPHONE SO. FT. OCC. BUILDING VALUATION ir OWNER'S MAILING ADDRESS PO WX 591, PARADISE, CA 95967 a94 ^r ¢ CONTRACTOR'S NAME ' DAN SIEGYkM TELEPHONE - CONTRACTORS MAIUNG ADDRESS i CONSTRUCTION LENDER 'w Fireplace LENDER'S MAILING ADDRESS 0 Total Valuation $ ARCHITECT OAENGINEER x' LICENSE NO. Filing Fee $ 20.00 Permit Fee / 'r '` $ 63.00 ' ARCHITECT OR ENVEERS'MAILING ADDRESS Plan Checking Fee A 1"" s ., $ 40.95 BUILDING ADDRESS' 4555 SUNSET OAKS DR., RAW= Energy Plan Checking Fee $ PERMIT FEE S -4237" LOT NO. SUBDIVISION'S NAME - PAR�4 MAP �' PLUMBING PERMIT Filing Fee 20.00 Each Trap 7.00 USEOFSTRUCTURE - _SFXX Duplex ❑ Mobile ome ❑ Other SPECIFY Solar or heat pump water heater 23.00 Water piping 15.00 Each as water heater or vent 15.00 1 TYPE OF WORK yy11�� New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other O' � Describe Work: CONY PORT UNDERFLOORJO STORAGE ROOM Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home. I S I G W 920.00 PERMIT FEE $ , i ELECTRICAL PERMIT Fling Fee 20.00 OLE9 Main Service 2ooA OOOV OR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under. provisions of Chapter i . -9 (commencing wlthjSection 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect.P License Class 1 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: t ❑ 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%- I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service 200A To 1000A 46.00 NEW CONST. DWELLING Occup. OR ADDNS. ( a ACC. BLAS. so 3.52FT; 3.75 NEW CONST. MULTI -OUTLET NON-RESID. C CR.,TS97.50 OWER APPARATUS 6 SINGLE OUTLET CTR- Ex. Occup. OUTLET OR FIXTURES 20 @ 100 BAL @ .50 Ex. Occup. OlF11XTELETS q.,6.) E 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiri ng 23.00 PERMIT FEE S 3•75 WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ I'have and will maintain a certificate of conseni' 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.) ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the worke-9compensation provisions of section 3700 of the Labor Code, I shall f rthth comply with those provisio S. �� — e �/ X Date ��/ —_ Signatur of Applicant Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. MECHANICAL PERMIT Fling Fee 20.00 Heating - Cooling Hood 6.50 Ventilation PERMIT FEE $ Mobile Home Installation Fee $ Energy Inspectio Fee $ OCc COT. CONS FEE $-, HAZ. r I D. FEES IMP .► FLOOD �,,. CDF .... PARCEL PD .+ D ISSUE This permit is hereby issued under in the Butte County Code and/or indicated above for which fees have By PERMIT EXPIRES ON I the applicable provisions Resolutions to do work been paid. Date Data Receipt No. 222603 WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT (Rev. 12/96) F • x. COUNTY OF BUTTE -DEPARTMENT OFDliVELfOPMENT_SERVICES - 7!County Center Drive - Oroville,tallfornia 95965 a Tel6f ihone APPLICATION AND PERMIT BUILDING DIVISION (916) 538-7541 q �1 PERMIT No. ASSESSOR PARCEL NUMBER 055-310-021 ZONING - BUILDING PERMIT ' OWNER RTrJ1ART) N. IM-MCK TELEPHONE 877-5810 SO. FT. OCC. BUILDING VALUATION OWNER'S MAILING ADDRESS PO ROX 591, PARADISE, CA 95967 CONTRACTOR'S NAME DAN STEMM TELEPHONE CONTRACTOR'S MAILING ADDRESS CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ 63.00 ARCHITECT OR ENGINEER'S MAILING ADDRESS Plan Checking Fee $ 40.95 BUILDING ADDRESS 4555 SUNSET OAKS DR., PARADISE Energy Plan Checking Fee $ $ PERMIT FEE $ 123:-' LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 Each Trap 7.00 USEOFSTRUCTURE .SFXX Duplex ❑ Mobilehome ❑ Other SPECIFY Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 TYPE OF WORKt�ryy New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other "l3' Describe Work: CONV PORT UNDERMOR TO STORAGE ROOM Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home S G W @20.00 PERMIT FEE $ ELECTRICAL PERMIT Fling Fee 20.00 Main Service ".A OR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter ii 9 (commencing wth Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class LIC. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. 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 Main Service 200A To I000A 46.00 NEW CONST. DWELLING OCCUR OR ADDNS. ( 8 ACC. BLOB. s0 3•50FT. G 3.7. NEW CONST. MULTI.OUTLET NON-RESID. CI @7.50 POWER APPARATUS d SINGLE OUTLET CIR. Ex. Occup. OUTLET OR FIXTURES 20 Q 1.00 BAL @ .50 Ex. Occup. OUTELETS(REESSID.DEA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring23.00 PERMIT FEE $ `75 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, 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 wiit those provisions. X /� P�/f�n, r 1 I _ � t-tI : • _,•r _ Date _�i q _ ` -7 Signature of Applicant - Q' Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection. Fee $ occ coNs . Tv E TOTAL FEE $ 147-r7� HAZ. .— I D. FEES IMP FLOOD CDF PARCEL PD D ISSUE 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 _ (Da te Receipt No. tawva . WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD•APPLICANT I 7�71iiy t COUNTY�OF BUTTE- DEPARTMENT OF6 ir "D6VECOPMENTSER-VVaICES - BUILDING DIVISION .one (916) 538-7541 unty Center Drive - Oroville,-Telephone 'California, 95965 - iL 0 p PERMIT NO. (Rev. 12/96) APPLICATION AND PERMIT' ASSESSOR PARCEL NUMBER 055 ZONING BUILDING PERMIT OWNER i RICHARD N. foya(I TELEPHONE 877-5810 SQ. FT. OCC. BUILDING VALUATION U OWNERS MAILING ADDRESS BOX %I. CA 95957 P0 PARADISE CONTRACTOR'S NAME T DAN SIEGRM TELEPHONE CONTRACTORS MAILING ADDRESS .1111 4 CONSTRUCTION LENDER Fireplace LENDERS MAILING ADDRESS 0. Total Valuation $ ARCHITECT OR ENGINEERLICENSE 1--l' NO. — Filing Fee $ 20.00 Permit Fee $ 63,00 ---I ARCHITECT OR ENGINEERS MAIDNG ADDRESS Plan Checking Fee $ 40.95 BUILDING ADDRESS 4555 SONO OAKS DR., PARADISE$ Energy Plan Checking Fee $ PERMIT FEE $ 1 -.195 LOT NO. SUBDIVISIONS NAME PARCEL. MAP PLUMBING PERMIT Filing Fee 20.00 Each Trap 7.00 LISEOFSTRUCTURE ,SFYG"36 Duplex 0 Mobilehome 0 Other • SPECIFY Solar or heat pump water heater 23.00 Water piping 15.00 Each as water heater or vent 15.00 TYPE OF WORK New 0 Addition 0 Remodel 0 Utilities 0 Installation 0 Other Describe Work CONV FORT' UNDURMWR TO STORAGE KIM Gas piping system I - 5 outlets 15.00 Building sewer . 15.00 Mobile Home- ISI G1 W1 .00 PERMIT FEE ELECTRICAL PERMIT Filing Fee 20.00 Main Service loon o"Rmss 23.00 LICENSED CONTRACTOR'S DECLARATION 1 hereby affirm under penalty of perjury that I am licensed u;der.provisions of Chapter .9 (Commencing �iith'[Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class Lic. No. OWNER -BUILDER DECLARATION �k I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: 0 1, 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. X1, as owner of the property, am exclusively co-itracting with licensed contractors to construct the project. 0 1 am exempt under Sec. Business and Professions Code for this reason Main Service 200A TO 1000A 46.00 NEW CONST. DWELLING OCCUP. OR ADDNS. & ACC. BLDS. so 375! 150,T. . NEW CONS MULTI -OUTLET NO 'LESIDT BRANCH CIRCUITS @7.50 OW ELL APPA.RATUS PSING E Occup. OUTLET OR FIXTURES 20 (9 1.00 BAL @ .50 —Ex. FIXED APPLNS. OR Ex. Occup. OUTLETS (RESID.) EA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 -Or- PERMIT FEE $ WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: 0 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 permt is issued. 0 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE $ Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) 0 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree -.hat if I should become subject to the workers'fcompensation provisions of section 3700 of the Labor Code, I shall fortkiwith,comply with those provisions. / ')r _ . / I - t". f1,1C,4 Date 7 -%f- �? iV�l " — Signature of Applicant - 10 Owner 0 Contractor 0 Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3,sloftq height. Mobile Home Installation Fee $ Energy Inspectiog Fee $ Occl CONST - TOTAL FEE$ HAZ- D.FEES IMP I FLOOD I 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 Date PERMIT EXPIRES ON (Date) Receipt No. A WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK44SPECTOR 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: #?C 4g� l jZ r� ASSESSOR PARCEL S7' :1 / A — �1 Proposed Building Use: --� Building Inspector: Date: -7 At time of permit application, I was advised the oe f (lowing data must be uge d prior,,to permit processing and/or issuance: Date Received By _. All items have been submitted -------------------------------------------------------------------------------------- 02. Plot plans, 3/4 sets, signed by the preparer of plans. ------------------------------------------------------------ ❑3. Complete plans, 3/4 sets, signed by the preparer of plans. ----------------------------------------------------- ❑4. 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.--------------------------------------------�---------- ❑ 8. Hazardous Material Form.------------------------------------------------------------------------------------------ ❑9. anufactured Home data and installation instructions including TieVD7,ns.------------------ '�����Fees' of $ ------ -l�Impact fees as showri on the attached schedule. yC----rp --' -�`-�' ---5 u California Department of Forestry plan approva ----------------------7-------------------------- ❑ 13. Flood elevation certificate. ---------------------------------------------------------------------------------------- gT4. Janitation and plot plan approve/ GA Health Department. ------------------------------------------- 1115. ------------------------------------------ ❑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: ❑ 18. Contact Land Development about ❑ Improvements, ❑ Drainage, ❑ Legal Parcel. 1119.. Encroachment Permit for driveway (construction approval prior to occupancy). --- 020. Pre -inspection for required. Request to Building Inspector on 021. Contractor's license information. (Number, Name Style, Classification). ------------- 0 22. Workers' Compensation carrier and policy number. ------------------------------------- 023. Owner -Builder Verification (Given to owner ❑, Mailed to owner El) - --------------- ❑ 24. 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. ----------------------------------------------- 0 29. ❑433 A, El Grant Deed, ❑ M.H. Title, ❑ Check to H.C.D $ 030. other: When you issue the permit, process as follows `Mail to owner, ❑Mail to contractor (Date)' 6- t ❑Telephone and hold for pickup at ` offr ❑ Del' with inspector. '� d3 e� S i / ��-��sc: �- res 6 7 ���. ���� Applica� Date: / y/ Copy of Haz-Mat form sent ❑ Health Department, ❑ Fire Department, ❑ Pollution Date: By: Copy of plans sent ❑ Health Department, ❑ Fire Department, ❑ Other: Date: By: 1. Index permit application for the above items numbered: / %119 ❑ Plan Check List 2. Additional items required: 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, ❑ Building Division counter, by Date: Plans reviewed by: Date: Plans approved by: Date: Sets of plans on hold in ❑ Plan Cabinet, 11A.P. folder. Note transfer by: Date: Yellow Copy - Department of Development Services, Building Division. TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance F.H. USE ONLY Plot Plan Atu ed He ... r Han ntl.dad � ` y scnl to B.D. 7_1¢ i .5o Rick, -i Ijdkn&,k 45-5S Sumid- Oaks Dr. 31-021 Owner Location AP# Plan Approved for: Sewage Disposal X Water Supply: Public Private Well Clearance for bedroom mobile home. Othe S rases rmp-, < Hold final for: Final clearance O.K. for: NOTE: Environmental Health Specialist 8/92 Date COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive - Oroville, California 95965 - Telephone (916) 538-7541 PERMIT NO. (Rev. 12/96) APPLICATION AND PERMIT q`7-1 ASSESSOR PARCEL NUMBER 2 /O �, J ZONING BUILDING PERMIT OWNER - L 1 C TELEPHONE l0 iy/- SO, FT. OCC. BUILDING VALUATION //'g �/ OWNERS LINO ADD - (��- I S/� -� CONTRA R'S NAME TELEPHONE CONTRACTORS MAILING ADDRESS - CONSTRUCTION NDER U 0;LENDER'S Fireplace ADDE�S— pZ Total Valuatlon $ ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ ,C/e) ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee 5 BUILPtYGADDRESS s S 5uA16,�T O&e5 � . Energy Plan Checking Fee $ ---- $ p,R_xb(S(2 CAC -I -r PERMIT FEE $ c LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 Each Trap 7.00 USEOFSTRUCTURE SF Duplex ❑ Mobilehome ❑ Other SPECIFY Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 TYPE OF WORK NewAddition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other n Describe Work:, iii+ ,�X LA_ Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home S G W @20.00 PERMIT FEE $ ELECTRICAL PERMIT Fling Fee 20.00 800V 0 Main Service AORLE:S 23.00 LICENSED CONTRACTOR'S DECLARATION 1 hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing w ith Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect.POWER License Class LIC. NO. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service 200A TO 1000A 46.00 NEW CONST. DWELLING OCCUR OR ADDNS. ( a ACC. BLDs. SO 3.5¢FT: �µgE°s,pMULTI.OtlTIET , @7.50 APPARATUS 8 SINGLE OUTLET C,R. Ex. Occup. OUTLET OR FD(TURES SAL ®I.yu FIXED APPLNS. OR Ex. Occup. GurLETs RES,D, EA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 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 Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. X Date Signature of Applicant - ❑ Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE S Mobile Home Installation Fee $ Energy Inspection Fee S Occ CONST. TYPE TOTAL FEE $ / c�L ?, 20 HAZ. D. FEES IMP FLOOD CDF PARCEL PD HD ISSUE 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 Delo Receipt No. 1P WHITE-D.D.S.-B.D. CANARY-SESSOR PINK -INSPECTOR GOLDENROD.APPLICANT F 7 COUNTY CENTER DRIVE ,- OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: 1916) 538-7541 FAX: 1916) 538-2140 Dear Property Owner: We have issued a permit to construct a new building, an addition, or to do remodeling on your property. This letter is to inform you we have approved the building plans submitted for conformance with code requirements. We will only inspect the construction for conformance with code requirements. It is your responsibility to see that the building conforms to your plans and expectations. Should you have any questions concerning this letter or any other matter pertaining to the construction, please do not hesitate to contact this office. Yours very truly, Mic ael C. Vieira, C.B.O. MCV:ahb Manager, Building Inspection B E A U T Y N RE: Attached Building Permit Dear Permittee: .� Suite, 6 L A N D O F N A T U R A L W E A L T H A N D B E A U T Y BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: 1916) 538-7541 FAX: 1916) 538-2140 Attached is your building permit along with the approved set of plans and a job card. Please post the job card on the job site in a conspicuous location for the inspector to sign during the various phases of construction, and also have the approved set of plans on the site at all times. Inspections will not be made if the job card and approved plans are not on the job at the time of inspection. Please review the approved set of plans before construction and make note of any corrections made in red. If any of these notes or corrections are not clear to you, please contact this office - do not proceed with the work without making the correction. The job card must be signed by the inspector before proceeding with each item listed. Should he not sign the card, a white correction notice will list the corrections to be made and a call back inspection must be made before going any further. Please allow 24 hours for inspection service. As a reminder to you, it is illegal to occupy this building or portion of building for which this permit is issued without approval from this office. On certain occasions a temporary occupancy will be permitted. Please do not confuse gas or electrical service to the building as an all of the "final items" listed inspector or special permission occupancy on the jo given. clearance. b card must Before occupancy, be signed by the Your permit expires one year from date of issuance. If the work has started, but is not completed and finaled by the expiration date, a renewal permit is required. If the renewal application has not been made within 30 days of the original permit expiration date, or if the work has not commenced, a new permit application and fees will be required. Upon completion of the work covered by this permit, please contact this office for final inspection. Should you have any questions concerning this letter or any other matter pertaining to building construction, please do not hesitate to contact this office. Micliael C. Vieira, C.B.O. MCV:ahb Manager, Building Inspection Attachments -42 ' LAND OF NATURAL WEALTH AND BEAUTY BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: (916) 538-7541 FAX: (916) 538-2140 7/31/97 RICHARD HELMICK P.O. BOX 591 PARADISE, CA 95967 RE: B.P.#97-1591 A.P.#055-310-021 WITH REFERENCE TO THE ABOVE SUBJECT, ATTACHED IS: [X] PLAN CHECK LIST [ ] RED MARKED CALCULATIONS [X] OTHER ACTION REQUIRED: [X] COMPLY WITH PLAN CHECK LIST [ ] RESUBMIT PLANS WITH REVISIONS AS REQUIRED [ ] RETURN ALL ORIGINAL MATERIALS AND REVISED PLANS TO THE BUILDING DEPT. [X] OTHER SHOULD YOU HAVE ANY QUESTIONS, PLEASE CONTACT THIS OFFICE AT THE ADDRESS OR PHONE NUMBER LISTED ABOVE. SINCERELY, LINDA SEXTON PERMIT APPLICANT RICHARD N. HELMICK ASSESSOR PARCEL -NO. 055-310-021. 1:1:41zly k 1 • • DATE 7/31/97 The, above referenced building plans �eereaPProp apprwed opriate this revisions office.to Pplanse additional information and/or specifications, and calculations as follows: WE WILL BE CHARGING THIS AREA OUT AS HABITABLE SPACE AS IS OUR POLICY WHEN THE. AREA IS ACCESSIBLE FROM THE HOUSE AND IS GOING TO BE FINISHED. WE WILL REQUIRE ENERGY CALCULATIONS FOR THIS AREA AND SCHOOL FEES. PLEASE PROVIDE 2 SETS OF ENERGY CALCULATIONS TO OUR OROVILLE OFFICE. I AN SENDING YOU A SCHOOL DISTRICT FORM. THANK YOU, LINDA SEXTON If you wish to discuss any requirements, you may contact me at (916) 538-7541 between 1:00p.m. and 4:00 p.m., Monday through Thursday. FROM : RICH HELMICK PHONE NO. : 19168775810 Aug. 04 1997 07:13AM' P01 BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) . School District Buildinb Dnpurtmont No. A.P. Number Jurisdiction: ED City County Property Owner l L C.� vf_� �1 1-4 L`' f! /c -t, / e__ Property Location/Address + ` C c r- ' Subdivision Lot No. Residential Development E=1 FS]Sq. Footage C7 No of Living Mobile Home Addition_ _ (Group R) Units Installation ©N= 2i!1 f 'i- Commercial/Industrial Building Sq. Footage New Addition (including "terior Roofed Areas) Date mum runs rovievveu ay aWnoui LJ16XI-IGL rereonneq District Identification No. % IlAt A.& -L School District certifies that (Applicant) / 7 /0 (Street Address) (Phono Number) - -�b ;��, 5I410 icily) has complied with the requirements of Resolution No. representing' v / square feet. J , School District Representative (State) (Zip Code) by payment of 8 a B 2926 $ VULL MITIGATION to Date ?' Paid by Check A �Remarks: Noflce: You may protest the imposition of the fees Identified above by submitting a written protest to the District, In compliance with Government Code Section 88020(a), within 80 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 (CEGA). 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) feefo-77x19 12197)dmm TOd WULO:TT L66T TS 'Inf 0T8SLL84T6T : 'ON 3NOHd ADIW-13H NODI : W06 -d /�/10eGoPM FROM CAMBRIDGE_CONSULTING 9163455812 w H C 44 L I THOA11A CAMBRIDGE CONSULTING Lighting Design by Michael L. McCombs P.O. Box 9098 Chico, CA 95927-9098 Phone & Fax (916)-345-5812 *** Pager (916)-540-8274 E-MAIL= MLM4CA,�v1@AOL.COM For ; KicklLrA IV. HelM►r.K SSSS c,�vt se-}- o0.KS I)rive. Pa (-a.& j se- J C lq 9 5-9 6 9 -Ed-cement ,Sfor-er-oom L;3kt SPec_ 9:10 Ll 2-4012-04-5 Lk// Two CTE. FyO4P41 LAMPS FUI-L I,�1A7TAGE Fy0 T12 RS 0 U P. 2 RESIDENTIAL PLAN CHECKING GUIDE SINGLE FANULY, DUPLEX A1ND MISCELLANEOUS ONLY A1: • %.� NUMBER:PLAN CHECKER: A -P. _ T / — e'�/ Zoning requirements: (side yards and number of permitted living units). Valuation. Plans signed by designer. Proper description of work on application. Existing violations on property. Items on data sheet, (Impact Fees, Environmental Health, Developer Fees, etc.). Recorded notice of violation. Complete parcel size and dimensions. Setbacks, side yards, easements, etc. Other buildings or structures. Grading, fills and/or drainage. Flood hazard. Special conditions on creation map (Noise, S.R.A., Fire Sprinklers, Water Tender, Trees, etc.). F.A.U. & F.A.S. road setback. Building or utilities across lot lines (Record form). Complete to scale plan with dimensions. Required windows for light and ventilation (Section 1203). Required windows for second exit (Section 310.4). Skylights (Section 2409 & 2603.7). 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. Conventional Construction - Unusually Shaped Buildings (Section 2326.5.4). Standard bracing or engineered design (Section 2326.1 1.3). Clerestory requiring balloon framing and/or engineering. Three story building requiring engineered calculations and plans. Foundation plan complete enough to construct building. Floor construction details complete enough to construct building. Elevations and wall construction details complete enough to construct building. Roof construction details complete enough to construct building. Ratter ties or bearing ridge beam. Fireplace construction details and calc. if necessary. Garage door and/or porch header sizes. Stud heights. , Adobe soil. -.special foundation design. Retaining walls requiring design. Special Inspection requirements. Pleader size. March 1996 3.2 .SV - s ADD 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 150 1). Roof covering type - (fire hazard). Foam insulation - protection. 36" halls and stairways. Living area over garage - complete Y -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. Energy design. ' Flashing at all exterior openings. C.D.F. responsible area requirements. i �.�:.. � iii % "-% "•-' , Oul -oxo . �(Vy— March 1996 3.3 pill FROM CAMBR I DGE_COrvSULT I NG,,9r 63x55812 P CAMBRIDGE CONSULTING Lighting Design by Michael L. McCombs P.O. Bot 9098 Chico, CA 95927-9098 Phone & Fax (916)-345-5812 *** Pager (916)-540-8:74 E-MAIL= MLM4CAM@AOL.COM !. For : Rickc.rA N. Helr^kc.K �S55 Jg"vt.se+ Oa KS-Trive- Pa.ra.&!.sel C A 9 5-9 69 L l T NON/A w/ Two FU /- - U '' APPROVEd Butte County .Environmentw. Heam / -7-30, 97 Data r� �Siana�wre Rdsement $+dr -e room L ,'3 ht ,Spec- - LAND DEVELOPMENT BUILDING/ ENVIRONMENTAL HEALTH -PERMIT. CLEARANCE Building Permit No. /CoPsR, jZor� NAMEOWNERS9.1 l l l NUMBER: lS_- ��V" / PRINT LAST NAME FIRST COUNTY ZONING Z �Q DESIGNATION: --/+ I /4 FLOOD ZONE: FLOOD MAP: APPROVED: DEED INFORMATION: DATE OF CREATION: CONDITIONALLY APPROVED: v RESOLVE PROBLEMS PRIOR TO APPROVAL: PARCEL CREATION BY DEEDS OR MAP DEED REFERENCE: /.o7 Ac. SwN5Er oAKr OR, LEGAL ACCESS PROVIDED: YES NO LEGAL ACCESS REQUIRED: YES NO COMPLIES WITH COUNTY STANDARDS FOR DEED CREATION: YES NO COMMENTS/CONDITIONS: MAP INFORMATION: c�.�,yov- 2��vcr� Esr�rr�s DATE OF RECORDING 12 13 LOT BOOK 1-30 PAGE 3 COMPLIANCE WITH OLD SUBDIVISION 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 BU/LD/NG DIVISION UNLESS 0THERW/SE NOTED. X1. Maintain a 50 ft. building setback from centerline of road. 2. Maintain a ft.building setback from right-of-way/centerline of 3. Maintain a 100 ft. leachfield setback from all existing wells. 4. Maintain a ft. leachfield setback from _ 5. Pay water tender fees in the amount of $ to Battalion Number of the Butte County Fire Department. X6. Meet the Fire Safe Regulations of Butte County and P.R.C. 4290. X7. Connect to a public water supply. 8. Connect to a public sewer system. _ 9. 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. 10. Pay T.D.D. (Thermalito Drainage District) fee in the amount of $ 11. Meet the requirements of the Department of Fish and Game for the preservation of oak trees. (See phone number below) — 12. Obtain approval from the Department of Fish and Game for vegetation removal. Contact Fish & Game at 916-355-7010. _ 13. A traffic mitigation fee for each new or additional living unit shall be paid. Pay the amount of $ as stated in the Oroville Area Traffic Mitigation Fee Agreement. Payment to be made to the Phuvdng Division. _ 14. 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. X15. Deer Mitigation fees are to be paid, if such fees have been adopted by the Butte County Board of Supervisors. X 16. Pay school impact mitigation fees. X 17. A development impact fee for sheriff facilities shall be paid pursuant to the provisions of Chapter 3, Article II of the Butte County Code. _ 18. 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. _ 19. 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. 20. ZO ' EAS6M E 1 T x012 L/ G 1+T- 112 Tb Ce KErT rrt,67j� of 8())L0/A16S Flo M C -y G 6 Dt-' YWwSr-T o A r 2f> -c/ � 21.yrf'z,,r-R-5 a/% /N eXcelI of -3ofz�o y^�Jul7-i+61-Cs (=yi2 Se w'*6 6 V eS fVo ta-L SFS /30 M G ) 22. 23. 24 25 AIO IQN0I303 ONVI 311(18 30 A1Nf100 9661 C Z AVW ®3ni3338 LD 9/95 • C:\WP51VORMS.K\BLDGPERM.CLR - Items Submitted at the Building, Division Counter TO BE COMPLETED BY THF, PERSON TRAINS1 T17ING INFORMATION .-It..rncori Tal— 4�120/2TY Received By. Date: 17 -&2.775F Projec:._?drw_. ,. PCIAetiuity No Itvn(s) Delit:ered By: mPwY Contort Person: �' / Phone Not Ifvn(s) Being Delivered Rtuisiora # # of Capies. 2 3. 4. 5. 6. 7. 8. 9. 10. Obiecd r ( j as requested by. r \` i J For review and comments. [ ><I For -approval. ( j For Your Mes. ( l Other. >. 41;`tti r' Page No. 3 02/14/96 MASTER NAME TERMINI WEST LASSEN AVENUE CUSSICK AVE TO ESPLANADE WEST LIBERTY COURT END TO WEST LIBERTY RD WEST LIBERTY ROAD END TO HWY 99 WEST LINCOLN AVENUE CITRUS AVE TO ESPLANADE WEST LINCOLN STREET LINCOLN ST TO MITCHELL AVE WEST LINDO AVENUE HWY 32 TO WEST ESPLANADE DR WEST NINETEENTH STREET NORMAL AVE TO PARK AVE WEST NINTH AVENUE MAGNOLIA AVE TO ESPLANADE WEST NINTH STREET OAK ST TO MAIN ST WEST PARK DRIVE AUROA CT TO PONDEROSA WAY WEST RIO BONITO ROAD HWY 99 TO BIGGS CITY LIMITS WEST SACRAMENTO AVENUE ESPLANADE TO RIVER ROAD WEST SANDRA LANE SANDRA LANE TO END WEST SECOND AVENUE NORTH CEDAR ST TO ESPLANADE WEST SECOND STREET OAK ST TO MAIN ST WEST SEVENTEENTH STREET END TO PARK AVE WEST SEVENTH AVENUE ARCADIAN AVE TO ESPLANADE WEST SEVENTH STREET HICKORY ST TO MAIN ST WEST SEVENTH STREET POMONA AVE TO HICKORY ST WEST SHASTA AVENUE BAY AVE TO ESPLANADE WEST SIXTEENTH STREET END TO PARK AVE WEST SIXTH AVENUE NORTH CHERRY ST TO ESPLANADE WEST SIXTH STREET OAK ST TO MAIN ST WEST STREET END TO NORTH ST WEST TENTH AVENUE CITRUS AVE TO ESPLANADE 0 OT0 , Butte County Public Works Department o 0 7 County Center Drive, Oroville, CA 95965 ° _- . ° Phone: (916)-538-7681 • Fax: (916)-538-2140 o o '= UN DATE: 9� FAX TRANSMITTED TO: Name: Company: ■ NUMBER OF PAGES: �• (INCLUDING THE COVER SHEET) . Location: Fax Number: FAX TRANSMITTED FROM: Name: Lompany: Phi —AL • • • • �� • : •• COMMENTS: Original Letter to Follow: ❑Yes ❑ No 4,t 1. BUILDING PERMIT FEES OF $1,157..95 2. SCHOOL DISTRICT FEE FORM 3. SHERIFF FEES = $360.00 4. DRIVEWAY PERMIT 5. RECORDED AG ACKNOWLEDGEMENT STATEMENT 6. GEORGE HAD SOME QUESTIONS FOR DANIEL DOBBIE. HE SPOKE WITH HIM 6/17/96. I DO NOT KNOW THE SPECIFIC QUESTIONS. GEORGE IS NOT IN THE OFFICE TODAY SO I AM UNABLE TO ASK HIM. LINDA SEXTON 02/05/1997 17 s _ :3, 916:-3459743 r, DANIEL J UDEBIE Professional E,ngimer 21i hlavfa.ir Uril,e Chsco, �.3 ��59?3 Telephone irax (916) 345-4-1-43) PAGE 01' It. "CEIVED FEB' -1" B 1997 BUTTE COUNTY BUILDING DIVISION June 19, 1996 Job No. 96019f County of Butte Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 Attention: PvIr. George Kellogg Re: )-Helmick Residence, Plan Check Corrections; Ed hoiland , Architect Sunset Oaks Dtive..Paradise Dear Mr. Kellogg, Following are responses to your plan check comments which you gave to me by phone Jure 17, 1996- 1. The project site is at 320 feet above sea level elevation which is well below the 1500 foot cut off elevation above which snow loading is required, Therefore no change has-been,;nade to the roof or seismic loading. 2, The area of exposure (Ae) for wind loading on page 30 of the calculations has been revised to include the frill vertical projection of the house minus one half of the wind load to the first floor wall which is transferred directly to the foundation. Wind loading now governs the lateral design and pages 30 through 46 have been revised and the necessan changes to the drawings have been made. 5�RV1rq- "D Ell 31 MCI + '� � TMUO.) JTTUE- 'v:QI21vic 71r IQ.Ii"F{ v 02,'05x'1997 17:33 9163454743 2 DANIEL J DOBEIE PAGE 02 3. Shear loads from the second floor wall over the garage header are transferred to the adjacent first floor shear wails, northwest and northeast walls, which w,e directly adjacent to the north wall containing the garage door opening— The wall containing the garage door opening is not considered a shear wall since the rerna.ining panels do not meet the required aspect xatius foo- shear wails. Therefore the shear loads are taken through the drag/chord connections shown as a maximum drag force of 2.34 kips on cafe page 46. The floor shear walls at the northwest and northeast walls are designed for the additional load per calc pages 38 through 40. The garage header is designed for shear wall leads per calc page 44. If you have any other questions please give me a call. Respet ffully� rN Daniel JrDobbie C42O28 i�-- 2 DANIEL J DOBEIE PAGE 02 3. Shear loads from the second floor wall over the garage header are transferred to the adjacent first floor shear wails, northwest and northeast walls, which w,e directly adjacent to the north wall containing the garage door opening— The wall containing the garage door opening is not considered a shear wall since the rerna.ining panels do not meet the required aspect xatius foo- shear wails. Therefore the shear loads are taken through the drag/chord connections shown as a maximum drag force of 2.34 kips on cafe page 46. The floor shear walls at the northwest and northeast walls are designed for the additional load per calc pages 38 through 40. The garage header is designed for shear wall leads per calc page 44. If you have any other questions please give me a call. Respet ffully� rN Daniel JrDobbie C42O28 _'.a � � _ h _ � s. •taa'yV S W ILI, °,aril ,9/o frsry mof3 biusm 9111 mini tsol -=.Q' E .?Ilam irsda looft Jricl in-;utbs 9di 'b.. 'Jr: Ar inllitnO) Law r1tion 9dS 01 )a,-yDs(bs Y11001rbi .,:�. 1,,Al ,o�,�nr» ion 2, pnlnsgo',00b tj�Alr,c 00' pninifitno4, j t 1 + .n .q-';� rlgtb Uytivayl wit 1wr+l Ion ob eftmbq �nrmallu-,i '• ..tf Yb:� -12 ••' �' t�' , .,Un; lj6lb °'rlf 1igu3UII fit'Aw till; 2twl 1891tt 9dJ �fx 'soft 9ft l dt' 5pq A:) no 1'qO k S to laidl gs-rb t .L'.� - R. r'•i' _ .711+ . t, ;6,iUlj:ut s grit lot bwpy.ob 9is i+isw 1PE*djion bm -iN 1. t)ne ict oon' tnf; 21 19689'�l 9kj= i bd) vt, ILW k t;,Ti 91/1> OeOlq W011 lip TWO OM t)Vbd UU) 11 r'I.�.l.yt�cy�a " \y I + j3J i 1(i L 6"-L:.0 W *..Help Hospitalized Veterans Mr Richard Helmick i 5110PenhRd819 Paradise, CA 95989-8831 F 1 f 1997 S��iD�GC��TY ��LLE CS' PM LD 0& FEB /� g1 {'Ir{r��lrlr{r{err{iis�r i{��riltlr{liar{i�ririil{ir�{rrt{rlirll � .. ri 7k dw Af o!) CCp,Q�c��rrxo uJ /w cl - OWNER:_IREC' D BY DATE: AP# G S ",;6 `i --)J PERMIT NUMBER: TIME: RESIDENTIAL COMMERCIAL 00000000000000000000000000000000000000000000000000000 0,7-000-00000000000000000000000000000000000000000 ,FROM DATA -SHEET REQUIRED BEFORE PERMIT ISSUANCE REQUESTED BY PLAN CHECKER ENGINEERING OTHER/COMMENT: 00000000000000000000000000000000000050-o .1 REQUESTED BY CORRECTION NOTICE _ YES ITEM: LOCATION IN BUILDING WHERE CHANGE OCCURS: 000000000000000000000000000000000000000000000000000000000000000000000a0000000a000000000a000000000ac MAIL TO OWNER: MAIL TO CONTRACTOR. CALL #: WHEN APPROVED PROCESS AS FOLLOWS AND HOLD FOR PICKUP AT THE O 6Li)Vi L Lt!�- OFFICE DELIVER WITH NEXT INSPECTION 00000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000c REVISED PC FEES PAID: RECEIPT# $23.00 $46.00 NOT REQ'D 02/10/1997 12:59 A 9163454743 June 19, 1996 Job No. 96019 DANIEL J DOBBIE DANIEL L DOBBIE Professional Engineer 20 Mayfair Drive Chico, CA 95973 Telephone /Fax (916) 345-4743 PAGE 01 County of Butte Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 Attention: Mr. George Kellogg Re: Helmick Residence, Plan Check Corrections, Ed Hoiland , Architect Sunset Oaks Drive, Paradise r ' Dear Mr. Kellogg, Following are responses to your plan check comments which you gave to me by phone June 17, 1996: 1. The project site is at 320 feet above sea -level elevation which is well below the 1500 foot cut off elevation above which snow loading is required. Therefore no change has been made to the roof or seismic loading. 2. The area of exposure (Ae) for wind loading on page 30 of the calculations has been revised to include the full vertical projection of the house minus one half of the wind load to the first floor wall which is transferred directly to the foundation. Wind loading now governs the lateral design and pages 30 through 46 have been revised and the necessary changes to the drawings have been made. 02/10/1997 12:59 91.63454743 2 DANIEL J DOBBIE PAGE 02 3. Shear loads from the second floor wall over the garage header are transferred to the adjacent first floor shear walls, northwest and northeast walls, which are directly adjacent to the north wall containing the garage door opening. The wall containing the garage door opening is not considered a shear wall since the remaining panels do not meet the required aspect ratios for shear walls. Therefore the shear loads are taken through the drag/chord connections shown as a maximum drag force of 2.34 kips on calc page 46. The floor shear walls at the northwest and northeast walls are designed for the additional load per talc pages 38 through 40. The garage header is designed for shear wall loads per calc page 44. If you have any other questions please give me a call. Respectfully, Daniel J. Dobbie ' C42028 02/11/1997 09:37 9163454743 DANIEL J. DOBBIE Professional Engineer 20 Mayfair Drive Chico, California 95973 Phone/Fax (916) 345-4743 FAX TRANSMITTAL, To: 8 UT` e' DANIEL J DOBBIE PAGE 01 Job No. 9 Coo l I Date 2 Ann. QieGt= Lo GG Project: ELWi1C15. 4zeFS10S1Ve--r-- Transmitting The Following: For: Herewith 3Z, Approval Delivery Information Separate Checking Status: Your Use Preliminary Files In Progress Processing Final Review -Comment As Requested Message: ' C.C. to Signed 02/11/1997 09:37 9163454743 DANIEL J DOBBIE PAGE 02 DANIEL J. DOBBIE Professional Engineer 20 Mayfair Drive Chico, CA 95973 Phone(Fax (916) 345-4743 Page: 30 Job: No.96019 • Revision Date: June 1998 Helmick Residence LATERAL ANALYSIS SINCE HOUSE IS OCTAGONAL LATERAL LOADS WILL BE CONSIDERED SYMMETRICAL ABOUT 4 AXES SEISMIC FACTOR: V m (Z I C/ Rw) W SEISMIC ZONE: ZONE 3 ZONE FACTOR (Z): 0.3 IMPORTANCE FACTOR (1): 1.00 PERIOD FACTOR (C): 2.75 FORCE RESISTING SYSTEM FACTOR (Rw): 8 FINAL SEISMIC FACTOR (Z 1 C / Rw) _ 0.1031 x W DING MASS OU ROOF: .017 • (56"2 -16.4"2 ' 2 + 230) • 1.054 = 50.7 KIPS 2ND FLR: ((.007 +.0198) / 2 +.04)* 2071 = 110.6 KIPS EXT WLLS .008.8/2.20.71 • (6 + 9.5/2) = $.5 -KIPS INT WLLS: (INCLUDED IN 2ND FLOOR) TOTAL 169.8 KIPS 17.5 KIPS WIND PRESSURE IP). P = Ce • Cq • qs • Iw WIND EXPOSURE: C EXPOSURE WIND SPEED: 75 MPH MAXIMUM HEIGHT OF STRUCTURE (H): 30 FT COMBINED HEIGHT. EXPOSURE, AND GUST FACTOR (Ce): Ft FV OF W Nn EAPO,%M HEIGHT ((U Ce = �_(_h Col AROVE GRAOF j�T) 30' - 40' h1 0 1.31 0.00 25' - 30' h2 = 5 1.23 6.15 20'- 25' h3 = 5 1.19 5.95 15' - 20' h4 = 5 1.13 5.65 01-15, h5 = a 1.06 15j TOTAL No 30 TOTAL (hCe) 33.85 FINAL. FACTOR (Ce'): Ce' _ (h CO-) / h' 1.122 PRESSURE COEFFICIENT (Cq) (METHOD 2): 1.3 WIND STAGNATION PRESSURE (qs): 15 PSF WIND IMPORTANCE FACTOR (tw): 1.00 FINAL WIND PRESSURE (P): 21.87,PSF AREA OF WIND LOADING: (DEDUCT 1/2 FIRST LEVEL) BUILDING WIDTH (Wb) (AT GROUND LEVEL): 50 FT ELEVATION OF LOWEST DIAPHRAGM (Hd): 11 FT AREA OF EXPOSURE (Ae): 1309 SG FT ADJUSTED AREA (AO') (1/2 OF IST LVL TO GRND): 1034 30 FT • WIND LOADING (Yw)* 22.6 KIPS WIND GOVERNS 02/11/1997 09:37 9163454743 DANIEL J DOBBIE PAGE 03 DANIEL J. DOBBIE Professional Engineer 20 Mayfair Drive Chico, CA 95973 Phone/Fax (916) 345-4743 Page: 31 Job: No.96019 ' Revision Date: June 1996 Helmick Residence SHEAR DISTRIBUTION (DIAPHRAGMS & CHORDS) SIESMIC SHEAR DISTRIBUTION, DIAPHRAGM SHEARS, CHORD FORCES DISTRIBUTE SEISMIC LOADS VERTICALLY Y TOTAL SEISMIC LOAD: (PAGE 28) 17.5 KIPS GROUND LEVEL SHALL BE AVERAGE OF GARAGE FLOOR (0) AND +2.5' W h = wh vdwrwh v ROOF 50.7 23.25 1178.78 0.52 9.14 KIPS 2ND FLR 110.6 9.75 1Q78.35 0.48 MKIPS T w h= 2257.13 T v- 17.50 KIPS ROOF DIAPHRAGM: (WIND GOVERNS) TOTAL LOAD TO ROOF (Vr): - .02187' 509 = 11.1 KIPS ' DIAPHRAGM WIDTH (VI): 46.44 FT W = 20.71 + ((20.71/2 A0. 5)A2 + 20.71A2)/ 50 " 2 DIAPHRAGM LENGTH (L) 50 FT MAXIMUM DIAPHRAGM UNIT SHEAR (vmax): 0.120 KLF ALLOWABLE UNIT SHEAR (va): (CASE 3) 160 PLF • ROOF DIAPHRAGM: 19/32" PLYWOOD C -DX UNBLOCKED (32116) BOUNDRY & EDGE NAIL = 8d @ 6" o.c. FIELD NAIL = 8d @ 12• O.C. FLOOR DIAPHRAQM: WIND LOAD TO FLOOR (Vwfl) 11.5 KIPS " TOTAL SEISMIC LOAD TO FLOOR (Vsfl): 8.36 KIPS DIAPHRAGM WIDTH (VI/): 46.44 FT DIAPHRAGM LENGTH (L) 50 FT MAXIMUM DIAPHRAGM UNIT SHEAR (vmax): 0.124 KLF ' ALLOWABLE UNIT SHEAR (va): (CASE 3) 180 PLF FLOOR DIAPHRAGM: 3/4" T & G PLYWOOD C -DX UNBLOCKED (48/24) BOUNORY & EDGE NAIL • 8d Q 6" O.C. FIELD NAIL = 8d 9 12" o.c. ROOF CHORD FORCES: MAXIMUM CHORD FORCE (C=T) C = T = V'U(8"V1/) 1.49 KIPS FLOOR CHORD FORCES: MAXIMUM CHORD FORCE (C=T) C - T = V'U(8'VII) 1.55 KIPS TOP WALL PLATE SPLICE: TOP WALL PLATE 2 - 2 x 6 02 CROSS SECTIONAL AREA (1 - 2 x 6) 8.25 IN"2 ALLOWABLE TENSION PARALEL TO GRAIN (Ft) 0.575 KSI LOAD DURATION FACTOR (Cd) 1.33 SIZE FACTOR (Ct) 1.3 ADJUSTED ALLOWABLE TENSION (Ft) 0.994 KSI MAXIMUM ALLOWABLE CHORD FORCE (Tatlow) 8.2 KIPS OK TOP WALL PLATE NAILING: (USE 16d COMMON NAILS) ALLOWABLE LOAD TO 16d BOX 0.079 KIPS NUMBER REQUIRED 2.31(.079.1.33) = 14 NAILS USE: 16.16d BOX NAILS TYPICAL ROOF & FLOOR 2 - 2 x 6 #2 TOP WALL PLATES ELATE SPLICES: 6'- 0" MIN. LAP AT SPLICES W/ 16.16d BOX NAILS • BETWEEN SPLICES 02/11/1997 09:37 9163454743 DANIEL J. DOBBIE Professional Engineer 20 Mayfair Drive Chico, CA 95973 Phone/Fax (916) 345-4743 DANIEL J DOBBIE DISTRIBUTION OF LOADS TO PERIMETER SHEAR WALLS EQMRAXaAy0TE SYMMETRY OF OCTAGONAL STRUCTURE ALLOWS TYPICAL LOADING TO BE APPLIED TO ANY ONE OF FOUR AXES. (X, Y. U, Z) U. 14.645' e ........ 20.71' 41 14.645' y DIAPHRAGM PLAN PAGE 04 Page: 32 Job: No' 95019 Date: May 1996 Helmick Residence LOAD 0119][FtI.13UTION ABQUI ANY ONE AxI -4 DISTRIBUTE WIND AND SEISMIC DIAPHRAGM LOADS TO ALL AFFECTED ' SHEAR WALLS EXCEPT THE TWO WALLS PERPENDICULAR TO THE LOADED AXIS. THIS WILL INCLUDE TAKING SHEAR LOADS INTO WALLS SKEWED AT 45 DEGREES. EXAMPLE N i "' b'.O F APPLY 9.44 KIPS OF DIAPHRAGM LOAD TO THE X AXIS. ONE HALF OF THET LOAD 04T KIPS) WILL GO TO WALLS b, c, AND d ABOVE THE X AXIS, AND THE OTHER HALF (+.61 KIPS) WILL GO TO WALLS f, g, AND h BELOW THE X AXIS. 54907 METHOD OF j,QgQ QjSTRIBUTION AT ONE SIDE .DISTRIBUTE SHEARS TO WALLS BASED ON PROJECTED TRIBUTARY LENGTH. EXM LE SHEAR AT WALL b (X AXIS) SHALL BE � .14.645 / 50 =4-84 K SHEAR AT WALL c SHALL BE An5I ` 20.71 / 50 = 4-4WK 5.5S 2, INCREASE LOAN AT SKEWED WALLS INCREASE LOADS AT THE SKEWED WALLS BY THE SQUARE ROOT OF 2 (1.414). THE RESULTING Y AXIS COMPONENT OF WALL b IS EQUALLY OFFSET BY THE CORRESPONDING'Y AXIS COMPONENT OF WALL g. THEREFORE THE TENDENCY FOR DIAPHRAGM ROTATION IS NEGLIGIBLE. SLEK- SHEAR AT WALL b (U AXIS) SHALL BE3A'' 1.414 =A -69-K THEREFORE AS SHOWN SHEAR FORCES AT ALL 6 WALLS, IN THE DIRECTION OF WALL, SHALL BE EQUAL. 02/10/1997 12:59 9163454743 DANIEL J DOBBIE PAGE 03 DANIEL J. DOBBIE aD Professional Engineer 20 Mayfair Drive Chico, CA 95973 Phone/Fax (916) 3454743 ROOF SHEAR WALL AT WEST SIDE SOUTH AND SOUTHEAST WALLS SAME fj"EAgOLLF.CTED TO WALL LINE: (PAGE 30) Page: 33 Job: No.96019 • Revision Date: June 1996 Helmick Residence TOTAL SHEAR COLLECTED TO WALL LINE (V):. 2.30 KIPS ' PANEL SIZES: HFIGHT WIDTH, P1: 9.00 FT 4.33 FT P2: 9.00 FT JJI FT TOT WIDTH 8.88 FT RESULTING UNIT SHEAR AT SHEAR PANELS (v): 0.21% KLF ' ALLOWABLE SHEAR (va): 380 PLF ' ZEE A SHEAR WAL ' 18/32" STRUCT II C -C EXT -APA PLYWOOD EDGE NAIL W/ 8d @ 4" O.C. ' w PW,� Pro E— v P1X 'It P2 M Rd W L Pup PANEL P1 DATA: (PANEL P2 SAME) PANEL WIDTH (W): 4.33 FT -PANEL HEIGHT (H): 9 FT TOTAL SHEAR RESISTED BY PANEL (V): 1.15 KIPS DOES WIND OR SEISMIC GOVERN? WIND IS HEIGHT OF THE STRUCTURE > 1/2 OF THE WIDTH NO UNIT DEAD LOAD TO PANEL (W):.017' 6 * .01 ' 8 = 0.182 KLF APPLIED LEFT DOWN LOAD (PId (NEGL 2.75 K BM) 0.00 KIPS APPLIED RIGHT DOWNLOAD (Prd): "142.12 / 2 = 0.86 KIPS APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP) 0.00 KIPS PANEL P1 Rig$ (PANEL P2 SAME) OVERTURNING MOMENT (Mot): 10.4 KIP FT RESISTING MOMENT (Mr): 5.4 KIP FT NET OVERTURNING MOMENT (Mnet): 5.0 KIP FT LEFT DOWN LOAD REACTION (Rd): 2.78 KIPS RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) -1.14 KIPS SIMPSON 'HD2A" ON 3x OK 1.666 KIPS SIMPSON'SSTB18' ANCHOR TO STEM WALL 4.42 KIPS SHEAR, WALL SILL PLATE ATTACHMENT: 2x OR 4x SILL PLATE? 2x SILL PL ALLOWABLE LOAD TO 16d BOX NAIL 0.079 KIPS ALLOWABLE SHEAR PER 3/4" BOLT, 0.72 KIPS MINIMUM SPACING AT 16d BOX NAILS 6 " O.C. MINIMUM SPACING AT 3/4" BOLTS 43 "o•c. USE: 32 " O.C. HD REQ'D 02/10/1997 12:59 9163454743 DANIEL J DOBBIE PAGE 04 DANIEL J. DOBBIE Page: 34 Professional Engineer Job: N0.96019 a 20 Mayfair Drive • Revision Date: June 1998 Chico, CA 95973 Phone/Fax (916) 345-4743 Helmick Residence ROOF SHEAR WALL AT NORTH SIDE NORTHEAST AND EAST WALLS SIMILAR NEAR COLLEC ][ED IQ WALL: (PAGE 30) TOTAL SHEAR COLLECTED TO WALL LINE (V): 2.30 KIPS PANEL SIZES: HEIGN_T_ WIDTH ALL SHEAR TO Pt: 9.00 FT LU FT 8.33' PANEL TOT WIDTH 8.33 FT RESULTING UNIT SHEAR AT SHEAR PANELS (v): 0.278 KLF ALLOWABLE SHEAR (va): 360 PLF 1)TF S.1F 6132" STRUCT II C -C EXT -APA PLYWOOD EDGE NAIL W/ 8d @ 4" O.C. w Pld,� Prd P1 • H Rd- W Rup ELEV TION NORTH ROOF SHEAR WALL FANIFLP7 DATA* PANEL WIDTH (V1f7: 4.33 FT PANEL HEIGHT (H):+ 9 FT TOTAL SHEAR RESISTED BY PANEL (V): 1.20 KIPS DOES WIND OR SEISMIC GOVERN? WIND UNIT DEAD LOAD TO PANEL (w):.017.6 + .01 •8 = 0.182 KLF APPLIED LEFT DOWN LOAD (Pld (NEGL 2.75 K BM) 0.00 KIPS APPLIED RIGHT DOWN LOAD (Prd): .142.812 = 0.57 KIPS PANEL RESULTS: OVERTURNING MOMENT (Mot): 10.8 KIP FT RESISTING MOMENT (Mr): 4.2 KIP FT NET OVERTURNING MOMENT (Mnet): 6.6 KIP FT LEFT DOWN LOAD REACTION (Rd): 2.88 KIPS RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) -1.52 KIPS SIMPSON'HD2A" ON 2x TO STEM WALL BELOW 1.566 KIPS SIMPSON'SSTB16' ANCHOR TO STEM WALL 4.42 KIPS TYPE A SHEAR WALL SILL PLATE ATTACHMENT: 2x OR 4x SILL PLATE? 2x SILL PL ALLOWABLE LOAD TO 16d COMMON NAIL 0.105 KIPS ALLOWABLE SHEAR PER 3/4" BOLT 0.72 KIPS MINIMUM SPACING AT 16d COMMON NAILS 6 O.C. USE: 4 " o.c. MINIMUM SPACING AT 314" BOLTS 42 "o.c. USE: 32 " o.c. HD REQ'D 02/10/1997 12:59 9163454743 DANIEL J DOBBIE PAGE 05 DANIEL J. DOBBIE �D Professional Engineer 20 Mayfair Drive Chico. CA 95973 Phone/Fox (916) 345-4743 ROOF SHEAR WALL AT NORTHWEST WALL,8b"g!gQLLECTFQ To (PAGE 30) TOTAL SHEAR COLLECTED TO WALL LINE (V): Page: 35 .lob: N0.95019 Revision Date: June 1998 Helmick Residence SIDE 2.30 KIPS PANEL SIZES: H&QHT � P 1: 9.00 FT 5.67 FT P2: 9.00 FT UL FT • TOT WIDTH 11.34 FT RESULTING UNIT SHEAR AT SHEAR PANELS (v): 0.203 KLF ALLOWABLE SHEAR (va): 360 PLF ' ME a RiwFnR w L 16132" STRUCT 11 C -C EXT -APA PLYWOOD EDGE NAIL W/ 8d @ 4" 9.c- ' w Pld,� + Prcl� p1 P2 H W Rup Rd NATION NORTHWEST ROOF 3H PANEL P1 DAIAt (PANEL P2 SAME) PANEL WIDTH (W): 5.67 FT PANEL HEIGHT (H): 9 FT TOTAL SHEAR RESISTED BY PANEL (1/): 1.15 KIPS DOES WIND OR SEISMIC GOVERN? WIND IS HEIGHT OF THE STRUCTURE > 1/2 OF THE WIDTH NO UNIT DEAD LOAD TO PANEL (w):.017.6 + .01' 8 = 0A82 KLF APPLIED LEFT DOWN LOAD (Pld): .142.2 / 2 ' 0.14 KIPS APPLIED RIGHT DOWN LOAD (Prd): .142' 212 = 0.14 KIPS PANEL P1 (;E lLML (PANEL P2 SAME) OVERTURNING MOMENT (Mot): 10.4 KIP FT RESISTING MOMENT (Mr): 3.7 KIP FT NET OVERTURNING MOMENT (Mnst): 6.6 KIP FT LEFT DOWN LOAD REACTION (Rd): 2.48 KIPS RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) -1.17 KIPS SIMPSON'H02A" ON 2x TO STEM WALL BELOW 1.666 KIPS SIMP80N 'SSTH16' ANCHOR TO STEM WALL 4.42 KIPS TYPE A SHEA$ WALL SILL -LATF ATTAC EbM 2x OR 4x SILL PLATE? 2x SILL PL ALLOWABLE LOAD TO led BOX NAIL 0.079 KIPS ALLOWABLE SHEAR PER 3/4" SOLT 0.72 KIPS MINIMUM SPACING AT 16d BOX NAILS 6 " O.C. MINIMUM SPACING AT 3/4" BOLTS 57 "O.C. - USE: 32 " o.c. HD REO'D 02/10/1997 12:59 9163454743 DANIEL J DOBBIE PAGE 06 DANIEL J. D013131E Page: 36 Professional Engineer Job: Na.96019 D 20 Mayfair Drive' Revision Date: June 1998 Chico, CA 95973 Phone/Fax (916) 3451743 Helmick Residence FLOOR SHEAR WALL AT WEST SIDE SOUTHWEST WALL SIMILAR " SHEAR COLLECTOR WALL LIN (ROOF + FLOOR) 2.30 + 11.512.20.71/50 = TOTAL SHEAR COLLECTED TO WALL LINE (N): 4.88 KIPS PANEL SIZES: HEIGHT WIDTH P1: 11.00 FT 4.33 FT P2: 11.00 FT MFT TOT WIDTH 10.66 FT RESULTING UNIT SHEAR TO SHEAR PANELS (v): 0.439 KLF ALLOWABLE SHEAR (va): 480 PLF TYPE B SHEAR WALL: 15/32" STRUCT II C -C EXT -APA PLYWOOD EDGE NAIL W1 6d a 3" O.C. W Pld,� Prd 4;TPup P1 P2 H Rd�� Rup ELEVATION WEST FLOOR SHEAR WALL PANEL P1 DATA: PANEL WIDTHIM: 4.33 FT PANEL HEIGHT (H): 11 FT TOTAL SHEAR RESISTED BY PANEL (1): 1.90 KIPS ' DOES WIND OR SEISMIC GOVERN? WIND UNIT DEAD LOAD TO PANEL (w):.0534'8+.01.11 0.430 KLF APPLIED LEFT DOWN LOAD (Pld): (PAGE 31) 2.55 KIPS APPLIED RIGHT DOWN LOAD (Pr ):.320' 1212 = 1.92 KIPS APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP) PANEL P1 RESULTS: -0.91 KIPS OVERTURNING MOMENT (Mot): 24.9 KIP FT ' RESISTING MOMENT (Mr): 12.3 KIP FT HD REQ'D NET OVERTURNING MOMENT (Mnet): 12.5 KIP FT ' LEFT DOWN LOAD REACTION (Rd): 8.31 KIPS ' RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) -2.89 KIPS ' ALLOWABLE UPLIFT SIMPSON'HDSA' ON 4x 4.01 KIPS OK SIMPSON'SSTB1d' ANCHOR 4.42 KIPS TYPE B 8HEAR W.� jA L DILL PLATE A]ACHMENT: 2x OR 4x SILL PLATE? .2x SILL PL ALLOWABLE SHEAR PER 3140 BOLT 0.72 KIPS MAXIMUM SPACING AT 314" BOLTS 26 'o.c. • USE: 24 "O.C. " 02/10/1997 12:59 9163454743 DANIEL J. DOBBIE - Professional Engineer 20 Mayfair Drive Chico, CA 95973 Phone/Fax (916) 345-4743 DANIEL J DOBBIE PAGE 07 Page: 37 Job: N0.96019 • Revision Date: June 1996 Helmick Residence FLOOR SHEAR WALL AT WEST SIDE (CONT.) SOUTHWEST WALL SIMILAR SHg COLLECTOR WALL LIN (ROOF+FLOOR) 2.30 + 11.512' 20.71150 TOTAL SHEAR COLLECTED TO WALL LINE (1n: - 4.68 KIPS ` PANEL SIZES: _ HEIGHT P1: 11.00 FT WIDiki— 4.33 FT P2: 11.00 FT fiFr TOT WIDYN 10.88 FT RESULTING UNIT SHEAR TO SHEAR PANELS (v): 0.439 KLF ' ALLOWABLE SHEAR (va): 480 PLF TYPE B SHEAR WALL, 15132" STRUCT II C -C EXT -APA PLYWOOD EDGE NAIL W/ 8d @ 3" o.c. PANEL P2 DAIL PANEL WIDTH (W): 8.33 FT PANEL HEIGHT (H): 11 TOTAL SHEAR RESISTED BY PANEL (V): IPS 2.78 KIPS DOES WIND OR SEISMIC GOVERN? WIND UNIT DEAD LOAD TO PANEL (w):.0534'6+.01'11 0.430 KLF APPLIED LEFT DOWNLOAD (Pld .472-1212- 2.83 KIPS APPLIED RIGHT DOWN LOAD (Prd): 0.00 KIPS APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP) -0.91 KIPS PANEL P2 RESULTS. OVERTURNING MOMENT (Mot): 38.3 KIP FT 8.8 KIP FT HD REVD RESISTING MOMENT (Mr): NET OVERTURNING MOMENT (Moet): 27.7 KIP FT ' LEFT DOWN LOAD REACTION (Rd): 9.02 KIPS RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) -4.38 KIPS ' .2.75 K DEAD LOAD FROM HIP BEAM H2 + DOWN LOAD FROM ADJACENT SHEAR WALL +'CB' BASE ADEQUATE TO RESIST UPLIFT USE UPLIFT FOR FOUNDATION DESIGN 02/10/1997 12:59 9163454743 DANIEL J DOBBIE PAGE 08 DANIEL J. DOBBIE Page: 38 �D Professional Engineer Job: NO.96019 20 Mayfair Drive * Revision Date: June 1996 Chico, CA 95973 Helmick Residence Phone/Fax (916) 3464743 FLOOR SHEAR WALL AT NORTHWEST SIDE (ROOF + FLOOR) 2.30 + 11.512' 20.71/50 = 4.86 INCLUDE 1/2 LOAD FROM NORTH FLOOR WALL WHICH IS NOT A SHEAR WALL TOTAL SHEAR TO WALL LINE (V4.68 + 4.68/2' 1.414 = 7.99 KIPS PANEL SIZES:E1Q --MdDTH— P1: 11.00 FT 4.00 FT P2: 11.00 FT 5.67 FT P3: 11.00 FT 4Aa FT TOT WIDTH 13.67 FT RESULTING UNIT SHEAR TO SHEAR PANELS (v): 0.584 KLF ' ALLOWABLE SHEAR Iva): 640 PLF i1MF C SHEAR WAL ' LT11 C -C EXT -APA �DDEGE NAWSd @ 2oCTAOGE 4x FRAMING @ ADJOINING PANEL EDGES WL - Pld'� 1"pup T Rd V H EAR WALL PANEL P4 DATA (PANEL P3 SAME) PANEL WIDTH (Vi): 4 FT PANEL HEIGHT (H): 11 FT TOTAL SHEAR RESISTED BY PANEL (V): 2.34 KIPS ' DOES WIND OR SEISMIC GOVERN? WIND UNIT DEAD LOAD TO PANEL (w): .0534'7+.01.11= 0.484 KLF APPLIED LEFT.DOWN LOAD (Pld): (PAGE 33) 2.26 KIPS APPLIED RIGHT DOWN LOAD (Prd):.484 " 3 / 2 = 0.73 KIPS APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP) 0.00 KIPS PANS • (PANEL P3 SAME) OVERTURNING MOMENT (Mot): ,. 25.7 KIP FT ' RESISTING MOMENT (Mr): 6.8 KIP FT HD REQ'D NET OVERTURNING MOMENT (Mnet): 18.9 KIP FT ' - LEFT DOWN LOAD REACTION (Rd): 8.88 KIPS " RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) -4.74 KIPS ' ALLOWABLE UPLIFT SIMPSON'HD6A' ON 4x 5.10 KIPS OK' SIMPSON ISST62V ANCHOR 8.89 KIPS " 2x OR 4x SILL PLATE? 4x SILL PL ALLOWABLE SHEAR PER 3/4" BOLT 1.61 KIPS MAXIMUM SPACING AT 314" BOLTS 44 "o.c. USE: 32 "o.c. 02/10/1997 12:59 9163454743 DANIEL J. 008131E Professional Engineer 20 Mayfair Drive Chico, CA 95973 Phone/Fox (916) 3454743 DANIEL J DOBBIE PAGE 09 Page: 39 Job: No.96019 • Revision Date: June 1998 Helmick Residence FLOOR SHEAR WALL AT NORTHWEST SIDE `CONT.) SHEAR COLLECTOR WALL LIN (ROOF + FLOOR) 2.30 + 11.5/2' 20.71/50 = 4.68 INCLUDE 1/2 LOAD FROM NORTH FLOOR WALL WHICH IS NOT A SHEAR WALL TOTAL SHEAR TO WALL LINE (V4.66 + 4.68/2' 1.414 = 7.99 KIPS PANEL SIZES: _ HEIGHT wnmH P1: 11.00 FT 4.00 FT ,P2: 11.00 FT 5.67 FT P3: 11.00 FT 4.1& FT TOT WIDTH 13.67 FT RESULTING UNIT SHEAR TO SHEAR PANELS (v): 0.584 KLF ALLOWABLE SHEAR (va): 640 PLF TVPE C SHEAR WALL: 16132" STRUCT 11 C.0 EXT -APA PLYWOOD EDGE NAIL W/ 8d @ r, O.C. (STAGGERED) 4x FRAMING @ ADJOINING PANEL EDGES PANEL P2 DATA: PANEL WIDTH ('1111): .. 5.67 FT PANEL HEIGHT (H): 11 FT TOTAL SHEAR RESISTED BY PANEL (1/): 3.31 KIPS ' DOES WIND OR SEISMIC GOVERN? WIND UNIT DEAD LOAD TO PANEL (w): .0534.9+.01.11- 0.591 KLF APPLIED LEFT DOWN LOAD (Pid):.59.4/2-.94= 0.24 KIPS APPLIED RIGHT DOWN LOAD (Prd):.59.3/2+2,28= 3.14 KIPS APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP) 0.00 KIPS PANEL P2 RESULTS: OVERTURNING MOMENT (Mot): 36.5 KIP FT ' RESISTING MOMENT (Mr): 27.3 KIP FT HD REVD NET OVERTURNING MOMENT (Mnet): 9.2 KIP FT " LEFT DOWN LOAD REACTION (Rd): 8.34 KIPS " RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) -1.61 KIPS ' ALLOWABLE UPLIFT SIMPSON 'HDW ON 4x 5.10 KIPS OK • SIMPSON'SSTBZ8' ANCHOR 8.88 KIPS ' 02/10/1997 12:59 9163454743 DANIEL J DOBBIE PAGE 10 DANIEL J. DOBBIE Page. 40 aD Professional Engineer Job: No.M19 20 Mayfair Drive Date: June 1996 Chico, CA 95973 HalMick Residence Phone/Fox (916) 3454743 FLOOR SHEAR WALL AT NORTHEAST SIDE EAST, SOUTHEAST, AND SOUTH WALLS SIMILAR SHEAR COLLEC108 W&L LIN (ROOF + FLOOR) 2.30 + 11.512 * 20.71150 = 4.68 INCLUDE 1/2 LOAD FROM NORTH FLOOR WALL WHICH IS NOT A SHEAR WALL TOTAL SHEAR TO WALL (V): 4.68 + 4.68/2.1.414 = 7.99 KIPS • PANEL SIZES: HEIGHT WIDTH P3: e.00 FT AVjj FT TOT WIDTH 20.71 FT RESULTING UNIT SHEAR TO SHEAR PANELS (v): 0.388 KLF ALLOWABLE SHEAR (ve): 480 PLF ' ME B SHEAR WAL • 16132" STRUCT II CZ EXT -APA PLYWOOD EDGE NAIL W/ 8d @ 3" o.c. WL Pld,� Prd P1 H Rd�, W � up ELEVJION NORTHEAST FLOOR SHEAR WALL PANEL P1 DATAo PANEL WIDTH (W): 20.71 FT PANEL HEIGHT (H): 6 FT TOTAL SHEAR RESISTED BY PANEL 11/): 7.99 KIPS DOES WIND OR SEISMIC GOVERN? WIND . UNIT DEAD LOAD TO PANEL (w): .0534*6+.01'6= 0.380 KLF APPLIED LEFT DOWN LOAD (Pld): (PAGE 32) 2.58 KIPS APPLIED RIGHT DOWN LOAD (Prd):.184*6116.71/20.71 1.19 KIPS APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP) 0.00 KIPS PANEL P1 RESULT$: OVERTURNING MOMENT (Mat): 47.9 KIP FT ' RESISTING MOMENT (Mr): 106.1 KIP FT NO OT NET OVERTURNING MOMENT (Mnet): 0.0 KIP FT ' LEFT DOWN LOAD REACTION (Rd): 11.64 KIPS RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) 0.00 KIPS NO HOLDOWN8 REQUIRED TYPE 8 ANEAB W" BILL PLATE An&GHMENTO 2x OR 4x SILL PLATE? 2x SILL PL ALLOWABLE SHEAR PER 3/4" BOLT 0.72 KIPS MAXIMUM SPACING AT 3/4" BOLTS 30 "o.c. USE: 24 "o.c. ' 02/10/1997 12:59 9163454743 DANIEL J. DOODIE Professional Engineer 20 Mayfair Drive Chico, CA 95973 Phone/Fax (916) 345-4743 DANIEL J DOBBIE PAGE 11 Page: 41 Job: No.913019 • Revision Date: June 1998 Helmick Residence NORTHWEST WALL STEM WALL FOOTING (NORTH, EAST, 6 SOUTHEAST WALLS SIMILAR) STEM WALL LQAD)W HIP BEAM LOADS AT ENDS TAKEN BY FOOTINGS LENGTH OF STEM WALL (L) 20.67 FT PANEL P1 DOWNLOAD (Pd1) 9.66 KIPS ' DISTANCE Pd1 FROM LEFT END 0.00 FT PANEL P1 UPLIFT LOAD (Pup1) (NEGATIVE UP) 4.74 KIPS ' DISTANCE Pupt FROM LEFT END 4.00 FT PANEL P2 DOWNLOAD (Pd2) 8.34 KIPS ' DISTANCE Pd2 FROM LEFT END 5.00 FT PANEL P2 UPLIFT LOAD (Pup2) (NEGATIVE UP) -1.61 KIPS ' DISTANCE Pup2 FROM LEFT END 13.67 FT PANEL P3 DOWNLOAD (Pd3) 9.66 KIPS ' DISTANCE Pd3 FROM LEFT END 16.67 FT PANEL P3 UPLIFT LOAD (Pup3) (NEGATIVE UP) -4.74 KIPS ' DISTANCE Pup3 FROM LEFT END 20.67 FT WEIGHT OF STEM WALL (WS) .15-2020.67= 8.20 KIPS TOTAL SHEAR TO WALL (1/) 7.99 KIPS DISTANCE V APPLIED ABOVE BOTTOM OF STEM WA 2.00 FT Pd1 Pup1 Pd2 Pup2 Pd3 4' 4' 5.67' 3' 4- A wmax NORTHWEST WALL STEM WALL FOO NG STEM_ WALL ANALYSIS: SUM OF VERTICAL LOADS (SV) 22.77 KIPS OVERTURNING MOMENT ABOUT A (Mot) -154.92 KIP FT RESISTING MOMENT ABOUT A (Mr) 291.83 KIP FT NET MOMENT (MneQ 135.90 KIP FT LOCATION OF SOIL REACTION RESULTANT FROM A { 5.01 FT MAXIMUM SOIL REACTION(wma OUTSIDE KERN 2.52 KLF MINIMUM SOIL REACTION (wmin) KLF SEF RF -SU -F Pup3 V NO O.T. 02/10/1997 12:59 9163454743 DANIEL J. DOBBIE Professional Engineer 20 Mayfair Drive Chico, CA 95973 Phone/Fax (916)345-4743 DANIEL J DOBBIE PAGE 12 Page: 42 Job: No -96019 • Revision Date: June 1996 Helmick Residence NORTHWEST WALL STEM WALL FOOTING (CONT.) A,TEM WALL DESIGN: STEM WALL WIDTH (W) 0.5 FT STEM WALL DEPTH (D) 2.25 FT WIDTH OF FOOTING AT BOTTOM OF STEM WALL 2.00.FT MAXIMUM SOIL PRESSURE gmax w wmax / W 1.120 KSF OK CONCRETE COMPRESSIVE STRENGTH (t'c) 2500 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCING DEPTH (d) d = D•12 - 3.5 23.5 IN, STRENGTH REDUCTION FACTOR (phi) 0.9 STRENGTH METHOD LOAD FACTOR 1.3 WIND MAXIMUM GRADE BEAM MOMENT (Mmax) (PAGE 43) 26.8 KIP FT ULTIMATE MOMENT (Mu) 34.8 KIP FT ` REINFORCING STEEL RATIO (p) 0.002419 < penin USE: REINFORCING STEEL RATIO (p') 0.003333 AREA OF REINFORCING STEEL REQUIRED (Asreq"d) 0.470 IN"2 USE: 2 - #4 CONT. T. & B. AS EA IN"2 MAXIMUM SHEAR AT (Vmax): 9.63 KIPS ` ULTIMATE SHEAR (Vu) 12.5 KIPS ALLOWABLE SHEAR FOR CONCRETE (phiVC) 11.99 KIPS NO SHEAR REINF REO'D STEM WALL REINFORCING: MINIMUM VERTICAL As (Asv) .0012 * Ag = 0.0864 IN"2 USE: 04 @ 18" o.c. As =A33 IN"2 MINIMUM HORIZONTAL As (Ash) .0020 " A® = 0.144 IN"2 USE: #4 @ 16" o.c. As =.1503 IN"2 NORTHWES 6" WIDE STEM WALL x WALL FOOTIW 7 - 3" OVERALL DEPTH TYPICAL ALL STEM WALL W12-#4 @ TOP & 3 - #4 @ BOTTOM FOOTINGS "@ 18" (V) & 04 @ 16" (H) 2'- 0" WIDE x 12" THICK FOOTING W CO C OeJ SA 9 0 U m 'c�� O W W " u. �ot� 4a�U` 0 D = a im MEMBER DETAILED ANALYSIS Load Comb 1: BDL♦FTL #SEI WIND Memb I. I - 2 Property CD1 Shape - Length 20.67 ft Max Shear : Location . Min Shear : Location - Max Moment: Location Min Moment: Location 8.24 x 7.85 ft -9.63 K 0.00 ft 26.77 K -f t 3.53 ft -21.06 K -f t 16.74 f t Max ♦Def 1 0.0177 in Location 5.56 ft Max -Def 1 --0.O014 in Location 17.36 ft Max Unck : MO Calc Unity Check Mot Calculated Shear Moment Deflected Shape Options': S=Shear M =Monent D =lief l ected U =Unity Enter =SuMmaru Esc =Quit. 02/10/1997 12:59 9163454743 DANIEL J DOBBIE PAGE 14 DANIEL J. DOBBIE z< Avg Professional Engineer 20 Mayfair Drive Chico, CA 95973 Phone/Fax (916) 345-4743 Page: 44 Job: N0.96019 • Revision Date: June 1998 Helmick Residence WIND LOAD TO GARAGE HEADER BEAM H83 (PAGE 28) RESULTING UNIT SHEAR AT SHEAR PANELS W: 0.276 KLF PANEL WIDTH (W): 4.33 FT PANEL HEIGHT (H): 9 FT TOTAL SHEAR RESISTED BY PANEL (V): APPLY RIGH 1.20 KIPS DOES WIND OR SEISMIC GOVERN? WIND UNIT DEAD LOAD TO PANEL (w):.017.6 + .01 ` 8 = 0.182 KLF APPLIED RIGHT DOWN LOAD (Pid):.142' 8 / 2 = 0.57 KIPS PANEL PI BESULTSw OVERTURNING MOMENT (Mot): 10.6 KIP FT RESISTING MOMENT (Mr): 1.7 KIP FT NET OVERTURNING MOMENT (Mnet): 9.0 KIP FT LEFT UPLIFT REACTION (Rup): (NEGATIVE UP) -2.09 KIPS RIGHT DOWN LOAD REACTION (Rd).- 3.46 KIPS LOCATION Rd FROM LEFT END OF HEADER 6.00 FT SPAN LENGTH (L) 16 FT TRIBUTARY FLOOR WIDTH 6" 2312 = 11.5 FT FLOOR DEAD LOAD (FDL) 7 + 2.8 + 10 = 19.8 PSF FLOOR LIVE LOAD (FLL) 40 PSF UNIFORM FLOOR DEAD LOAD (UFDL) 0.228 KLF UNIFORM FLOOR LIVE LOAD (UFLL) 0.480 KLF UNIFORM BEAM LOAD (UWDL) 0.030 KLF TOTAL UNIFORM LOAD (TUL) 0.718 KLF 4' PANEL ROOF LOAD (Prp) .182' 8 = 1.46 KIPS LOCATION Prp FROM LEEFT END 14.00 FT RESULTS: MAXIMUM RIGHT REACTION (Rr) 6.31 KIPS MAXIMUM LEFT REACTION (RI) 8.08 KIPS LOCATION OF ZERO SHEAR FROM LEFT END 6.45 FT MAXIMUM BENDING MOMENT (Morax) 35.6 KIP FT TRIAL SIZE; 5 118" x 15 GLB BEAM DEPTH (d) 15 IN BEAM WIDTH (b) 5.125 IN MOMENT OF INERTIA (1) 1441.4 IN"4 MODULUS OF ELASTICITY (E) 1800 KSI ALLOWABLE BENDING (Fb) 2.400 KSI RESISTIVE SHEAR BASE. VALUE (Vr) 8.45 KIPS RESISTIVE MOMENT BASE VALUE (Mr) & VOLUME ADJUSTMENT* 38.4 KIP FT LOAD DURATION EAGMR LOAD DURATION FACTOR (Cd) 1.3 MAXIMUM SHEAR (Vmax) Vmex = Pmax • (w' d/12) 7.41 KIPS FINAL RESISTIVE SHEAR (Vr) Vr = Vr • Cd 11.24 KIPS VOLUME FACTORS (Cv) 1.005 ADJUSTED RESISTIVE MOMENT (Mr) Mr' = Mr' Cd" C UNSUPPORTED COMPRESSION FLANGE: 51.3 KIP FT SLENDERNESS FACTOR (RB) RB = pe'dV2)11.5 14.3 FACTOR (lu / d) 12.8 EFFECTIVE LENGTH (le) le = 1.63 lu + 3 d 358 IN FACTOR (KbE) (GLUE -LAMINATED TIMBER) 0.609 FACTOR (FBe) F8e = KbE•E/RB"2 5.382 FINAL ADJUSTED RESISTIVE 13ENDING MOMENT (Mr 49.4 KIP FT HEADER BEAM H939 ADEQUATE FOR WIND LOADING OK OK >7 OK 02/10/1997 12:59 9163454743 DANIEL J. DOBBIE Professional Engineer 20 Mayfair Drive Chico, CA 95973 Phone/Fax (916) 3454743 DANIEL J DOBBIE PAGE 15 Page: 45 Job: No.96019 • Revision Date: June 1996 Helmick Residence ROOF CHORD TIE CONNECTIONS AT HIP BEAMS pESIGN DATA: MAXIMUM CHORD FORCE (PAGE 31) 1.48 KIPS ' USE: 5/8" TENSION BOLT THROUGH HIP BEAM ALLOWABLE TENSION ON 5/8" MB 6.1 KIPS OK USE: 518' MB'S THROUGH ENDS OF DOUBLE 2X TOP WALL PLATES HOLDING POWER OF BOLTS IN WOOD: SINGLE SHEAR IN SAWN LUMBER WITH STEEL SHEAR PLATE CONNECTIONS ALL LOADING PARALLEL TO (TRAIN WOOD SPECIES: DOUGLAS FIR LARCH RESEARCH AGENCYISPECIFICATION: NATIONAL DESIGN SPECIFICATION ADJUSMENT FACTORS ASSUMED CONSTANT: WET SERVICE FACTOR (CM): SEASON'D, DRY USE CM = 1.0 TEMPERATURE FACTOR (Ct): T < 100 F Ct = 1.0 GEOMETRY FACTOR (CG): APPLIED TO WOOD CG =1.0 1994 UBC TABLE 23411"A: ADJUSMENT FACTORS FOR CONNECTIONS LOW WRATION GROUP AC33ON EACi48 FACTOR LATERAL Z' = Z CD Cg APPLY ADJUSTMENT FACTORS TO NOMINAL Z VALUES FROM CHART LOAD DURATION FACTOR (CD): 1.33 EQ OR WIND EARTHQUAKE OR WIND LOAD CD = 1.33 GROUP ACTION FACTOR (Cg): Cg = m(1-m"(2'n))/(n((1+Rea *MA n)(1+m)-1+MA(2•n))'(1+Rea)/(1-m) GROSS CROSS-SECTIONAL AREA MAIN MEMBER(Am 18:5 IN1,2 GROSS CROSS-SECTIONAL AREA SIDE PLATE (As) 0.75 IN112 DIAMETER OF BOLT (D) 0.625 IN MAIN MEMBER THICKNESS (tm) 3 IN MODULUS OF ELASTICITY MAIN MEMBER (Em) 1600000 PSI MODULUS OF ELASTICITY SIDE PLATE (Es) 29000000 PSI NUMBER OF FASTENERS IN A ROW (n) 2 CENTER TO CENTER SPACING OF FASTENERS (s) 3 IN Rea = Es'As/Em•Am 0.8239 V = (270000)-(D"1.5) 133409 u - 1+vs/2'(1/(Em'Am)+1/(EeAs)) 1.02 M = u -(u"2-1)".5 0.83 FINAL GROUP ACTION FACTOR (Cg) 0.998 FINAL 11PILTING CONFIGURATION DESIGN VALUE (7') (KIPS): DESIGN VALUE Z FROM TABLE 23411-K 1.13 KIPS Z'=Z•CD•Ca•n 3.00 KIPS OK ROOF CHORD TIE USE: 2 - 6/8 MB TO TOP PLATES CONNECTIONS AT W/ 1 - 6/8" DRAG BOLT THRU HIP BEAM HIP BEAMS: 1/4" STEEL BRACKET 02/10/1997 12:59 9163454743 DANIEL J. DOBBIE Professional Engineer Q Q 20 Mayfair Drive Chico, CA 95973 Phone/Fox (916) 345.4743 DANIEL J DOBBIE PAGE 16 Page: 48 Job: No -98019 Revision Date: June 1998 Helmick Residence FLOOR CHORD S DRAG CONNECTIONS AT CORNERS DESIGN DATA; 0 MAXIMUM CHORD FORCE (PAGE 31) 1.55 KIPS MAXIMUM DRAG FORCE (F) (PAGE 39) 4.68/2a 2.34 KIPS ' USE: SIMPSON 'CMST14' COIL STRAP CUT TO LENGTH AND BENT AS REQUIRED MAXIMUM ALLOWABLE TENSION 'CMST14' 6.788 KIPS DESIGN REQUIRED END LENGTH (EL) BASED ON NAIL SHEAR NAIL MOLES PROVIDED FOR 2 -16d BOX NAILS (M 31/2" O.C. 4. TORPLATES CORNER POST STRAP y_ • CORNER PLAN STRAP LENGTH AND 1yNNG QUIRED ' POST WIDTH 5.51N DISTANCE TO FIRST NAIL 4.25 IN ALLOWABLE SHEAR ON 18d BOX NAIL (ve) 0.101 KIPS 94 UBC TABLE 23 -III -LL BOX NAILS IN METAL SIDE PLATES ' LOAD DURATION FACTOR (Cd) 1.33 SEIS NUMBER OF NAILS REQUIRED F / (Cd " va) - 17 16d NAILS' USE: 18.16d NAILS' END LENGTH REQUIRED {EL) 1612.3.6 +1.75 33.25 IN ' TOTAL STRAP LENGTH (TL) 2'33.26+2.4.26+6.5= 80.6 IN ' FLOOR CHORD 8 SIMPSON 'CMST14' COIL STRAP G CUT TO 6' .8 112- LENGTHS & BENT 8T CORNERS: W/ 18 -16d BOX NAILS EACH END. CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 1 CF -1R Project Title.......... House for Dick Helmick Date........ 05/10/96 Project Address........ Sunset Oaks Drive ******* Paradise, California *v4.50* Q Documentation Author... Donna Wallace ******* Build ng Perm t Wallace Energy Consulting 399 East 9th Avenue PlanC e /'Date Chico, CA 95926 916-893-4982 Field Check/ Date Climate Zone.. ..... 11 Compliance Method...... MICROPAS4 v4.50 for 1995 Standards by Enercomp, Inc. MICROPAS4 v4.50 File-HELMICK2 Wth-CTZ11S92 Program -FORM CF -1R User#-MP0995 User -Wallace Energy Consulting Run -House for Dick Helmick GENERAL INFORMATION Conditioned Floor Area..... 2080 sf Building Type .............. Single Family Detached Construction Type ......... New Building Front Orientation. Front Facing 90 deg (E) Number of Dwelling Units... 1 Number of Stories.......... 1 Floor Construction Type.... Raised Floor Glazing Percentage......... 18.2 % of floor area Average Glazing U -value.... 0.71 Btu/hr-sf-F BUILDING SHELL INSULATION Component Frame Cavity Sheathing Assembly Type Type R -value R -value U -Value Location/Comments Wall Wood R-17.8 R-0 0.065 Typical Door n/a R-0 R-n/a 0.330 Entry Roof Wood R-11 R-19 0.031 Typical Roof Wood R-30.7 R-0 0.035 Vaulted Clg. FloorExt Wood R-19 R-0 0.048 Garage/Storage Floor Wood R-19 R-0 0.037 Crawlspace FENESTRATION # of Interior Over - Area U- Pan- Shading/ Exterior hang/ Framing Orientation (sf) Value es Description Shading Fins Type Window Front (E) 10.0 0.720 2 Drapes.Std None Yes Metal Door Front (SE) 80.0 0.720 2 Drapes.Std None Yes Metal Door Left (S) 80.0 0.720 2 Drapes.Std None Yes Metal Window Left (SW) 28.0 0.720 2 Drapes.Std None Yes Metal Door Back (W) 80.0 0.720 2 Drapes.Std None Yes Metal Window Back (NW) 12.0 0.720 2 Drapes.Std None Yes --metal Window Back (NW) 24.0 0.570 1 Drapes.Std None es None Window Right (N) 32.0 0.720 2 Drapes.Std None ��� yetal Window Right (NE) 32.0 0.720 2 Drapes.Std ,� '� eta1 � p � CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 2 CF -1R Project Title.......... House for Dick Helmick Date........ 05/10/96 MICROPAS4 v4.50 File-HELMICK2 Wth-CTZ11S92 Program -FORM CF -1R User#-MP0995 User -Wallace Energy Consulting Run -House for Dick Helmick Equipment Type Furnace ACSplit HVAC SYSTEMS Minimum Duct Duct Thermostat Efficiency Location R -value Type 0.800 AFUE Crawlspace R-4.2 Setback 10.50 SEER Crawlspace R-4.2 Setback WATER HEATING SYSTEMS Number in Tank Type Heater Type Distribution Type System Storage Gas PipeInsulation Tank External Energy Size Insulation Factor (gal) R -value 1 0.600 EF 50 R-12 i SPECIAL FEATURES/REMARKS Recommended gas furnace: Payne 383KAV036070 (or approved equal) 53,000 Btu/hour heating output and 80.0 AFUE This unit has been certified to the CEC. Reference: CEC Database File dated 03/13/96. This file has been downloaded by the documentation author. Recommended air conditioner: Payne 594DN036 (or other CEC certified unit with a minimum 10.5 SEER) 35,000 Btu/hour cooling output and 11.2 SEER The unit has been certified to the CEC. Reference: CEC Database File dated 03/13/96. This file has been downloaded by the documentation author. Recommended gas water heater: A.O. Smith FGR -50-218 or A.O. Smith FGR -50-218D (or other approved equal) 60.0 Energy Factor This water heater has been certified to the CEC. Reference: P400-93-024 page 133 Water heating -system requires R-4 (or greater) pipe insulation to be applied to 3/4 inch or larder, non -recirculating hot water mains in addition to the insulation required by the Standards, Section 150(j) (first five feet from water heater). CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 3 CF -1R Project Title.......... House for Dick Helmick Date........ 05/10/96 MICROPAS4 v4.50 File-HELMICK2 Wth-CTZ11S92 Program -FORM CF -1R User#-MP0995 User -Wallace Energy Consulting Run -House for Dick Helmick COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title -24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. When this certificate of compliance is submitted for a single building plan to be built in multiple orientations, any shading feature that is varied is indicated in the Special Features/ Remarks section. DESIGNER or OWNER DOCUMENTATION AUTHOR Name.... Ed Hoiland Name.... Donna Wallace Company. A.I.A., Architect Company. Wallace Energy Consulting Address. 1700 Greenhaven Lane Address. 399 East 9th Avenue Chico, California Chico, CA 95926 Phone... (916) 343-4008 Phone... 916-893-4982 License. C 13892��/9� �Oh�n4L"OY�-� S�1o�9G, Signed.. Signed.. ate (date) ENFORCEMENT AGENCY Name.... Title... Agency.. Phone... Signed.. (date) Mandatory Measures Checklist: Residential MF-lR Project Title House for Dick Helmick Date 05/10/96 NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterick (*) may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as binding minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION I DESIGNER I ENFORCEMENT Building Envelope Measures R-30 *150(a): Minimum R-19 ceiling insulation. By Contractor 150(b): Loose fill insulation manufacturer's labeled R -value. N/A *150(c): Minimum R-13 wall insulation in framed walls (does not apply to exterior mass walls). R-19 150(d): Minimum R-13 raised floor insulation in framed floors; minimum R-8 in concrete raised R-19 Indirect hot water tanks (e.g. unfired storage tanks or backup solar hot water tanks) floors. N/A 150(1): Slab edge insulation - water absorption rate no greater than 0.3%, water vapor transmission rate no greater than 2.0 perm/inch. Fiberglass 118: Insulation specified or installed meets California Energy Commission quality By Contractor standards. Indicate type and form. Batts 116-17: Fenestration Products, Exterior Doors and Infilitration/Exfiltration Controls All buried or exposed piping insulated in recirculating sections of hot water system. a. Doors and windows between conditioned and unconditioned spaces designed to limit air Cooling system piping below 55 degrees Fahrenheit insulated. Leakage. 5. b. Manufactured fenestration products have label with certified U -value, and By Contractor *150(m): Ducts and Fans infiltration certification. Ducts constructed, installed and sealed to comply with UMC Sections 1002 and 1004; c. Exterior doors and windows weatherstripped; all joints and penetrations caulked and ducts insulated to a minimum installed value of R-4.2 or ducts enclosed entirely sealed. within conditioned space. N/A 150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. 150(f): Special infiltration barrier installed to comply with Section 151 meets Commission quality standards. N/A 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs 1. Masonry and factory -built fireplaces have: a. Closable metal or glass door b. Outside air intake with damper and control By Contractor c. Flue damper and control 2. No continuous burning gas pilots allowed. Space Conditioning, Water Heating and Plumbing System Measures 110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Commission. By Contractor HVAC equipment and water heater - See CF -1R Page 2. By Contractor 150(1): Setback thermostat on all applicable heating systems. 150(j): Pipe and Tank Insulation 1. Indirect hot water tanks (e.g. unfired storage tanks or backup solar hot water tanks) have insulation blanket (R-12 or greater) or combined interior/exterior insulation (R-16 or greater). 2. First 5 feet of pipes closest to water heater tank, non -recirculating systems, By Contractor insulated (R-4 or greater). 3. All buried or exposed piping insulated in recirculating sections of hot water system. 4. Cooling system piping below 55 degrees Fahrenheit insulated. 5. Piping insulated between heating source and indirect hot water tank. *150(m): Ducts and Fans 1. Ducts constructed, installed and sealed to comply with UMC Sections 1002 and 1004; ducts insulated to a minimum installed value of R-4.2 or ducts enclosed entirely within conditioned space. By Contractor 2. Exhaust fan systems have backdraft or automatic dampers 3. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. 114: Pool and Spa Heating Systems and Equipment 1. System is certified with 78% thermal efficiency, on-off switch, weatherproof N/A operating instructions, no electric resistance heating and no pilot light. 2. System is installed with: a. At least 36" pipe between filter and heater for future solar heating. N/A b. Cover for outdoor pools or outdoor spa. 3. Pool system has directional inlets and circulation pump time switch. 115: Gas-fired central furnace, pool heater, spa heater or household cooking appliance have no continuously burning pilot light. (Exception: Non -electrical cooking By Contractor appliance with pilot < 150 Btu/hr.) Lighting Measures 150(k): 40 lumens/watt or greater for general lighting in kitchens and rooms with water By Contractor closets; and recessed ceiling fixtures IC (insulation cover) approved. Residential Compliance Form January 1995 COMPUTER METHOD SUMMARY Page 1 C -2R Project Title.......... House for Dick Helmick Date........ 05/10/96 Project Address........ Sunset Oaks Drive ******* Cooling.., ....... 12.83 14.09 Paradise, California *v4.50* Water Heating.......... Documentation Author... Donna Wallace ******* Building Permit Wallace Energy Consulting 36.46 36.30 0.16 399 East 9th Avenue Plan Check Da e Chico, CA 95926 916-893-4982 Field Check/ Da e Climate Zone.. ..... 11 Compliance Method...... MICROPAS4 v4.50 for 1995 Standards by Enercomp, Inc. MICROPAS4 v4.50 File-HELMICK2 Wth-CTZ11S92 Program -FORM C -2R User#-MP0995 User -Wallace Energy Consulting Run -House for Dick Helmick Energy Use (kBtu/sf-yr) MICROPAS4 ENERGY USE SUMMARY Standard Proposed Design Design Compliance Margin Space Heating.......... 12.05 12.73 -0.68 Space Cooling.., ....... 12.83 14.09 -1.26 Water Heating.......... 11.58 9.48 2.10 Total 36.46 36.30 0.16 *** Building complies with Computer Performance *** GENERAL INFORMATION Conditioned Floor Area..... Building Type .............. Construction Type ... Building Front Orientation. Number of Dwelling Units... Number of Building Stories. Weather Data Type.......... Floor Construction Type.... Number of Building Zones... Conditioned Volume......... Footprint Area ............. Ground Floor Area.......... Slab -On -Grade Area......... Glazing Percentage......... Average Glazing U -value.... Average Ceiling Height..... 2080 sf Single Family Detached New Front Facing 90 deg (E) 1 1 ReducedYear Raised Floor 1 19073 cf 2080 sf 800 sf 0 sf 18.2 % of floor area 0.71 Btu/hr-sf-F 9.2 ft COMPUTER METHOD SUMMARY Page 2 C -2R Project Title.......... House for Dick Helmick Date........ 05/10/96 MICROPAS4 v4.50 File-HELMICK2 Wth-CTZ11S92 Program -FORM C -2R User#-MP0995 User -Wallace Energy Consulting Run -House for Dick Helmick BUILDING ZONE INFORMATION Floor # of Vent Special Area Volume Dwell Cond- Thermostat Height Vent Area Zone Type (sf) (cf) Units itioned Type (ft) (sf) HOUSE Residence 2080 19073 1.00 Yes Setback 2.0 n/a OPAQUE SURFACES Area U- Insul Act Solar Form 3 Location/ Surface (sf) value R-val Azm Tilt Gains Reference Comments HOUSE 1 Wall 135 0.065 17.8 90 90 Yes W.19.2X6.16 Typical 2 Door 23 0.330 0 90 90 Yes None Entry 3 Wall 88 0.065 17.8 135 90 Yes W.19.2X6.16 4 Wall 88 0.065 17.8 180 90 Yes W.19.2X6.16 5 Wall 140 0.065 17.8 225 90 Yes W.19.2X6.16 6 Wall 88 0.065 17.8 270 90 Yes W.19.2X6.16 7 Wall 132 0.065 17.8 315 90 Yes W.19.2X6.16 8 Wall 136 0.065 17.8 0 90 Yes W.19.2X6.16 9 Wall 136 0.065 17.8 45 90 Yes W.19.2X6.16 10 Roof 1290 0.031 30 n/a 0 Yes R.30.2X4.24 Typical 11 Roof 149 0.035 30.77 90 18 Yes R.30.2X12.16 Vaulted Clg. 12 Roof 243 0.035 30.77 135 18 Yes R.30.2X12.16 Vaulted Clg. 13 Roof 243 0.035 30.77 180 18 Yes R.30.2X12.16 Vaulted Clg. 14 Roof 155 0.035 30.77 225 18 Yes R.30.2X12.16 Vaulted Clg. 15 F1oorExt 1280 0.048 19 n/a 0 No FX.19.2X8.16 Garage/Storage 16 Floor 800 0.037 19 n/a 0 No FC.19.2X8.16 Crawlspace FENESTRATION SURFACES # of Vent SC SC Interior Area Pan- Frame Open U- Act Glass Int Shading/ Surface (sf) es Type Type value Azm Tlt Only Shade Description HOUSE 1 Window 10.0 2 Metal Fixed 0.720 90 90 0.88 0.78 Drapes.Std 2 Door 80.0 2 Metal Slider 0.720 135 90 0.88 0.78 Drapes.Std 3 Door 80.0 2 Metal Slider 0.720 180 90 0.88 0.78 Drapes.Std 4 Window 28.0 2 Metal Slider 0.720 225 90 0.88 0.78 Drapes.Std 5 Door 80.0 2 Metal Slider 0.720 270 90 0.88 0.78 Drapes.Std 6 Window 6.0 2 Metal Slider 0.720 315 90 0.88 0.78 Drapes.Std 7 Window 24.0 1 None Fixed 0.570 315 90 0.88 0.78 Drapes.Std 8 Window 6.0 2 Metal Slider 0.720 315 90 0.88 0.78 Drapes.Std 9 Window 32.0 2 Metal Slider 0.720 0 90 0.88 0.78 Drapes.Std 10 Window 32.0 2 Metal Slider 0.720 45 90 0.88 0.78 Drapes.Std COMPUTER METHOD SUMMARY Page 3 C -2R Project Title.......... House for Dick Helmick Date........ 05/10/96 MICROPAS4 v4.50 File-HELMICK2 Wth-CTZ11S92 Program -FORM C -2R User#-MP0995 User -Wallace Energy Consulting Run -House for Dick Helmick OVERHANGS AND SIDE FINS SPECIAL FEATURES/REMARKS Recommended gas furnace: Payne 383KAV036070 (or approved equal) 53,000 Btu/hour heating output and 80.0 AFUE This unit has been certified to the CEC. Reference: CEC Database File dated 03/13/96. This file has been downloaded by the documentation author. Recommended air conditioner: Payne 594DN036 (or other CEC certified unit with a minimum 10.5 SEER) 35,000 Btu/hour cooling output and 11.2 SEER The unit has been certified to the CEC. Reference: CEC Database File dated 03/13/96. This file has been downloaded by the documentation author. Recommended gas water heater: A.O. Smith FGR -50-218 or A.O. Smith FGR -50-218D (or other approved equal) 60.0 Energy Factor This water heater has been certified to the CEC. Reference: P400-93-024 page 133 Window- Overhang Left Fin Right Fin - Area Left Rght Surface (sf) Hght Wdth Dpth Hght Ext Ext Ext Dpth Hght Ext Dpth Hght HOUSE 1 Window 10.0 5.0 n/a 3.0 0.3 n/a n/a n/a n/a n/a n/a n/a n/a 2 Door 80.0 6.7 n/a 3.0 0.3 n/a n/a n/a n/a n/a n/a n/a n/a 3 Door 80.0 6.7 n/a 3.0 0.3 n/a n/a n/a n/a n/a n/a n/a n/a 4 Window 28.0 3.5 n/a 3.0 0.3 n/a n/a n/a n/a n/a n/a n/a n/a 5 Door 80.0 6.7 n/a 3.0 0.3 n/a n/a n/a n/a n/a n/a n/a n/a 6 Window 6.0 4.0 n/a 3.0 0.3 n/a n/a n/a n/a n/a n/a n/a n/a 7 Window 24.0 4.0 n/a 3.0 0.3 n/a n/a n/a n/a n/a n/a n/a n/a 8 Window 6.0 4.0 n/a 3.0 0.3 n/a n/a n/a n/a n/a n/a n/a n/a 9 Window 32.0 4.0 n/a 3.0 0.3 n/a n/a n/a n/a n/a n/a n/a n/a 10 Window 32.0 4.0 n/a 3.0 0.3 n/a n/a n/a n/a n/a n/a n/a n/a HVAC SYSTEMS Minimum Duct Duct Duct System Type Efficiency Location R -value Efficiency HOUSE Furnace 0.800 AFUE Crawlspace R-4.2 0.830 ACSplit 10.50 SEER Crawlspace R-4.2 0.860 WATER HEATING SYSTEMS Number Tank External in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal) R -value 1 Storage Gas PipeInsulation 1 0.600 50 R-12 SPECIAL FEATURES/REMARKS Recommended gas furnace: Payne 383KAV036070 (or approved equal) 53,000 Btu/hour heating output and 80.0 AFUE This unit has been certified to the CEC. Reference: CEC Database File dated 03/13/96. This file has been downloaded by the documentation author. Recommended air conditioner: Payne 594DN036 (or other CEC certified unit with a minimum 10.5 SEER) 35,000 Btu/hour cooling output and 11.2 SEER The unit has been certified to the CEC. Reference: CEC Database File dated 03/13/96. This file has been downloaded by the documentation author. Recommended gas water heater: A.O. Smith FGR -50-218 or A.O. Smith FGR -50-218D (or other approved equal) 60.0 Energy Factor This water heater has been certified to the CEC. Reference: P400-93-024 page 133 COMPUTER METHOD SUMMARY Page 4 C -2R Project Title.......... House for Dick Helmick Date........ 05/10/96 MICROPAS4 v4.50 File-HELMICK2 Wth-CTZ11S92 Program -FORM C -2R User#-MP0995 User -Wallace Energy Consulting Run -House for Dick Helmick SPECIAL FEATURES/REMARKS Water heating system requires R-4 (or greater) pipe insulation to be applied to 3/4 inch or larger, non -recirculating hot water mains in addition to the insulation required by the Standards, Section 150(j) (first five feet from water heater). HVAC SIZING Page 1 HVAC Project Title.......... House for Dick Helmick Date........ 05/10/96 Project Address........ Sunset Oaks Drive Paradise, California *v4.50* Documentation Author... Donna Wallace ******* Building Permit Wallace Energy Consulting 399 East 9th Avenue Plan Check Da e Chico, CA 95926 916-893-4982 Field Check/ Da e Climate Zone.. ..... 11 Compliance Method...... MICROPAS4 v4.50 for 1995 Standards by Enercomp, Inc. MICROPAS4 v4.50 File-HELMICK2 Wth-CTZ11S92 Program -HVAC SIZING User#-MP0995 User -Wallace Energy Consulting Run -House for Dick Helmick GENERAL INFORMATION FfoorArea ................. Volume.. ............ Front Orientation.......... Sizing Location............ Latitude... .... ........ Winter Outside Design...... Winter Inside Design....... Summer Outside Design...... Summer Inside Design....... SummerRange........ ..... Interior Shading Used...... Exterior Shading Used...... Overhang Shading Used...... Latent Load Fraction....... Description 2080 sf 19073 cf Front Facing PARADISE 39.8 degrees 30 F 70 F 99 F 78 F 34 F No No Yes 0.20 HEATING AND COOLING LOAD SUMMARY 90 deg (E) Heating Cooling (Btuh) (Btuh) Opaque Conduction and Solar...... 9104 4719 Glazing Conduction ............... 10742 5640 Glazing Solar .................... n/a 10180 Infiltration ..................... 10849 3273 Internal Gain .................... n/a 2100 Ducts ............................ 3069 1296 Sensible Load .................... 33764 27208 Latent Load ...................... n/a 5442 Minimum Total Load 33764 32649 Note: The loads shown are only one of the criteria affecting the selection of HVAC equipment. Other relevant design factors such as air flow requirements, outdoor design temperatures, coil sizing, availability of equipment, oversizing safety margin, etc., must also be considered. It is the HVAC designer's responsibility to consider all factors when selecting the HVAC equipment. l IVAC-% V E 57-0 1� j}(S--E t wYAS J R6-.D-FO07'Cr4 N-bLE� ON T-�qs J� -7-A.5 tit C om` / N J S O goo't coq`%! l y Ro �Z-,!!�-C--r�I� R a ory� Gts4F -S /-/" ON T -M C) N -/,R o L r4NUAL wALL S ct/i -Tc t� S Cz 6'o H C- H 7- S cam. c EES �.-- -9-11'�r�a�P 2 carni AQ; �,pd 3Q. -Ft� L FSC +O-Twol- .�' � ..j L 'd7 L 3 S S :9„fes .DD,,lIl�il a`JOJ 7J0? 86db:� ;d0 -� 6dcJSr=5 LSG G O ,,AD�\ S� _ i_ CSC) . c`_.. > 4 TA 75 -C) �w ;.s -' 7-18-1-S-9/ 2: d 1 RM >~FATI IRFC >r FROM CAMBRIDGE -CONSULTING 91834SS812 P.1 LOW -PROFILE WRAPAROUND NARROW BODY • 2 LAMPS • 4' RAPID START Lo Z40 L J SPECIFICATIONS Ballast Thermally -protected, resetting, Class P, HPF ballast standard. Sound rating A, CBM/ETL cP.rtifiPd UI !iritnd. Advance, GE or Universal irstalled unless otherwise specified. Wiring & Eloctrical AWM, TFN or THHN wire used throughout, rated for required temperatures. 2" diameter K.O. for easy wiring access. Larnp- �"' holders snap into r..hannP.l (individually replaceable without tools). Input watts: standard 32, energy-saving 66. Materials Metal parts die -formed from heavy -gauge steel. Metal gauges: channel and end plates 20 -gauge: channel cover 24 -gauge. Diffuser is 100% virgin acrylic, .10:1' thick. Finish Five -stage, iron -phosphate pretreatment ensures superior paint adhesion and rust reoistaneo. Channot fin0od with high -gloss, baked white enamel (85% gloss, 896/o reflec- tance). Salt spray test 500 hours. Hardness minimum 2H. Also available In 2' and tandem -wired (8') lengths • Acrylic prismatic diffuser with sonic -welded, injection -molded, luminous ends • Linear side prisms control brightness, pyramidai nodnm prisms m!rtim-iza !amp image • Continuous, interlocking support holds diffuser sscurehy, simplifies maintenance • For surface or stem mounting, unit or row installa- tion. Plug-in couplers permit row mounting without tools • Whito onamol and plates-woodgrain appliques optional • Suitable for mounting on low-density ceilings with SF? option 1'%. - DID, 'k 0, D;A. K.O. '/:'. °/.'H 12) ^ 010 K O l0; TOLE 7" pIQ �' :/: '. ii' K O Ei) r- DIA. K.O. (2) W N 01A. K.O. IA" . W NOTE (2) W." DIA. K.O. 7 2" OIA. K.O. '� '/i'a'h" K O- (2) �- -� r 1 }- •—.5'/ate 101, UL lister' and labeled 1. B. F_. W—A. F of L. Flxtllrp. r117R(Anrppd for nna year aonin.gr n1pnhanir:r;l rfpfpr'rq In mnnIlfRr:r1 ire Nmsm 5 ,,n; ?rn •wahri t reIt,ro MOUNTING DATA For unit or row installation, surface or stem mounting Unit Installation -One double -stem (4' only) or two single -stem hangers required Flow Installation -One hanger per fixture plus one per row required Approval Job Iniormntlnn TO MOUNT IN CONTINUOUS ROWS IJ I SNAPIN COUPLERS ' CDMTIIauoUa ROWS y , I N DWID UAL .,wt .fCE See ACCESSORIES on reverse for hanging devices SHEET L8 240 17 7-17-1897'10:41PM FROM CAMBRIDGE_CONSULTING 91634SS812 CAMBRIDGE CONSULTING Lighting Design by Michael L. McCombs P.O. Bot 9098 Chico, CA 95927-9098 Phone & Fax (916)-34-5-5812 *** Pager (916)-540-8274 E-MAIL= MLM4CAM@AOL.COM For _ K i Ova- roR N. 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'....- _�..�.-._.,. ..._......_.._�.� •'.� �1{i� iy J; -I 'k' �, jf� x ---_... , -�•t-� / ,. fey �'}>Ld•1, H 'F-�Y t.r A P\•i 3; .A: ,� K•� riR �\i' .i•.,,t.�•;{ ° sC)`•;.it•4� d r �, l �'.J qi t 1Ir'� t� �'yrx�t) •�u ?rzM { � w 1� :;if � yi k �� �� as y 5; � F� � { 3. � a#. l •;..r�L�tiR 7t i t .7� #,...I,r# � 4..L i`t. s'�', ,�,! � ���� 5�.�1,, .~< !�, Yx.. �' •",� L T � it' S � Yr `� t -} 311. -'�,t. V ri' h i' tG�°a:•.FK!Y.":ir_. �itvyv," i.,':f;'{t.:4. R u G--�.. .,.,� 4 rr ilg o�'�„f . )' .. ... - i ycoil 7-17=1Q-S�7- 10:aipm FROM CAMBRIDGE -CONSULTING 9153455812 Mr. Richard Helmick, continued: Page 2 SUBSTITT-MON: Fixtures and lamps of other manufacturers may be installed in place of those specified above, if they match this equipment in every feature. For a small additional fee. I can provide you a substitution list. The fixtures and lamps specified above are commonly available in Butte County. (Philips or �lvania-p5i.ax�� lamps may be substituted for the G _E- units specified above, if they are of an equivalent series, and have equal or higher CRT and lumens -per -watt ratings. Reduced wattage lamps--typicaily 34 watt-- are not advisable for this installation.) These lamps are T12, rapid start, 4 -foot. SAA TI ' N WLACE IMPACT, All installation work should be performed when children, visitors, and pets are not present; to minimize work disruption and maximize safety. Job -site hazards include: electrical shock, cuts; falls, broken glass, lifting strains, and objects falling on persons. NON NFL1C1-0F=1__N"1`ERF$ .: Cariibridge Consulting does not accept or receiv=e any finder's fees, or sales commissions from any contractor, vendor; or manufacturer. Any reference to the aforementioned entities in this .report is for your convenience only, and is not an endorsement of anyone. ACCEPTA: I have read and agree to the provisions of all of the paragraphs above; on pages one and two. I agree to remit $25 to Cambridge Consulting for this specifica- tion service. (Please sign this sheet and fax it back to me a (916) 345-5812. Thanks.) Signed: Title: Property Owner Date: Thank you for utilizing my specification and consulting service. if you have any ques- tions, please contact me at (91.6) 345-5812. Sincerely, Michael L. McCombs, Principal Cambridge Consulting (California Energy Commission RCS Auditor Certificate 4 513-4) P. 3 i .C; ' 4 i3�'�'A��it? 71gIT�.:�'l�s _.'�;~C}IAs!�'s,� t."�7A� Mil_►1i:Q1 t=vr —; ;�. � :i1gJ�niliza� .�7smtyH tsI r1�iA .-sly: •erg, isrita to zgmf bfm a97rrtxil �,,r�, i 5�. �� r� ni jtx�rrigiup5 zirtl datsrtJsdtfJ ,q rods f�t3i� 52odrto {•�; 1y J • ; ttE:..:. , , :. i it'' .Jeff nOulitedaue 8 u(q tibi-miq nss I ,sit snobibbA Gtt; 1! L, cu:. 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Boa. 9095 Chico, CA 95927-9098 Phone & Fax (916)-545-5812, **' Pager (916)-540-8274 Mr. Richard iti . Helmick 4555 Sunset Oaks Drive Paradise, CA 95969 Mr. Richard Heim.ick, July 17, 1997 Per your request, here is riie specification for the lighting for the downstairs storeroom at ;your new residence at 4551 Sunset Oaks Drive, Paradise.. CA, i confer•ed with an experienced Title 24 analyst in Chico, who confirmed that there are no particular Title 24 requirements fbr this storeroom lighting. I consulted the n.ost recent I.E.S._y.A. manual (illuminating Engineering Society of Notch America) and determined that your storeroom: is illuminance category "B". fill weighthie. This calls for an average of 10 footcandles on the floor. The attached calculation sheet displays the RCR-lumen calculation -which supports my specification. Here is the specification: Install L'_tllonia 4- LB240120ES fluorescent fixture at the existing electrical junction box i d approximately above the middle of the storeroom. Please see the attached sketch. Securely fasten this fixture to the ceiling joists above the gypsum board with screws -sure this fixture is groan; ed and wiredv in conformance to the National Electrical Code. Install two Q.� er� �1�ktri:;•. F 1U1A41 fluorescent lamps in this fixture. Be certain the lamps are securely seated within the lamp holders. Then, wipe the diffuser clean and install it. Operate this fixture with a manual throw switch. This fixture will provide an average of 10 footcandles or, the ;7oor of the storeroom, but isnot designed to provide illumination to any other adja4ent area. N'ARRAN IUS: Labor and material warranties for the products specified above ere the responsibilities of the installing contractors, vendors, and manufacturers. All installatiens shall. comply.- with all a.pplicablc codes. (INSTALLING CONTRACTOR: At job completion, please provide Mr. Helmick ,,vi.th all pro0uet installation instruction & product data sheets, and any warranty cards or sheets shipped withh the products. if any.) NOTICE: By accepting this report, you agree th:.: Enstalline contractors. vendors, and manufacturers shall be sololy responsible for the direct or indirect consequences of the installation of the specification noted above, and shall bear the costs of system rernedia- tion, repair, adjustment, replacement, or trouble -shooting after the equipment is installed. Post -installation problem resolution assistance can be provided by Cambridge Consulting, at its discretion, at additional cost to you. »> P. 4 Med Ertl t3! { i rGC�?{wd��tFWer{4. -90iM• �1 ! ;:• ry �- }�a b'�> a six < t ��5. r 4,4� �.'y, ,•. • ,+' �at�5,id°.J �, w k� % Y2. }jr�r� T,. �rj'dd' 1$t . .t - t r -'r {{ #•f y4'-'� °fit MIS All TI WA fu oma �;. a y 'rn \ tti 1RlJ ''tSl!)Jr _.71,iitfs t: ( '' Sj°IiJrl to 4fI 'qI tIi ���� �zrbalG�1�9F�Itt�}z } �` - 97si`ltafiJ fLii1J :�3ll:llta7:t1 aIt`�r'- fJtlflti) tit X2Yf t�ilt3�i IaUO0aif It)Lel; ,16tilid AM It Na�yx n� �� SF,. ` t r 1>.t ,L. r#• ih1 ;•".. tp,Y[d ib !1 1'ri'1.�,7 f I fnt� �•'�Fr�:. � 4 �^;}t tir�lf✓�'ul(���I l}��i r....��i•i.t..`Ji�l�fl��fttll3ft111l trllll�-`f711a�irj ii�� t , r Y � e :iTT f%ibti�l j '' !l.fI t ,- !7Q_jwlf i : �nf ritmullt ct Criff(�I` IQfay Into, �' ,j F, ext Y� ",� '1 [Ci �I'1(lCjr,•_i.72 �i?ILt:'i t)'.aiffi:llJibJ r19ltttJl ��� �`�, ;"�`� <a-' rfiSJ��ti�tlil G .fC<.`��tL�fi i = ��Li}�r�r► �lfity. �tfiflli'!.L►TggG {igfxiC�► :Sa :3lwyll au 19I0-'1i'r ✓• w ' ' ' .��,t�, rt' , •�:��r�}t-�;' fjti��'�� at`at.:SL� rl'.it �(&t2tt1 ,.?�.i(l ,rt gfit::l'9f1J ftf,'IIi`tr o9i13�<'It� . rJv2 9IB'iT�teS£I .3f11:Q • 11 ��% S rL til{.t (J.>:tlt 111175 �r1 .7iY� fi Gtf1J 'J ti�1:i�Y �,iJr �l?J �flti. 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Jit;J�b9tI s� �riTr W 1466MUT ikn 4�?+ Yr i �m 8w og ' 0P. o�F¢. U r 14 04-1 0 '"m 0 o L I T HONIA FROM.CAMBRIDGE_CONSULTING 9163455812 P. CAMBRIDGE COR'SL7LTING Lighting Design by Michael L. McCombs P.O. Box 9098 Chico, CA 95927-9098 Phone & Fax (916)-345-5812 *** Pager (916)-540-8?74 E-MAIL= MLM4CAM@AOL.COM For : KicKoa.rA N- He-!►��cK X555 Sc•�vL sef Oa -KS Xrive P0r-6_&iseJ CP 95969 }3asernent $+or -e room L ;3 ht ,5Pc-c- /W� z1a(- cc-, /ons O C7Z Ll 1401 2-OE,5 cwX 7FW0 �E._ FyO,5P41 L A MPS FLCL L - tt//977-AGE F#0 T12 R.5 1 1 1 1 1 1 DANIEL J. DOBBIE Professional Engineer 20 Mayfair Drive Chico, CA 95973 Telephone /Fax (916) 345-4743 STRUCTURAL CALCULATIONS FOR DICK HELMICK RESIDENCE SUNSET OAKS DRIVE. �S�-�J a I PA N 7PU b13r E PARADISE; CALIFORNIA N �/�� r ►M Ern —'-5 �L ► V'� W A lac.. Lw� 1 1 1 1 1 11 DANIEL J. DOBBIE Professional Engineer 20 Mayfair Drive Chico, CA 95973 Phone/Fax (916) 345-4743 �4ROFESS/0� O J. 0 F2 C42028 rn \`P>y� CIVIL F OF CR1.�F�� Page: 1 Job: No.96019 Date: May 1996 Helmick Residence PROVIDE STRUCTURAL ENGINEERING CALCULATIONS FOR A NEW OCTAGONAL WOOD FRAMED RESIDENCE WITH EACH SIDE MEASURING 20' - 8 1/2". THE ROOF SHALL SLOPE 4:12 WITH HIP BEAMS RUNNING FROM EACH CORNER (8) TO THE APEX OF THE ROOF. AN UNOCCUPIED PENTHOUSE SHALL BE BUILT OVER THE APEX OF THE MAIN ROOF. FLOOR FRAMING SHALL ALSO PROVIDE A CEILING FOR UTILITY AND GARAGE AREAS BELOW. STEM WALL FOOTINGS SHALL MAKE UP THE BUILDING FOUNDATIONS EXCEPT WHERE RETAINING WALLS SHALL BE REQUIRED. A WOOD DECK WILL BE CONSTRUCTED AROUND PART OF THE PERIMETER OF THE HOUSE. UNIFORM BUILDING CODE SEISMIC ZONE WIND SPEED WIND -EXPOSURE CONCRETE COMPRESSIVE STRENGTH (Pc) REINFORCING STEEL YIELD STRENGTH (fy) STRUCTURAL STEEL GRADE: SHAPES AND PLATE PIPE TUBE GLUE -LAMINATED BEAM COMBINATION SYMBOL: SIMPLE SPAN BEAMS CONTINUOUS AND CANTILEVERED BEAMS WOOD FRAMING SPECIES GRADING AGENCY ALLOWABLE SOIL BEARING PRESSURE ROOF LOADING (SLOPE 4:12) CEMENT TILE 5.8 PSF PLYWOOD 1.8 PSF JOIST FRAMING 1.9 PSF BEAM FRAMING 1.9 PSF GYP BD CEILING 2.8 PSF INSULATION 0.7 PSF MECH/MISC 2-1 PSF DL = 17.0 PSF LL = 16.0 PSF 1994 EDITION ZONE 3 75 MPH EXPOSURE C 2500 PSI 60 KSI A36 A53 GRD. B A500 GRD. B (46KSI) 24F -V4 24F -V8 DOUGLAS FIR LARCH WWPA 1200 PSF FLOOR LOADING PLYWOOD 2.3 PSF FLOOR JOISTS 1.8 PSF INSULATION 0.7 PSF MECH/MISC ZZ PSF DL = 7.0 PSF GYP BD CLG BELOW 2.8 PSF CLG/PART ABOVE 10.0 PSF LL = 40.0 PSF ' DANIEL J. DOBBIE aD Professional Engineer 20 Mayfair Drive Chico, CA 95973 Phone/Fax (916) 345-4743 TYPICAL ROOF JOIST Page: 2 Job: No.96019 Date: May 1996 Helmick Residence SIMPLE SPAN, REPEDITIVE OK .07:1 OK K2 DESIGN DATA: ' MAXIMUM JOIST SPAN (L) 16.5 FT JOIST SPACING (s) 24 IN LIVE LOAD (LL) 16 PSF DEAD LOAD (DL) 17 PSF UNIFORM LIVE LOAD (wll) 0.032 KLF UNIFORM DEAD LOAD (wdl) 0.034 KLF TOTAL UNIFORM LOAD (wtl) 0.066 KLF LOAD DURATION FACTOR (Cd) 1.25 ROOF RESULTS: MAXIMUM END REACTION (R) 0.545 KIPS MAXIMUM BENDING MOMENT (M) 2.25 KIP FT MAXIMUM SHEAR (V) 0.494 KIPS JOIST DATA: . (SEE PAGE 3) 2 x 10 #2 JOIST DEPTH (d) 9.25 IN JOIST RESISTIVE MOMENT BASE VALLUE (Mr) 1.97 KIP FT ADJUSTED RESISTIVE MOMENT (Me) Mr * Cd = 2.46 KIIP FT JOIST RESISTIVE SHEAR (BASE VALUE Vr) 0.878 KIPS ADJUSTED RESISTIVE SHEAR (Ve) Vr* Cd = 1.098 KIPS MOMENT OF INERTIA (1) 98.93 IN^4 MODULUS OF ELASTICITY (E) 1600 KSI DEFLECTION: TOTAL LOAD DEFLECTION 0.695 IN SPAN/DEFLECTION RATIO (TL) L/ 285 OK TYPICAL ROOF JOIST• 2 x 10 #2 @ 24" o.c. ROOF JOIST SUPPORTING OUTRIGGERS DESIGN DATA: MAXIMUM JOIST SPAN (L) 18 FT TRIBUTARY AREA (At) 24/2 + 36/2 = 30 IN LIVE LOAD (LL) 16 PSF DEAD LOAD (DL) UNIFORM LIVE LOAD (wll) 17 PSF 0.040 KLF UNIFORM DEAD LOAD (wdl) 0.043 KLF TOTAL UNIFORM LOAD (wtl) 0.083 KLF LOAD DURATION FACTOR (Cd) 1.25 ROOF RESULTS: MAXIMUM END REACTION (R) 0.743 KIPS MAXIMUM BENDING MOMENT (M) 3.34 KIP FT MAXIMUM SHEAR (V) 0.679 KIPS JOIST DATA: (SEE PAGE 3) DOUBLE 2 x 10 #2 JOIST DEPTH (d) 9.25 IN JOIST RESISTIVE MOMENT -BASE VALLUE (Mr) 3.94 KIP FT ADJUSTED RESISTIVE MOMENT (Me) Mr * Cd = 4.93 KIIP FT JOIST RESISTIVE SHEAR (BASE VALUE Vr) 1.756 KIPS ADJUSTED RESISTIVE SHEAR (Ve) Vr* Cd = 2.195 KIPS MOMENT OF INERTIA (1) DEFLECTION: 197.86 IN^4 TOTAL LOAD DEFLECTION SPAN/DEFLECTION RATIO (TL) L/ 0.616 IN 351 OK ROOF JOIST AT OUTRIGGERS• DOUBLE 2 x 10 #2 j/ OK .07:1 OK K2 ' DANIEL J. DOBBIE Page: 3 aD Professional Engineer Job: No.96019 Q 20 Mayfair Drive Date: May 1996 Chico, CA 95973 Helmick Residence "1i11-" ' Phone/Fax (916) 345-4743 a SAWN WOOD LUMBER AND TIMBERS ALLOWABLE SHEARS AND MOMENTS (KIPS AND KIP FT.) DESIGN DATA: SPECIES: DOUGLAS - FIR LARCH GRADING AGENCY: WESTERN WOOD PRODUCTS ASSOCIATION (WWPA) 1994 UBC TABLE 23-1-A-1 BASE DESIGN VALUES FOR VISUALLY GRADED LUMBER SIZE CLASSIFICATION: 2" TO 4" THICK, 2" AND WIDER (PSI) COMMERCIAL GRADE Fb Fv E SELECT STRUCT. 1450 95 1900000 NO. 1 AND BETTER 1150 95 1800000 NO. 1 1000 95 1700000 NO.2 875 95 1600000 1994 UBC TABLE 23-1-A-4 DESIGN VALUES FOR VISUALLY GRADED TIMBERS SIZE CLASSIFICATION: BEAMS AND STRINGERS (PSI) COMMERCIAL GRADE Fb Fv E DENSE SELECT STR. 1850 85 1700000 SELECT STRUCT. 1600 85 1600000 DENSE NO. 1 1550 85 1700000 NO.1 1350 85 1600000 1994 UBC TABLE 23-1-A-6 APPLICABILITY OF ADJUSTMENT FACTORS FOR MOMENTS AND SHEARS ONLY ` LOAD SIZE REPEDITIVE SHEAR DURATION FACTOR MEMBE STRESS FACTOR BENDING Fb' = Fb * Cd * Cf * Cr �y SHEAR Fv' = Fv * Cd * Ch LOAD DURATION FACTOR (Cd) LOAD DURATION FACTORS ARE NOT INCLUDED IN THESE CHARTS BUT MAY SUBSEQUENTLY BE APPLIED AS PERMITTED FOR CHART LISTING PURPOSES Cd = 1.0 SIZE FACTOR (Cf) SIZE: Cf SIZE: Cf 2x4,4x4 1.5 4x12 1.1 2444 1.3 4x14 1.0 2x8 1.2 4x16 1.0 4x8 1.3 6x6 THRU 2x10 1.1 6x12 1.0 4x10 1.2 6x14 .98 2x12 1.0 6x16 .97 REPEDITIVE MEMBER FACTOR (_Cr) 2x FRAMING SHALL INCLUDE REPEDITIVE MEMBER FACTOR Cr = 1.15 4x AND 6x FRAMING ARE CONSIDERED SINGLE MEMBERS Cr = 1.0 SHEAR STRESS FACTOR (Ch) SINCE THE LENGTHS AND SIZES OF SPLITS, CHECKS, AND SHAKES IS NOT KNOWN SHEAR STRESS FACTOR SHALL BE TAKEN Ch = 1.0 DANIEL Page:4 J. DOBBIE Job: No.96019 Professional Engineer aD 20 Mayfair Drive Date: May 1996 Chico, CA 95973 Helmick Residence Phone/Fax (W&MUSE ROOF RAFTERS DESIGN DATA: MAXIMUM TRUE SPAN (L) 6.33 * 1.054 = 6.67 FT TRIBUTARY AREA (At) 2.625 * 12 / 2 = 16 IN LIVE LOAD (LL) 16 PSF DEAD LOAD (DL) 17 PSF UNIFORM LIVE LOAD (wll) 0.021 KLF . UNIFORM DEAD LOAD (wdl) 0.023 KLF TOTAL UNIFORM LOAD (wtl) 0.044 KLF LOAD DURATION FACTOR (Cd) 1.25 ROOF RESULTS* MAXIMUM END REACTION (R) MAXIMUM BENDING MOMENT (M) 0.147 KIPS 0.245 KIP FT MAXIMUM SHEAR (V) 0.127 KIPS JOIST DATA: (SEE PAGE 3) 2 x 6 #2 JOIST DEPTH (d) 5.5 IN ' JOIST RESISTIVE MOMENT BASE VALLUE (Mr) 0.824 KIP FT ADJUSTED RESISTIVE MOMENT (Mr') Mr * Cd = 1.030 KIP FT OK JOIST RESISTIVE SHEAR (BASE VALUE Vr) 0.523 KIPS ADJUSTED RESISTIVE SHEAR (Vr) Vr* Cd = 0.654 KIPS OK MOMENT OF INERTIA (1) 20.79 IN^4 MODULUS OF ELASTICITY (E) 1600 KSI DEFLECTION: TOTAL LOAD DEFLECTION 0.059 IN SPAN/DEFLECTION RATIO (TL) L/ 1359 OK PENTHOUSE ROOF RAFTERS: 2 x 6 #2 @ 24" o.c. PENTHOUSE ROOF HIP BEAMS DESIGN DATA: MAXIMUM JOIST SPAN (L) 6.86 * 1.054 = 7.23 FT TRIBUTARY AREA (At) 5.25 * 12 / 2 = 31.5 IN LIVE LOAD (LL) 16 PSF DEAD LOAD (DL) 17 PSF UNIFORM LIVE LOAD (wil) 0.042 KLF UNIFORM DEAD LOAD (wdl) 0.045 KLF TOTAL UNIFORM LOAD (wtl) 0.087 KLF LOAD DURATION FACTOR (Cd) 1.25 ROOF RESULTS: MAXIMUM END REACTION (R) 0.313 KIPS MAXIMUM BENDING MOMENT (M) 0.566 KIP FT MAXIMUM SHEAR (V) 0.273 KIPS JOIST DATA: (SEE PAGE 3) 4 x 6 #2 (NON-REPEDITIVE) JOIST DEPTH (d) 5.5 IN JOIST RESISTIVE MOMENT BASE VALLUE (Mr) 1.670 KIP FT ADJUSTED RESISTIVE MOMENT (Mr') Mr * Cd = 2.088 KIP FT OK JOIST RESISTIVE SHEAR (BASE VALUE Vr) 1.220 KIPS ADJUSTED RESISTIVE SHEAR (Ve) Vr* Cd = 1.525 KIPS OK MOMENT OF INERTIA (1) DEFLECTION: 48.52 IN^4 ' TOTAL LOAD DEFLECTION SPAN/DEFLECTION RATIO (TL) L/ 0.069 IN 1265 OK PENTHOUSE ROOF HIP BEAMS:4 x 6 #2 1,— DANIEL J. DOBBIE Professional Engineer 20 Mayfair Drive Chico, CA 95973 Phone/Fax (916) 3454743 Page: 5 Job: No.96019 Date: May 1996 Helmick Residence PENTHOUSE APEX SUPPORT BEAM SIMPLE SPAN BEAM, UNSUPPORTED COMP FLNG., POINT LOAD DESIGN DATA: SPAN LENGTH (L) 6.86 * 2 = 13.72 FT TRIBUTARY AREA (At) (12.67^2 - 27.5) / 4 = 34 SF ROOF DEAD LOAD (RDL) 17 PSF ROOF LIVE LOAD (RLL) 16 PSF ESTIMATED BEAM WEIGHT 0.015 KLF POINT LOAD MIDSPAN (P) 1.122 KIPS RESULTS: MAXIMUM REACTION (Rmax) 0.66 KIPS MAXIMUM BENDING MOMENT (Mmax) 4.20 KIP FT ' TRIAL SIZE: 4 x 10 #1 BEAM DEPTH (d) 9.25 IN - BEAM WIDTH (b) 3.5 IN MOMENT OF INERTIA (1) 230.8 IN^4 MODULUS OF ELASTICITY (E) 1700 KSI ALLOWABLE BENDING (Fb) (SIZE FACTOR INCLUDED) 1.200 KSI RESISTIVE SHEAR BASE VALUE (Vr) 2.05 KIPS 1 RESISTIVE MOMENT BASE VALUE (Mr) 4.99 KIP FT LOAD DURATION FACTOR ADJUSTMENT• ROOF LOAD DURATION FACTOR (Cdr) (SNO,ROOF) 1.25 ROOF MAXIMUM SHEAR (Vmax) Vmax = Rmax - (w * d/12) 0.66 KIPS FINAL RESISTIVE SHEAR (Vr') Vr' = Vr * Cd 2.56 KIPS Or{ ADJUSTED RESISTIVE MOMENT (Me) Mr' = Mr * Cd' 6.24 KIP FT OK UNSUPPORTED COMPRESSION F ANGE• SLENDERNESS FACTOR (RB) RB = (le*d/b^2)^.5 13.8 FACTOR (lu / d) 17.8 >7 EFFECTIVE LENGTH (le) le = 1.37 lu + 3 d 253 IN FACTOR (KbE) (VISUALLY GRADED) 0.438 FACTOR (FBe) FBe = KbE*E/RB^2 3.893 FINAL ADJUSTED RESISTIVE BENDING MOMENT (Mr .6.11 KIP FT OK DEFLECTION: DEFLECTION DUE TO TUL (Dtul) 0.266 IN DEFLECTION/SPAN RATIO L / 619 OK PENTHOUSE APEX SUPPORT BEAM• 4x10#1 ' DANIEL J. DOBBIE Page:6 rAl Professional Engineer - Job: No.96019 20 Mayfair Drive Date: May 1996 Chico, CA 95973 Helmick Residence Phone/Fax (916) 345-4743 GLUE -LAMINATED ROOF HIP BEAM H1 ' DESIGN DATA: TRUE SPAN LENGTH (L) 27.06 * 1.046 = 28.3 FT TRIBUTARY AREA (Atrib) (50^2 - 429) / 8 = 259 SQ FT LIVE LOAD (LL) 14 PSF DEAD LOAD (DL) 17 PSF TOTAL LOAD (TL) 31 PSF ESTIMATED WEIGHT OF BEAM (Wb) 0.708 KIPS CONCENTRATED PENTHOUSE DEAD LOAD (Ppol) 0.636 KIPS PENTHOUSE DL Pconc = 230 / 8 *.017 +.007 * 4 * 5.25 LOCATION Ppol FROM LEEFT END 7.2 FT TAKE TRAPAZOIDAL ROOF LOAD AS CONC LOAD AT 2/31 - CONCENTRATED ROOF LOAD (Pconc) 8.74 KIPS Pconc = .031 * Atrib + Wb LOCATION Pconc FROM LEFT SUPPORT (>U2) 18.87 FT Ppol - _ Pconc �N I L T ' ROOF HIP BEAM H1 RESULTS: RIGHT REACTION (Rr) 5.99 KIPS LEFT REACTION (RI) 3.39 KIPS LOCATION ZERO SHEAR FROM LEFT SUPPORT (z) 16.34 FT MAXIMUM BENDING MOMENT DUE Ppol (Mpol) 1.9 KIP FT MAXIMUM BENDING MOMENT DUE TO Pconc (Mconc) 31.7 KIP FT TOTAL BENDING MOMENT (Mtot) 33.7 KIP FT [, TRIAL SIZE: 51/8" x 16.5" GLB BEAM DEPTH (d) . 16.5 IN BEAM WIDTH (b) 5.125 IN MOMENT OF INERTIA (1) 1918.5 IN^4 RESISTIVE SHEAR BASE VALUE (Vr) 9.3 KIPS RESISTIVE MOMENT BASE VALUE (Mr) 46.5 KIP FT LOAD DURATION & VOLUME FACTOR ADJUSTMENT' LOAD DURATION FACTOR (Cd) (SNO,ROOF,EQ,IMP) 1.25 ROOF MAXIMUM SHEAR (Vmax) Vmax = Pmax - (w * d/12) 5.99 KIPS FINAL RESISTIVE SHEAR (Vr') Vr' = Vr * Cd 11.63 KIPS OK VOLUME FACTORS (Cv) Cv = k(12/d)^.1 * (5.125/b)^.1 * (21/L)^.1 LOADING CONDITION FACTOR (k) 0:96 VOLUME FACTOR CONC LOAD NOT AT MIDSPAN (Cv) 0.903 1 FINAL RESISTIVE MOMENT (Mr') Mr' = Mr" Cd * Cv' 52.5 KIP FT OK DEFLECTION: TOTAL DEFLECTION AT Pconc (D) 1.658 IN DEFLECTION/SPAN RATIO L/ 205 OK DEAD LOAD DEFLECTION (Ddl) Ddl = D * DUTL 0.909 IN CAMBER (C) C = Ddl * 1.25. 1.137 IN GLUE -LAMINATED ROOF HIP BEAM H1 • 5 1/8" x 16.5" GLB (24F -V4) C =1 1/8" 1 DANIEL J. DOBBIE aD Professional Engineer 20 Mayfair Drive Chico, CA 95973 i Phone/Fax (916) 345-4743 TYPICAL GLUE -LAMINATED ROOF HIP BEAM H2 CANTILEVER RIGHT END DESIGN DATA: SPAN LENGTH (L) 18.83 / SIN 67.5 * 1.046 = 21.3 FT CANTILEVER LENGTH (Lc) 6.17/SIN 67.5 * 1.046 7.0 FT TRIBUTARY AREA (Atrib) 259 SQ FT LIVE LOAD (LL) 14 PSF DEAD LOAD (DL) 17 PSF TOTAL LOAD (TL) 31 PSF ESTIMATED BEAM WEIGHT (wb) 0.025 KSF UNIT GRADIENT DEAD'LOAD (wwdl) .017*Atrib*2/28.3^2 0.01100 KLF ^2 UNIT GRADIENT LIVE LOAD (wwll) .014*Atrib*2/28.3^2 = 0.00906 KLF "2 TOTAL UNIFORM GRADIENT LOAD (wwtl) 0.02006 KLF "2 UNIFORM DL AT SPAN (wdl) wdl = wwdl * Lc + wb 0.102 KLF UNIFORM LIVE LOAD AT SPAN (wll) wll = wwll * Lc 0.063 KLF TOTAL UNIFORM LOAD AT SPAN (wtl) 0.165 KLF TAKE TRAPAZOIDAL ROOF LOAD AS CONC LOAD AT 2/31- CONC. TRAP. LOAD (Pconc) Pconc = wwtl * L^2/2 4.55 KIPS 1` LOCATION Pconc FROM LEFT SUPPORT (2/3L) 14.2 FT TOTAL CONCENTRATED LOAD AT CANTILEVER (Pc) 0.491 KIPS LOCATION Pc FROM LEFT SUPPORT (1/31-c) 2.33 FT Pc 4Ppdl Pcgnc wwtl Lc L wtl TYPICAL ROOF HIP BEAM H2 11 Page: 7 Job: No.96019 Date: May 1996 Helmick Residence RESULTS: (PENTHOUSE DEAD LOAD Ppol NOT INCLUDED) RIGHT REACTION (Rr) LEFT REACTION (RI) 4.74 KIPS 3.82 KIPS LOCATION ZERO SHEAR FROM LEFT SUPPPORT (z) 11.76 FT LOCATION ZERO MOMENT FROM LEFT SUPPORT 2.22 FT 1 MAXIMUM POSITIVE BENDING MOMENT (M+) 22.9 KIP FT MAXIMUM NEGATIVE BENDING MOMENT (M-) 1.1 KIP FT 11 Page: 7 Job: No.96019 Date: May 1996 Helmick Residence DANIEL J. DOBBIE Page: 8 Professional Engineer Job: No.96019 20 Mayfair Drive Date: May 1996 Chico, CA 95973 Phone/Fax (916) 345-4743 Helmick Residence ''' ^�� ^• ;; TYPICAL GLUE -LAMINATED ROOF HIP BEAM H2 (CONT.) TRIAL SIZE: 5 1/8" x 16.5" GLB BEAM DEPTH (d) 16.5 IN BEAM WIDTH (b) 5.125 IN MOMENT OF INERTIA (1) 1918.5 IN^4 RESISTIVE SHEAR BASE VALUE (Vr) 9.3 KIPS RESISTIVE MOMENT BASE VALUE (Mr) 46.5 KIP FT LOAD DURATION & VOLUME FACTOR ADJUSTMENT: LOAD DURATION FACTOR (Cd) (SNO,ROOF,EQ,IMP) 1.25 ROOF MAXIMUM SHEAR TO RIGHT OF RI (VR) 3.10 KIPS MAXIMUM SHEAR TO LEFT OF RI (VL) 0.49 KIPS FINAL RESISTIVE SHEAR (Vr') Vr' = Vr * Cd 11.63 KIPS OK VOLUME FACTOR (Cv) Cv = k(12/d)^.1 * (5.125/b)".1 * (21 /L' )".1 LOADING CONDITION FACTOR (k) 1.00 DISTANCE ZERO MOMENT MIDSPAN (L'ms) 19.08 FT DISTANCE ZERO MOMENT LEFT CANTILEVER (L'Ic) 9.22 FT VOLUME FACTOR MIDSPAN (Cvms) 0.978 VOLUME FACTOR LEFT CANTILEVER (Cvlc) 1.052 RESISTIVE MOMENT MIDSPAN (Mr'ms) 45.5 KIP FT OK RESISTIVE MOMENT LEFT CANTILEVER (Mr'Ic) 48.9 KIP FT OK DEFLECTION MIDSPAN: MAXIMUM DEFLECTION (Dms) 0.582 IN DOWN DEFLECTION/SPAN RATIO L / 439 DEAD LOAD DEFLECTION (Ddlms) 0.319 IN DOWN CAMBER (Curs) Cms = Ddlms * 1.25 0.399 IN UP DEFLECTION LEFT CANTILEVER• MAXIMUM DEFLECTION (Dcant) (DLms,TL,cant) -0.161 IN UP DEFLECTION/SPAN RATIO L / -1045 DEAD LOAD DEFLECTION (Ddlcant) (DLms,DLcant) 0.004 IN CAMBER (Ccant) Ccant=Ddlcant*1.25 OR-Ddlcant/1.25 0.005 IN NEGL. SHEAR AT NOTCH FOR LEFT REACTION SUPPORT: ACTUAL DEPTH OF BEAM AT NOTCH (d') d - 2.8" = 13.7 IN ACTUAL HORIZONTAL SHEAR STRESS ft) 0.066 KSI fv = 3*V / (2*b*d') * (d/d') ALLOWABLE HORIZONTAL SHEAR STRESS (Fv) 0.165 KSI OK TYPICAL ROOF HIP BEAM H2: 5 1/8" x 16.5" GLB 24F -V4 C=3/8"@SPAN, C=0"@CANT. 2.8" NOTCH FOR'ECC' POST CAP OK DANIEL J. DOBBIE Page: 9 aD Professional Engineer Job: No.96019 20 Mayfair Drive Date: May 1996 Chico, CA 95973 Phone/Fax (916) 345-4743 Helmick Residence SAWN WOOD POSTS AT ROOF BEAMS DESIGN DATA: UNITS 1994 UBC TABLE 23-1-A-4 DESIGN VALUES FOR VISUALLY GRADED LUMBER SPECIES AND COMMERCIAL GRADE: DOUGLAS FIR - LARCH SIZE CLASSIFICATION: POST AND TIMBERS GRADING AGENCY: WESTERN WOOD PRODUCTS ASSOCIATION (WWPA) COMPRESSION PARALLEL TO GRAIN (Fc) 1.000 KSI MODULUS OF ELASTICITY (E) 1600000 PSI UBC SEC 2307.3 SIMPLE SOLID -COLUMN DESIGN: F'c=Fc((1 +(Fce/Fc))/2c'-(((1 +(Fce/Fc))/26')^2-(Fce/Fc)/c')^0.5) SAWN LUMBER COEFFICIENT (c') 0.8 VISUALLY GRADED LUMBER COEFFICIENT (Kce) 0.3 COMPRESSION COEFFICIENT (Fce) Fce=(KceE)/(le/d)^2 BUCKLING FACTOR (Ke) 1.0 POSTS AT LEFT REACTION OF HIP BEAM H2 POST LOAD: MAXIMUM LEFT REACTION AT HIP BEAM H2: (PAGE 7) 3.82 KIPS PENTHOUSE LOAD (Ppol): 230/4 * .017 +.007 * 4 * 5.25 = 1.13 KIPS TOTAL POST LOAD: 4.95 KIPS DESIGN DATA: UNSUPPORTED LENGTH (1) 13.60 FEET EFFECTIVE LENGTH (le) 163.2 INCHES LEAST POST DIMENSION (d) (UNSUPPPORTED) 5.5 INCHES le/d RATIO 29.67 6 X 6 POST CROSS SECTIONAL AREA (A) 30.25 SQ IN RESULTANTS: COMPRESSION COEFFICIENT (Fce) 545.2 ALLOWABLE COMPRESSION PARALLEL TO GRAIN (Fc) 0.465 KSI ALLOWABLE POST LOAD (Pa) 14.05 KIPS TYPICAL INTERIOR ROOF POST: 6 x 6 #1 POSTS AT RIGHT REACTION OF HIP BEAM H1 POST LOAD: MAXIMUM RIGHT REACTION AT HIP BEAM H1: (PAGE 6) 5.99 KIPS DESIGN DATA: UNSUPPORTED LENGTH (I) 8.83 FEET EFFECTIVE LENGTH (le) 105.96 INCHES LEAST POST DIMENSION (d) (UNSUPPPORTED) 3.5 INCHES le/d RATIO 30.27 4 X 6 POST CROSS SECTIONAL AREA (A) 19.25 SQ IN RESULTANTS: COMPRESSION COEFFICIENT (Fce) 523.7 ALLOWABLE COMPRESSION PARALLEL TO GRAIN (Fc) 0 50 KSI ALLOWABLE POST LOAD (Pa) 8.66 KIPS 1 1 1 1 i 1 1 1 DANIEL J. DOBBIE aD Professional Engineer 20 Mayfair Drive Chico, CA 95973 Phone/Fax (916) 345-4743 GLUE -LAMINATED FLOOR BEAM FBI SIMPLE SPAN BEAM DESIGN DATA: SPAN LENGTH (L) TRIBUTARY WIDTH (W) TRIBUTARY AREA (Atrib) LIVE LOAD (LL) DEAD LOAD (DL) 7.0 + 2.8 + 10.0 = TOTAL LOAD (TL) ESTIMATED BEAM WEIGHT (wb) POST LOAD NOT AT MIDSPAN (Pconc) (PAGE 9) LOCATION Pconc FROM LEFT SUPPORT (>U2) UNIFORM DEAD LOAD (wdl) wdl = W*DL + wb UNIFORM LIVE LOAD (wII) TOTAL UNIFORM LOAD (wtl) RESULTS: RIGHT REACTION (Rr) LEFT REACTION (RI) LOCATION ZERO SHEAR FROM LEFT SUPPORT (z) MAXIMUM BENDING MOMENT DUE TO Pconc (Mconc) MAXIMUM BENDING MOMENT DUE TO UDL (Mw) TOTAL BENDING MOMENT (Mtot) TRIAL SIZE: BEAM DEPTH (d) BEAM WIDTH (b) MOMENT OF INERTIA (1) RESISTIVE SHEAR BASE VALUE (Vr) RESISTIVE MOMENT BASE VALUE (Mr) 1 27.06 FT 2 FT 54.12 SQ FT 40 PSF 19.8 PSF 59.8 PSF 0.03 KLF 4.95 KIPS 20.35 FT 0.070 KLF 0.080 KLF 0.150 KLF 5.75 KIPS 3.25 KIPS 20.35 FT 25.0 KIP FT 10.2 KIP FT 35.2 KIP FT Page: 10 Job: No.96019 Date: May 1996 Helmick Residence 5 1/8" x 18" GLB (24F V4) 18 IN 5.125 IN 2490.7 IN^4 10.15 KIPS 55.4 KIP FT 1.00 NORMAL 5.52 KIPS 10.15 KIPS OK 0.899 0.936 1.020 0.910 50.4 KIP FT OK DEFLECTION DUE TO Pconc (Dconc) 0.438 IN DEFLECTION DUE TO wtl (Dwtl) 0.403 IN TOTAL DEFLECTION (Dt) 0.841 IN DEFLECTION/SPAN RATIO L / 386 FLOOR BEAM FBI• 51/8" x 18" GLB (24F -V4) NO CAMBER L. LOAD DURATION & VOLUME FACTOR ADJUSTMENT• LOAD DURATION FACTOR (Cd) (SNO,ROOF,EQ,IMP) MAXIMUM SHEAR (Vmax) Vmax = Pmax - (w * d/12) FINAL RESISTIVE SHEAR (Ve) Vr' = Vr * Cd VOLUME FACTORS (Cv) Cv = k(12/d)^.1 * (5.125/b)^.1 * (21/L)^.1 LOADING CONDITION FACTOR (k) k = 0.96 CONC LOAD NOT AT MIDSPAN (Cvconc) k = 1.00 UNIFORMLY DISTRIBUTED LOAD (Cvw) k = 1.09 CONC LOAD MIDSPAN (Cvms) COMPOSITE VOLUME FACTOR (Cv) Cv' = ((Cvconc*Mconc)+(Cvw*Mw)+(Cvms*Mms))/Mtot FINAL RESISTIVE MOMENT (Me) Me = Mr * Cd.* CV 1 27.06 FT 2 FT 54.12 SQ FT 40 PSF 19.8 PSF 59.8 PSF 0.03 KLF 4.95 KIPS 20.35 FT 0.070 KLF 0.080 KLF 0.150 KLF 5.75 KIPS 3.25 KIPS 20.35 FT 25.0 KIP FT 10.2 KIP FT 35.2 KIP FT Page: 10 Job: No.96019 Date: May 1996 Helmick Residence 5 1/8" x 18" GLB (24F V4) 18 IN 5.125 IN 2490.7 IN^4 10.15 KIPS 55.4 KIP FT 1.00 NORMAL 5.52 KIPS 10.15 KIPS OK 0.899 0.936 1.020 0.910 50.4 KIP FT OK DEFLECTION DUE TO Pconc (Dconc) 0.438 IN DEFLECTION DUE TO wtl (Dwtl) 0.403 IN TOTAL DEFLECTION (Dt) 0.841 IN DEFLECTION/SPAN RATIO L / 386 FLOOR BEAM FBI• 51/8" x 18" GLB (24F -V4) NO CAMBER L. 1 1 1 1 1 1 �1 n DANIEL J. DOBBIE De Professional Engineer Mayfair Drive ;;,.... Chico, CA 95973 j Phone/Fax (916) 3454743 GLUE -LAMINATED FLOOR BEAM FB2 DESIGN DATA: LEFT REACTION (RI) SPAN LENGTH (L) 27.06 FT TRIBUTARY WIDTH (W) 2 FT TRIBUTARY AREA (Atrib) 54.12 SQ FT LIVE LOAD (LL) 40 PSF DEAD LOAD (DL) 7 PSF TOTAL LOAD (TL) 47 PSF ESTIMATED BEAM WEIGHT (wb) 0.03 KLF POST LOAD NOT AT MIDSPAN (Pconc) (PAGE 6) 3.39 KIPS LOCATION Pconc FROM LEFT SUPPORT (>U2) 24.73 FT UNIFORM DEAD LOAD (wdl) wdl = W*DL + wb 0.044 KLF UNIFORM LIVE LOAD (wll) 0.080 KLF TOTAL UNIFORM LOAD (wtl) 0.124 KLF RESULTS: RIGHT REACTION (Rr) 4.78 KIPS LEFT REACTION (RI) 1.97 KIPS LOCATION ZERO SHEAR FROM LEFT SUPPORT (z) 15.88 FT MAXIMUM BENDING MOMENT DUE TO Pconc (Mconc) 4.6 KIP FT MAXIMUM BENDING MOMENT DUE TO UDL (Mw) 11.0 KIP FT TOTAL BENDING MOMENT (Mtot) 15.6 KIP FT Page: 11 Job: No.96019 Date: May 1996 Helmick Residence DEFLECTION DUE TO Pconc (Dconc) 0.053 IN DEFLECTION DUE TO wtl (Dwtl) 0.334 IN TOTAL DEFLECTION (Dt) 0.387 IN DEFLECTION/SPAN RATIO L / 839 OK / FLOOR BEAM FB2: 5 1/8 x 18 GLB (24F -V4) NO CAMBER J TRIAL SIZE: 5 1/8" x 18" GLB (24F -V4) BEAM DEPTH (d) 18 IN BEAM WIDTH (b) 5.125 IN MOMENT OF INERTIA (1) 2490.7 IN^4 RESISTIVE SHEAR BASE VALUE (Vr) 10.15 KIPS RESISTIVE MOMENT BASE VALUE (Mr) 55.4 KIP FT LOAD DURATION & VOLUME FACTOR ADJUSTMENT: LOAD DURATION FACTOR (Cd) (SNO,ROOF,EQ,IMP) 1.00 NORMAL MAXIMUM SHEAR (Vmax) Vmax = Pmax - (w * d/12) 4.59 KIPS FINAL RESISTIVE SHEAR (Vr') Vr' = Vr * Cd 10.15 KIPS OK VOLUME FACTORS (Cv) Cv = k(12/d)^.1 * (5.125/b)4.1 * (21/L)^.1 LOADING CONDITION FACTOR (k) k = 0.96 CONC LOAD NOT AT MIDSPAN (Cvconc) 0.899 k = 1.00 UNIFORMLY DISTRIBUTED LOAD (Cvw) 0.936 k = 1.09 CONC LOAD MIDSPAN (Cvms) 1.020 COMPOSITE VOLUME FACTOR (Cv') 0.925 Cv' = ((Cvconc*Mconc)+(Cvw*Mw)+(Cvms*Mms))/Mtot FINAL RESISTIVE MOMENT (Mr') Mr' = Mr *'Cd * Cv' 51.3 KIP FT OK DEFLECTION DUE TO Pconc (Dconc) 0.053 IN DEFLECTION DUE TO wtl (Dwtl) 0.334 IN TOTAL DEFLECTION (Dt) 0.387 IN DEFLECTION/SPAN RATIO L / 839 OK / FLOOR BEAM FB2: 5 1/8 x 18 GLB (24F -V4) NO CAMBER J 1 1 a DANIEL J. DOBBIE aD Professional ,Engineer 20 Mayfair Drive Chico, CA 95973 Phone/Fax (916) 345-4743 GLUE -LAMINATED FLOOR BEAM FB3 Page: 12 Job: No.96019 Date: May 1996 Helmick Residence DESIGN DATA' SPAN LENGTH (L) TRIBUTARY WIDTH (W) TRIBUTARY AREA (Atrib) LIVE LOAD (LL) DEAD LOAD (DL) 7.0 + 2.8 + 10.0 = TOTAL LOAD (TL) ESTIMATED BEAM WEIGHT (wb) POST LOAD NOT AT MIDSPAN (Pconc) (PAGE 9) LOCATION Pconc FROM LEFT SUPPORT (>U2) UNIFORM DEAD LOAD (wdl) wdl = W*DL + wb UNIFORM LIVE LOAD (wll) TOTAL UNIFORM LOAD (wtl) RESULTS: RIGHT REACTION (Rr) LEFT REACTION (RI) LOCATION ZERO SHEAR FROM LEFT SUPPORT (z) MAXIMUM BENDING MOMENT DUE TO Pconc (Mconc) MAXIMUM BENDING MOMENT DUE TO UDL (Mw) TOTAL BENDING MOMENT (Mtot) TRIAL SIZE: BEAM DEPTH (d) BEAM WIDTH (b) MOMENT OF INERTIA (1) RESISTIVE SHEAR BASE VALUE (Vr) RESISTIVE MOMENT BASE VALUE (Mr) 25.28 FT 2 FT 50.56 SQ FT 40 PSF 19.8 PSF 59.8 PSF 0.03 KLF 4.95 KIPS 18.57 FT 0.070 KLF 0.080 KLF 0.150 KLF 5.53 KIPS 3.20 KIPS 18.57 FT 24.4 KIP FT 9.3 KIP FT 33.7 KIP FT 51/8" x 18" GLB (24F -V4) 18 IN 5.125 IN 2490.7 IN^4 10.15 KIPS 55.4 KIP FT 1.00 NORMAL 5.30 KIPS 10.15 KIPS OK 0.905 0.943 1.027 0.915 50.7 KIP FT OK DEFLECTION DUE TO Pconc (Dconc) 0.391 IN DEFLECTION DUE TO wtl (Dwtl) 0.307 IN TOTAL DEFLECTION (Dt) 0.697 IN DEFLECTION/SPAN RATIO L / 435 FLOOR BEAM F53' 5.1/8" x 18" GLB (24F -V4) NO CAMBER LOAD DURATION & VOLUME FACTOR ADJUSTMENT' LOAD DURATION FACTOR (Cd) (SNO,ROOF,EQ,IMP) MAXIMUM SHEAR (Vmax) Vmax = Pmax - (w * d/12) FINAL RESISTIVE SHEAR (Vr') Vr' = Vr * Cd VOLUME FACTORS (Cv) Cv = k(12/d)^.1 * (5.125/b)^.1 * (21/L)".1 LOADING CONDITION FACTOR (k) k = 0.96 CONC LOAD NOT AT MIDSPAN (Cvconc) j k = 1.00 UNIFORMLY DISTRIBUTED LOAD (Cvw) k = 1.09 CONC LOAD MIDSPAN (Cvms) COMPOSITE VOLUME FACTOR (Cv') Cv' = ((Cvconc*Mconc)+(Cvw*Mw)+(Cvms*Mms))/Mtot ' FINAL RESISTIVE MOMENT (Mr') Mr' = Mr * Cd * Cv' 25.28 FT 2 FT 50.56 SQ FT 40 PSF 19.8 PSF 59.8 PSF 0.03 KLF 4.95 KIPS 18.57 FT 0.070 KLF 0.080 KLF 0.150 KLF 5.53 KIPS 3.20 KIPS 18.57 FT 24.4 KIP FT 9.3 KIP FT 33.7 KIP FT 51/8" x 18" GLB (24F -V4) 18 IN 5.125 IN 2490.7 IN^4 10.15 KIPS 55.4 KIP FT 1.00 NORMAL 5.30 KIPS 10.15 KIPS OK 0.905 0.943 1.027 0.915 50.7 KIP FT OK DEFLECTION DUE TO Pconc (Dconc) 0.391 IN DEFLECTION DUE TO wtl (Dwtl) 0.307 IN TOTAL DEFLECTION (Dt) 0.697 IN DEFLECTION/SPAN RATIO L / 435 FLOOR BEAM F53' 5.1/8" x 18" GLB (24F -V4) NO CAMBER ' DANIEL J. DOBBIE Page: 13 aD .Professional Engineer Job: No.96019 ' Q Q 20 Mayfair Drive Chico, CA 95973 Date: May 1996 Phone/Fax (916) 3454743 Helmick Residence GLUE-LAMINATED FLOOR BEAM FB4 ' DESIGN DATA• SPAN LENGTH (L) 25.28 FT TRIBUTARY WIDTH (W) 2 FT TRIBUTARY AREA (Atrib) 50.56 SQ FT LIVE LOAD (LL) 40 PSF DEAD LOAD (DL) (NO CEILING OR PARTITION) 7 PSF ' TOTAL LOAD (TL) 47 PSF ESTIMATED BEAM WEIGHT (wb) 0.03 KLF POST LOAD NOT AT MIDSPAN (Pconc) (PAGE 9) 4.95 KIPS LOCATION Pconc FROM LEFT SUPPORT (>U2) 21.2 FT ' UNIFORM DEAD LOAD (wdl) wdl = W*DL + wb 0.044 KLF UNIFORM LIVE LOAD (wll) 0.080 KLF TOTAL UNIFORM LOAD (wtl) 0.124 KLF ' RESULTS: RIGHT REACTION (Rr) 5.72 KIPS LEFT REACTION (RI) 2.37 KIPS LOCATION ZERO SHEAR FROM LEFT SUPPORT (z) 19.08 FT MAXIMUM BENDING MOMENT DUE TO Pconc (Mconc) 15.2 KIP FT MAXIMUM BENDING MOMENT DUE TO UDL (Mw) 7.3 KIP FT ' TOTAL BENDING MOMENT (Mtot) 22.6 KIP FT TRIAL SIZE: 3 1/8" x 18" GLB (24F-V4) BEAM DEPTH (d) 18 IN BEAM WIDTH (b) 3.125 IN MOMENT OF INERTIA (1) 1518.7 IN^4 RESISTIVE SHEAR BASE VALUE (Vr) 6.19 KIPS RESISTIVE MOMENT BASE VALUE (Mr) 33.8 KIP FT LOAD DURATION & VOLUME FACTOR ADJUSTMENT: LOAD DURATION FACTOR (Cd) (SNO,ROOF,EQ,IMP) 1.00 NORMAL MAXIMUM SHEAR (Vmax) Vmax = Pmax - (w * d/12) 5.53 KIPS FINAL RESISTIVE SHEAR (Vr') Vr' = Vr * Cd 6.19 KIPS OK VOLUME FACTORS (Cv) ' Cv = k(12/d)".1 * (5.125/b)".1 * (21 /L)^.1 LOADING CONDITION FACTOR (k) k = 0.96 ' CONC LOAD NOT AT MIDSPAN (Cvconc) 0.951 k = 1.00 UNIFORMLY DISTRIBUTED LOAD (Cvw) 0.990 k = 1.09 CONC LOAD MIDSPAN (Cvms) 1.080 COMPOSITE VOLUME FACTOR (Cv') 0.964 Cv' = ((Cvconc*Mconc)+(Cvw*Mw)+(Cvms*Mms))/Mtot ' FINAL.RESISTIVE MOMENT (Mr') Mr' = Mr * Cd* Cv' 32.6 KIP FT OK ' REFLECTION• DEFLECTION DUE TO Pconc (Dconc) 0.278 IN DEFLECTION DUE TO wtl (Dwtl) 0.375 IN TOTAL DEFLECTION (Dt) 0.653 IN ' DEFLECTION/SPAN RATIO L / 465 OK FLOOR BEAM FB4: 3 1/8" x 18" GLB (24F-V4) NO CAMBER 1 1 1 r L rI t 1 1 DANIEL J. DOBBIE aD Professional Engineer 20 Mayfair Drive Chico CA 95973 " ^ , Phone/Fax (916) 3454743 TYPICAL FLOOR JOIST FJ1 SIMPLE SPAN, REPEDITIVE, DL + LL CONDITIONS DESIGN DATA: MAXIMUM JOIST SPAN (L) 26.17 FT JOIST SPACING (s) 24 IN LIVE LOAD (LL) 40 PSF DEAD LOAD (DL) (INCL. WT. OF CLG. & PART.) 19.8 PSF UNIFORM LIVE LOAD (wll) 0.080 KLF UNIFORM DEAD LOAD (wdl) 0.040 KLF TOTAL UNIFORM LOAD (wtl) 0.120 KLF RESULTS: END REACTION (Rdl) (DL+LL CONDITION) 1.56 KIPS MAXIMUM BENDING MOMENT (DL+LL CONDITION) 10.24 KIP FT MAXIMUM SHEAR (DL+LL CONDITION) 1.39 KIPS Page: 14 Job: No.96019 Date: May 1996 Helmick Residence d. JOIST DATA: TRUSJOST MACMILLAN 18" TJI/40C (REPORT NO. NER-200) JOIST DEPTH (d) 18 IN JOIST RESISTIVE MOMENT (Mr) 10.365 KIP FT OK JOIST RESISTIVE SHEAR (Vr) 2.535 KIPS OK MOMENT OF INERTIA (1) IN^4 MODULUS OF ELASTICITY (E) KSI EI VALUE (EI) (GLUE -NAILED) 1447000 KSI - a-11 - Lei I I• IN TOTAL LOAD DEFLECTION 0.872 IN SPAN/DEFLECTION RATIO (TL) L/ 360 LIVE LOAD DEFLECTION 0.583 IN SPAN/DEFLECTION RATIO (LL) L/ 538 TYPICAL FLOOR JOISTS FJ1 • TRUSJOIST MACMILLAN 18" TJI/40C @ 24" O.C. 1 1 1 1 1 1 DANIEL J. DOBBIE aD Professional Engineer 20 Mayfair Drive Chico, CA 95973 Phone/Fax (916) 345-4743 GLUE -LAMINATED FLOOR BE SIMPLE SPAN BEAM DESIGN DATA• SPAN LENGTH (L) TRIBUTARY WIDTH (W) (19.13/2 + 20.77) / 2 = TRIBUTARY AREA (Atrib) LIVE LOAD (LL) DEAD LOAD (DL) 7 + 10/2 = TOTAL LOAD (TL) EQUIV. POINT LOAD FOR UDL (.012*20.77+.03)*7.93 = EQUIV. POINT LOAD FOR ULL (.040*20.77)*7.93 = TOTAL EQUIV. POINT LOAD FOR UTL (P1) LOCATION P1 FROM LEFT SUPPORT (L1) 7.93/2= EQUIV. P FOR TRAP. DL (.012*19.13/2+.03)*7.92= EQUIV. P FOR TRAP. LL (.040*19.13/2)*7.92= TOT. EQUIV. FOR TRAP. TL (P2) LOCATION P2 FROM LEFT SUPPORT (L2) 7.93/3+7.93= L2 L1 1. P1 P2 T L T FLOOR BEAM F65 RESULTS: RIGHT REACTION (Rr) LEFT REACTION (RI) LOCATION ZERO SHEAR FROM LEFT SUPPORT (z) MAXIMUM BENDING MOMENT DUE TO P1 (M1) MAXIMUM BENDING MOMENT DUE TO P2 (M2) TOTAL BENDING MOMENT (Mtot) 4.99 KIPS 7.98 KIPS 7.39 FT 18.6 KIP FT 10.3 KIP FT 28.9 KIP FT Page: 15 Job: No.96019 Date: May 1996 Helmick Residence M FB5 15.85 FT 15.17 FT 240 SQ FT 40 PSF 12 PSF 52 PSF 2.21 KIPS 6.58 KIPS 8.79 KIPS 3.97 FT 1.15 KIPS 3.03 KIPS 4.18 KIPS 10.57 FT T L T FLOOR BEAM F65 RESULTS: RIGHT REACTION (Rr) LEFT REACTION (RI) LOCATION ZERO SHEAR FROM LEFT SUPPORT (z) MAXIMUM BENDING MOMENT DUE TO P1 (M1) MAXIMUM BENDING MOMENT DUE TO P2 (M2) TOTAL BENDING MOMENT (Mtot) 4.99 KIPS 7.98 KIPS 7.39 FT 18.6 KIP FT 10.3 KIP FT 28.9 KIP FT Page: 15 Job: No.96019 Date: May 1996 Helmick Residence 1 1 [i DANIEL J. DOBBIE Page: 16 aD Professional Engineer Job: No.96019 20 Mayfair Drive Date: May 1996 Chico, CA 95973 Phone/Fax (916) 3454743 Helmick Residence GLUE -LAMINATED FLOOR BEAM FB5 (CONT.) 5 1/8" x 18" GLB (24F -V4) DEFLECTION: DEFLECTION DUE TO P1 (D1) 0.158 IN DEFLECTION DUE TO P2 (D2) 0.106 IN TOTAL DEFLECTION (Dt) 0.264 IN DEFLECTION/SPAN RATIO L / 720 DEAD LOAD DEFLECTION (Ddl) Dt * DL / TL = 0.061 CAMBER (C) C = Ddl * 1.25 0.076 IN FLOOR BEAM FB5• 5 1/8 x 18" GLB (24F -V4) NO CAMBER ✓ BEAM DEPTH (d) 18 IN ' BEAM WIDTH (b) 5.125 IN MOMENT OF INERTIA (1) 2490.7 IN ^4 RESISTIVE SHEAR BASE VALUE (Vr) 10.15 KIPS RESISTIVE MOMENT BASE VALUE (Mr) 55.4 KIP FT LOAD DURATION & VOLUME FACTOR ADJUSTMENT: LOAD DURATION FACTOR (Cd) (SNO,ROOF,EQ,IMP) 1.00 NORMAL ' MAXIMUM SHEAR (Vmax) Vmax = Pmax - (w * d/12) 6.30 KIPS FINAL RESISTIVE SHEAR (Ve) Vr' = Vr * Cd 10.15 KIPS OK VOLUME FACTORS (Cv) ' Cv = k(12/d)^.1 * (5.125/b)^.1 * (21/L)^.1, LOADING CONDITION FACTOR (k) k = 0.96 CONC LOAD NOT AT MIDSPAN (Cvconc) 0.948 k = 1.00 UNIFORMLY DISTRIBUTED LOAD (Cvw) 0.988 i k = 1.09 CONC LOAD MIDSPAN (Cvms) 1.077 VOLUME FACTOR (Cv') 0.988 ' FINAL RESISTIVE MOMENT (Me) Me= Mr * Cd * Cv' TOTAL BENDING MOMENT (Mto 15) 54.7 KIP FT OK 28.9 KIP FT (PAGE DEFLECTION: DEFLECTION DUE TO P1 (D1) 0.158 IN DEFLECTION DUE TO P2 (D2) 0.106 IN TOTAL DEFLECTION (Dt) 0.264 IN DEFLECTION/SPAN RATIO L / 720 DEAD LOAD DEFLECTION (Ddl) Dt * DL / TL = 0.061 CAMBER (C) C = Ddl * 1.25 0.076 IN FLOOR BEAM FB5• 5 1/8 x 18" GLB (24F -V4) NO CAMBER ✓ DANIEL J. DOBBIE Page: 17 Professional Engineer Job: No.96019 Q D 20 Mayfair Drive Date: May 1996 Chico, CA 95973 Phone/Fax (916) 3454743 Helmick Residence ' SPREAD FOOTING F1 AT TYPICAL PERIMETER POST CONCENTRIC POINT LOAD ON SQUARE FOOTING (WORST CASE) DESIGN DATA: ' ALLOWABLE SOIL BEARING PRESSURE 1200 PSF CONCRETE COMPRESSIVE STRENGTH ft) 2500 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI LOADING DATA: RIGHT REACT H2 + RIGHT REACT F135 ' DEAD POINT LOAD (Pdl) 4.74 * 17/31 + 4.99 *.12/52 = 3.75 KIPS LIVE POINT LOAD (PII 4.74 * 14/31 + 4.99 * 40/52 = 5.98 KIPS TOTAL POINT LOAD (Ptl) 9.73 KIPS ' FOOTING SIZE: FOOTING THICKNESS (t) 12.00 IN AREA REQUIRED FOR BEARING (Areq) 8.11 FT^2 SIDE LENGTH FOR SQUARE FOOTING (L) 2.85 FT USE SQUARE FOOTING SIZE: 3.00 FT 1 1 F1 L Jl 1 11 FOOTING DESIGN: REINFORCING DEPTH (d) d = t*12 - 3.5 8.5 IN STRENGTH REDUCTION FACTOR (phi) 0.9 ULTIMATE DEAD LOAD (Pudl) Pudl = Pdl * 1.4 5.3 KIPS ULTIMATE LIVE LOAD (Pull) Pull = PII * 1.7 10.2 KIPS RESULTANT ULTIMATE SOIL PRESSURE (qu) 1.713 KSF ULTIMATE MOMENT (Mu) 5.8 KIP FT REINFORCING STEEL RATIO (p) 0.00050 < pmin USE: REINFORCING STEEL RATIO (p) P'= p*1.33 0.00066 AREA OF REINFORCING STEEL REQUIRED (Asreq"d) 0.203 IN^2 USE: 3 - #4 EACH WAY As =.6 IN"2 FOOTING F1: 3'- 0" SQUARE x 12" THK. W/ 3 - #4 EACH WAY. POST AT LEFT REACTION OF FLOOR BEAM FB1 OST LOAD: MAXIMUM LEFT REACTION AT FLOOR BEAM FB1: 4.74 + 3.25 = DESIGN DATA: UNSUPPORTED LENGTH (1) EFFECTIVE LENGTH (le) LEAST POST DIMENSION (d) (UNSUPPPORTED) le/d RATIO 6 X 6 POST CROSS SECTIONAL AREA (A) RESULTANTS: COMPRESSION COEFFICIENT (Fce) ALLOWABLE COMPRESSION PARALLEL TO GRAIN (Fc) ALLOWABLE POST LOAD (Pa) POST AT LEFT REACTION FLOOR BEAM 'FB1 7.99 KIPS 9.50 FEET 114 INCHES 5.5 INCHES 20.73 30.25 SQ IN 1117.3 0.728 KSI 22.02 KIPS 6x6#1 1 1 DANIEL J. DOBBIE Page: 18 Professional Engineer Job: No.96019 LQ Q 20 Mayfair Drive Date: May 1996 Chico, CA 95973 Phone/Fax (916) 345-4743 Helmick Residence ELONGATED SPREAD FOOTING F2 AT F134, FB3 AND H2 COMBINED FOOTING WITH MULTIPLE DOWN LOAD FORCES OMIT WEIGHT OF FOOTING FOOTING DATA: FOOTING WIDTH (W) FOOTING DEPTH (D) FOOTING LENGTH (L) APPLIED FORCES: ' CONCENTRATED DOWN FORCE (FB4) LOCATION FB4 FROM LEFT END OF FOOTING (1-4) CONCENTRATED DOWN FORCE (FB3) , LOCATION FB3 FROM LEFT END OF FOOTING (1-3) ' CONCENTRATED DOWN FORCE (1-12) (INCL. 2.87k FLR LOCATION H2 FROM LEFT END OF FOOTING (1-2) ' RESULTS: SUM OF VERTICAL FORCES (Fv) MOMENT ABOUT A (Ma) Ma = FB4*L4 + FB3*L3 + H2*1-2 LOCATION OF RESULTANT (Lr) Lr = Ma/Fv ' ECCENTRICITY (e) e = U2 - Lr RESULTANT LOCATED INSIDE KERN? (MIDDLE 1/3) YES MAXIMUM SOIL PRESSURE (qmax) ' gmax = Fv/(W*L)*(1+6*e/L) MINIMUM SOIL PRESSURE (qmin) groin = Fv/(W*L)*(1-6*e/L) 1 E 3 FT 1.5 FT 6 FT 5.72 KIPS 1.92 FT 5.53 KIPS 2.33 FT 7.61 KIPS 4.33 FT 18.86 KIPS 56.8 KIP FT 3.01 FT -0.01 FT 1.035 KSF OK 1.061 KSF FOOTING DESIGN: CONCRETE COMPRESSIVE STRENGTH ft) 2500 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCING DEPTH (d) d = D*12 - 3.5 14.5 IN STRENGTH REDUCTION FACTOR (phi) 0.9 STRENGTH METHOD LOAD FACTOR 1.6 DEAD + LIVE MOMENT FOR RESULTANT INSIDE KERN (Mmax) 5.7 KIP FT IS TOTAL SOIL REACTION LEFT OF FB4? (Lr < Ld/3) NO MOMENT W/ SOIL RESULTANT OUTSIDE KERN(Mmax 5.3 KIP FT NOT APPL ULTIMATE MOMENT (Mu) 9.2 KIP FT REINFORCING STEEL RATIO (p) 0.000270 < pmin USE: REINFORCING STEEL RATIO (p') 0.000361 AREA OF REINFORCING STEEL REQUIRED (Asreq"d) 0.188 IN"2 USE: #4 @ 12" O.C. EACH WAY (As = 3 * .2 = .6 IN"2) MAXIMUM SHEAR AT (Vmax): SHEAR FOR RESULTANT INSIDE KERN (Vmax) 5.98 KIPS IS TOTAL SOIL REACTION LEFT OF Pd? (Lr < Ld/3) NO SHEAR FOR SOIL RESULTANT OUTSIDE KERN (Vmax) 5.33 KIPS NOT APPL ULTIMATE SHEAR (Vu) 9.57 KIPS ALLOWABLE SHEAR FOR CONCRETE (phiVc) 44.37 KIPS NO SHEAR REINF REQ'D FOOTING F2: 3'- 0" WIDE x 6'- 0" LONG x V- 6" THICK / 3 - #4 LONG WAY, 6 - #4 SHORT WAY L" DANIEL J. DOBBIE aD Professional Engineer 20 Mayfair Drive Chico, CA 95973 Phone/Fax 916 3454743 i RETAINING WALL DESIGN (NON-BEARING) . (1'- 0" WIDTH OF WALL) Ha Hr T SOIL DATA: ALLOWABLE SOIL BEARING PRESSURE EQUIVALENT FLUID PRESSURE (wc) ADDITIONAL SOIL SURCHARGE (ws) WEIGHT OF SOIL WALL DATA: WALL TYPE (CONCRETE OR MASONRY) WALL THICKNESS (t) HEIGHT OF WALL RETAINING (Hr) HEIGHT OF WALL ABOVE RETAINING (Har) WEIGHT OF WALL (.150 KCF CONC, .124 KCF MAS) VERTICAL LOAD ON TOP OF WALL (P) .01 * 4.5 = HORIZONTAL WIND LOAD AT TOP OF WALL (Fw) FOOTING DATA: FOOTING THICKNESS m FOOTING WIDTH (w) DISTANCE FROM HEEL TO FACE OF WALL (D) WEIGHT OF FOOTING 1200 PSF 0.030 KCF ^2 0.030 KLF 0.110 KCF CONCRETE 6 IN 5.00 FT 0.50 FT 0.4125 KIPS 0.045 KIPS 0.000 KIPS 1.00 FT 3.00 FT 0.50 FT 0.45 KIPS Page: 19 Job: No.96019 Date: May 1996 Helmick Residence DANIEL J. DOBBIE Page: 20 aD Professional Engineer Job: No.96019 ' 20 Mayfair Drive Date: May 1996 Chico, CA 95973 Phone/Fax 916) 345743 Helmick Residence wVeai i C - RETAINING WALL DESIGN (NON-BEARING) (CONT.) ' OVERTURNING ON WALL AND FOOTING ASSEMBLY• OVERTURNING MOMENT (Mot) 1.62 KIP FT ' RESISTING MOMENT (Mr) (INCL SOIL WT OVER HEEL) 2.46 KIP FT OK SOIL PRESSURE: SUM OF VERTICAL LOADS (INCL SOIL WT OVER HEE 1.18 KIPS DISTANCE OF RESULTANT FROM TOE 0.71 FT RESULTANT LOCATED INSIDE KERN? (MIDDLE 1/3) NO ECCENTRICITY (e) e = U2 - Lr 0.79 FT ' MAXIMUM SOIL PRESSURE (qmax) gmax = 2*Fv/(W*3*Lr) 1.109 KSF OK MINIMUM SOIL PRESSURE (groin) 0.000 KSF ' FOOTING DESIGN: CONCRETE COMPRESSIVE STRENGTH (Pc) 2500 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCING DEPTH (d) d = T*12 - 3.5 8.5 IN STRENGTH REDUCTION FACTOR (phi) 0.9 STRENGTH METHOD LOAD FACTOR 1.7 EARTH MOMENT FOR RESULTANT INSIDE KERN (Mmax) 0.0 KIP FT. IS TOTAL SOIL REACTION LEFT OF WALL? NO MOMENT W/ SOIL RESULTANT OUTSIDE KERN(Mmax 2.43 KIP FT ULTIMATE MOMENT (Mu) 4.13 KIP FT ' REINFORCING STEEL RATIO (p) 0.001074 < pmin USE: REINFORCING STEEL RATIO (p') 0.001431 AREA OF REINFORCING STEEL REQUIRED (Asreq"d) 0.146 IN^2 #4 FOOTING DOWELS @ 16" o.c. As =.15 IN "2 BENDING IN WALL: MAXIMUM MOMENT IN WALL (Mw) 1.000 KIP FT RESISTING MOMENT IN WALL (Mrw) 0.114 KIP FT ' NET MOMENT IN WALL (Mnetw) 0.886 KIP FT ULTIMATE MOMENT IN WALL (Muw) 1.51 KIP FT REINFORCING DEPTH (d) d = t / 2 3 IN ' REINFORCING STEEL RATIO (p) 0.003247 < pmin USE: REINFORCING STEEL RATIO (p') 0.004328 AREA OF REINFORCING STEEL REQUIRED (Asreq"d) 0.15580 IN ^2 MINIMUM VERTICAL As (Asv) .0012 *Ag = 0.0864 IN^2 ' USE: #4 @ 14" O.C. As =.1709 IN"2 MINIMUM HORIZONTAL As (Ash) .0020 * Ag = 0.144 IN^2 USE: #4 @ 16" O.C. As =.1503 IN"2 ' DETAINING WALL (NON-BEARING)• 6" CONCRETE WALL W/ #4 @ 14" o.c.(V) & #4 @ 16" o.c. (H) W/ 3'- 0" WIDE x 1 - 0" THICK FOOTING (WALL 6" FROM HEEL) W/ 3 - #4 CONT. 1 12 DANIEL J. DOBBIE Professional Engineer 20 Mayfair Drive Chico, CA 95973 Phone/Fax (916) 345-4743 RETAINING WALL DESIGN (BEARING WALL) (1'- 0" WIDTH OF WALL) Ha Hr T SOIL DATA: P Fw OF ALLOWABLE SOIL BEARING PRESSURE 1200 PSF EQUIVALENT FLUID PRESSURE (wc) 0.030 KCF^2 ADDITIONAL SOIL SURCHARGE (ws) (1--o") 0.030 KLF WEIGHT OF SOIL 0.110 KCF WALL DATA: WALL TYPE (CONCRETE OR MASONRY) CONCRETE WALL THICKNESS (t) 6 IN HEIGHT OF WALL RETAINING (Hr) 5.00 FT HEIGHT OF WALL ABOVE RETAINING (Har) 0.50 FT WEIGHT OF WALL (.150 KCF CONC, .124 KCF MAS) 0.413 KIPS VERTICAL LOAD ON TOP OF WALL (Ptl) (FB4, FB3, &H 2.100 KIPS DISTRIBUTE POST AND FLOOR LOADS OVER LENGTH OF WALL Ptl = 19.07/11 +.0134 " 24 +.01 " 4.5 ' HORIZONTAL WIND LOAD AT TOP OF WALL (Fw) 0.000 KIPS FOOTING DATA: FOOTING THICKNESS (T) 1.00 FT FOOTING WIDTH (w) 4.00 FT DISTANCE FROM HEEL TO FACE OF WALL (D) 1.50 FT WEIGHT OF FOOTING 0.60 KIPS Page: 21 Job: No.96019 Date: May 1996 Helmick Residence DANIEL J. DOBBIE Page: 22 aD Professional Engineer Job: No.96019 20 Mayfair Drive Chico, CA 95973 Date: May 1996 Phone/Fax (916) 3454743 Helmick Residence ' RETAINING WALL DESIGN (BEARING WALL) (CONT.) ' OVERTURNING ON WALL AND FOOTING ASSEMBLY: OVERTURNING MOMENT (Mot) 1.62 KIP FT RESISTING MOMENT (Mr) (INCL SOIL WT OVER HEEL) 9.53 KIP FT OK SOIL PRESSURE: t SUM OF VERTICAL LOADS (INCL SOIL WT OVER HEE 3.94 KIPS DISTANCE OF RESULTANT FROM TOE 2.01 FT RESULTANT LOCATED INSIDE KERN? (MIDDLE 1/3) YES ' ECCENTRICITY (e) e = U2 - Lr -0.01 FT MAXIMUM SOIL PRESSURE (qmax) gmax = Fv/(W*L)*(1+6*e/L) 0.970 KSF OK ' MINIMUM SOIL PRESSURE (groin) qmin = Fv/(W*L)*(1-6*e/L) 0.999 KSF FOOTING DESIGN: CONCRETE COMPRESSIVE STRENGTH (fc) 2500 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCING DEPTH (d) d = T*12 - 3.5 8.5 IN STRENGTH REDUCTION FACTOR (phi) 0.9 STRENGTH METHOD LOAD FACTOR 1.7 EARTH MOMENT FOR RESULTANT INSIDE KERN (Mmax) 1.9 KIP FT IS TOTAL SOIL REACTION LEFT OF WALL? ' NO MOMENT W/ SOIL RESULTANT OUTSIDE KERN(Mmax 1.07 KIP FT NOT APPL ULTIMATE MOMENT (Mu) 3.31 KIP FT REINFORCING STEEL RATIO (p) 0.000860 < pmin USE: REINFORCING STEEL RATIO (p') 0.001146 ' AREA OF REINFORCING STEEL REQUIRED (Asreq"d) 0.117 IN^2 ADD #4 TRANSVERSE REINF. @ 16" o.c. As =.15 IN "2 BENDING IN WALL: MAXIMUM MOMENT IN WALL (Mw) 1.000 KIP FT RESISTING MOMENT IN WALL (Mrw) 0.628 KIP FT NET MOMENT IN WALL (Mnetw) 0.372 KIP FT ULTIMATE MOMENT IN WALL (Muw) 0.632 KIP FT ' REINFORCING DEPTH (d) d = t / 2 3 IN REINFORCING STEEL RATIO (p) 0.001326 < pmin USE: REINFORCING STEEL RATIO (p') 0.001767 ' AREA OF REINFORCING STEEL REQUIRED (Asreq"d) 0.06361 IN^2 MINIMUM VERTICAL As (Asv) .0012 * Ag = 0.0864 IN^2 USE: #4 @ 14" o.c. As =.1709 IN"2 MINIMUM HORIZONTAL As (Ash) .0020 * Ag = 0.144 IN^2 ' USE: #4 @ 16" o.c. As =.1503 IN"2 ' RETAINIING WALL (BEARING WALL)* 6" CONCRETE WALL W/ #4 @ 14" o.c. (V) &#4@16"o.c.(H)4'-0"WIDE x1-0"THK W/ 4'- 0" WIDE x1'- 0" THICK FOOTING (WALL 1' - 6" FROM HEEL) ' W/ #4 TRANSVERSE @ 16" o.c. &3 - #4 CONT. 1 1 7 1 1 1 1 1 1 1 1 n LJ DANIEL J. DOBBIE Page: 23 aD Professional Engineer Job: No.96019 20 Mayfair Drive Chico, CA 95973 Date: May 1996 "u "I Phone/Fax (916) 345-4743 Helmick Residence TYPICAL STEM WALL DESIGN (1'- 0" WIDTH OF WALL) SOIL DATA: ALLOWABLE SOIL BEARING PRESSURE 1200 PSF WEIGHT OF SOIL `' 0.110 KCF WALL DATA: 0.144 IN^2 WALL TYPE (CONCRETE OR MASONRY) CONCRETE WALL THICKNESS (t) 6 IN HEIGHT OF WALL (H) 4.00 FT WEIGHT OF WALL (.150 KCF CONC, .124 KCF MAS) 0.300 KIPS VERTICAL LOAD ON TOP OF WALL (P) 0.328 KIPS HORIZONTAL WIND LOAD AT TOP OF WALL (Fw) '0.053 KIPS FOOTING DATA: 0.5 KIPS FOOTING THICKNESS (T) 1.00 FT FOOTING WIDTH (w) 1.50 FT DISTANCE FROM HEEL TO FACE OF WALL (D) 0.50 FT WEIGHT OF FOOTING 0.23 KIPS OVERTURNING ON WALL AND FOOTING ASSEMBLY• OVERTURNING MOMENT (Mot) 0.27 KIP FT RESISTING MOMENT (Mr) (INCL SOIL WT OVER HEEL) 0.91 KIP FT OK SOIL PRESSURE: SUM OF VERTICAL LOADS (INCL SOIL WT OVER HEE 1.07 KIPS DISTANCE OF RESULTANT FROM TOE 0.61 FT RESULTANT LOCATED INSIDE KERN? (MIDDLE 1/3) YES ECCENTRICITY (e) e = U2 - Lr 0.14 FT MAXIMUM SOIL PRESSURE (qmax) gmax = Fv/(W*L)*(1+6*e/L) 1.129 KSF OK MINIMUM SOIL PRESSURE (qmin) -groin = Fv/(W*L)*(1-6*e/L) 0.302 KSF REINFORCING IN WALL: MINIMUM VERTICAL As (Asv) .0012 * Ag = 0.0864 IN^2 USE: #4 @ 18" o.c. As = .133 IN^2 MINIMUM HORIZONTAL As (Ash) .0020 * Ag = 0.144 IN^2 USE: #4 @ 16" o.c. As =.1503 IN"2 AXIAL LOADS ON WALL: CONCRETE STRENGTH TO 2500 PSI STRENGTH REDUCTION FACTOR (phi) 0.7 EEFECTIVE LENGTH FACTOR (k) 0.8 STRENGTH METHOD LOAD FACTOR (1.4D + 1.7L) 1.49 ULTIMATE AXIAL LOAD (Pu) 0.5 KIPS ULTIMATE WALL STRENGTH (phiPnw) 66.5 KIPS phiPnw =.55 * phi * ft *:Ag * (1 - (k * H / (32 * t))^2 TYPICAL STEM WALL: 6" CONCRETE WALL W/ #4 @ 18" O.C. (V) & #4 @ 16" o.c. (H) W/ 1' - 6" WIDE x1'- 0" THICK FOOTING (WALL 6" FROM HEEL) & 1 - #4 CONT. DANIEL J. DOBBIE Page: 24 aD Professional Engineer Job: No.96019 ' Q Q 20 Mayfair Drive y : :::::::::::.----.:• Chico, CA 95973 Date: May 1996 'Phone/Fax (916) 345-4743 �i Helmick Residence tEXTERIOR DECKING & JOISTS EXTERIOR 2m. DECKING ' DESIGN DATA: WOOD SPECIES LUMBER GRADE (TABLE 23-1-A-5) COMMERCIAL ALLOWABLE BENDING STRESS (Fb) REPEDITIVE 1350 PSI ' MODULUS OF ELASTICITY (E) 1400 KSI WET SERVICE FACTOR (Cm) 0.85 SIZE FACTOR (Cf) 1.10 DECKING PROPERTIES: 12" WIDTH ' SECTION MODULUS (S) 4.5 IN^3 MOMENT OF INERTIA (1) 3.375 IN^4 DECK LOADING (w): w=.007+.04 0.047 KLF ' DECK SPAN (L) (MULTIPLE SPAN) 4.00 FT MAXIMUM BENDING MOMENT (M) M = w * L^ 2/8 0.094 KIP FT MAXIMUM BENDING STRESS (fb) 0.251 KSI ADJUSTED ALLOWABLE BENDING STRESS (Fb') 1.262 KSI OK ' MAXIMUM DEFLECTION (D) = w * L^4 / (185 * E * 1) 0.028 IN SPAN / DEFLECTION RATIO L/ 1715 OK '4'- EXTERIOR DECKING:2 x 6 HEM FIR COMMERCIAL DECKING 0" MAXIMUM SPAN v DECKING JOISTS JOIST SPAN (L) 10 FT JOIST SPACING (s) 48 IN LIVE LOAD (LL) 40 PSF DEAD LOAD (DL) 7 PSF UNIFORM LIVE LOAD (wll) 0.160 KLF UNIFORM DEAD LOAD (wdl) 0.028 KLF TOTAL UNIFORM LOAD (wtl) 0.188 KLF WET SERVICE FACTOR (Cm) 0.85 RESULTS: END REACTION (R) 0.94 KIPS ' MAXIMUM BENDING MOMENT (M) 2.35 KIP FT MAXIMUM SHEAR (V) 0.83 KIPS JOIST DATA: 4 x 8 #1 JOIST DEPTH (d) 7.25 IN JOIST RESISTIVE MOMENT (Mr) 3.32 KIP FT ADJUSTED RESISTIVE MOMENT (M') 2.82 KIP FT OK ' JOIST RESISTIVE SHEAR (Vr) ADJUSTED RESISTIVE SHEAR (V') 2.54 KIPS 2.15 KIPS OK MOMENT OF INERTIA (1) 111.1 IN^4 MODULUS OF ELASTICITY (E) 1700 KSI DEFLECTION: TOTAL LOAD DEFLECTION 0.224 IN SPAN/DEFLECTION RATIO (TL) Ll 536 OK DECKING JOISTS' 4 x 8 #1 @ 48" O.C. ' DANIEL J. DOBBIE Page: 25 Professional Engineer Job: No.96019 Q Q 20 Mayfair Drive Chico, CA 95973 Date: May 1996 �i Phone/Fax (916) 3454743 Helmick Residence ' EXTERIOR DECKING BEAMS, POSTS, & FOOTINGS DECKING BEAMS BEAM SPAN (L) 10 FT TRIBUTARY WIDTH 5 FT ' LIVE LOAD (LL) 40 PSF DEAD LOAD (DL) 7 PSF UNIFORM LIVE LOAD (wll) 0.200 KLF ' UNIFORM DEAD LOAD (wdl) (INCL 10 PLF RAIL) 0.045 KLF TOTAL UNIFORM LOAD (wtl) 0.245 KLF WET SERVICE FACTOR (Cm) 0.85 RESULTS: END REACTION (R) 1.23 KIPS MAXIMUM BENDING MOMENT (M) 3.06 KIP FT MAXIMUM SHEAR (V) 1.04 KIPS ' BEAM DATA: 4 x 10 #1 BEAM DEPTH (d) 9.25 IN BEAM RESISTIVE MOMENT (Mr) 4.99 KIP FT ' ADJUSTED RESISTIVE MOMENT (M') 4.24 KIP FT' OK BEAM RESISTIVE SHEAR (Vr) 2.54 KIPS ADJUSTED RESISTIVE SHEAR (V') 2.15 KIPS OK MOMENT OF INERTIA (1) 230.8 IN^4 MODULUS OF ELASTICITY (E) 1700 KSI DEFLECTION: ' TOTAL LOAD DEFLECTION SPAN/DEFLECTION RATIO (TL) L/ 0.140 IN 854 OK DECKING BEAMS. 4x10#1 (10'-0" MAXIMUM SPAN) ' DECK POSTS MAXIMUM POST LOAD (2x R POST BM) 2.45 KIPS COMPRESSION PARALLEL TO GRAIN (Fc) 1.000 KSI MODULUS OF ELASTICITY (E) 1600000 PSI SAWN LUMBER COEFFICIENT (c') 0.8 VISUALLY GRADED LUMBER COEFFICIENT (Kce) 0.3 BUCKLING FACTOR (Ke) 1.0 ' UNSUPPORTED LENGTH (1) 10.00 FEET EFFECTIVE LENGTH (le) 120 INCHES LEAST POST DIMENSION (d) (UNSUPPPORTED) 3.5 INCHES le/d RATIO 34.29 4 X 4 POST CROSS SECTIONAL AREA (A) 12.25 SQ IN COMPRESSION COEFFICIENT (Fce) 408.3 ALLOWABLE COMPRESSION PARALLEL TO GRAIN (F ALLOWABLE POST LOAD (Pa) 0.366 KSI 4.48 KIPS OK DECK POSTS: 4 x 4 #1 (MAXIMUM 10'- 0" HEIGHT) DECK FOOTINGS ALLOWABLE SOIL BEARING PRESSURE 1200 PSF MAXIMUM POST LOAD 2.45 KIPS AREA REQUIRED FOR BEARING (Areq) 2.04 FT^2 ' SIDE LENGTH FOR SQUARE FOOTING (L) 1.43 FT DECK FOOTINGS• 1'-6" SQUARE x 10" THICK W/ 2 -#4 EACH WAY 1 1 1 J 1 1 1 11 1 1 DANIEL J. DOBBIE aD Professional Engineer 20 Mayfair Drive Chico, CA 95973 Phone/Fax (916) 345-4743 ROOF HEADER BEAM HB1 AT 12'- 0" OPENING Page: 26 Job: No.96019 Date: May 1996 Helmick Residence SIMPLE SPAN BEAMS DESIGN DATA: SPAN LENGTH (L) 12 FT TRIBUTARY ROOF WIDTH (Wr) 6 FT ROOF DEAD LOAD (RDL) 17 PSF ROOF LIVE LOAD (RLL) 16 PSF UNIFORM ROOF DEAD LOAD (URDL) 0.102 KLF UNIFORM ROOF LIVE LOAD (URLL) 0.096 KLF UNIFORM WALL & BEAM DEAD LOAD (UWDL) 0.035 KLF TOTAL UNIFORM LOAD JUL) 0.233 KLF RESULTS: MAXIMUM REACTION (Rmax) 1.40 KIPS MAXIMUM BENDING MOMENT (Mmax) 4.2 KIP FT TRIAL SIZE: 6 x10 #1 BEAM DEPTH (d) 9.5 IN BEAM WIDTH (b) 5.5 IN MOMENT OF INERTIA (1) 392.9 IN^4 MODULUS OF ELASTICITY (E) 1600 KSI ALLOWABLE BENDING (Fb) (SIZE FACTOR INCLUDED) 1.350 KSI RESISTIVE SHEAR BASE VALUE (Vr) 2.96 KIPS RESISTIVE MOMENT BASE VALUE (Mr) 9.3 KIP FT LOAD DURATION ADJUSTMENT• ROOF LOAD DURATION FACTOR (Cdr) (SNO,ROOF) 1.25 ROOF MAXIMUM SHEAR (Vmax) Vmax = Pmax - (w * d/12) 1.21 KIPS FINAL RESISTIVE SHEAR (Vr') Vr' = Vr * Cd 3.70 KIPS OK .UNSUPPORTED COMPRESSION FLANGE: SLENDERNESS FACTOR (RB) RB = (le*d/b^2)^.5 9.1 FACTOR (lu / d) 15.2 >7 EFFECTIVE LENGTH (le) le = 1.63 lu + 3 d 263 IN FACTOR (KbE) (VISUALLY GRADED) 0.438 FACTOR (FBe) FBe = KbE*E/RB^2 8.478 FINAL ADJUSTED RESISTIVE BENDING MOMENT (Mr 9.21 KIP FT OK DEFLECTION: DEFLECTION DUE TO TUL (Dtul) 0.173 IN DEFLECTION/SPAN RATIO L/ 833 OK / ROOF HEADER BEAM HBI • 6x10#1 I/ 1 r 1 11 11 1 F] DANIEL J. DOBBIE Page: 27 aD Professional Engineer Job: No.96019 20 Mayfair Drive Chico, CA 95973 Date: May 1996 Phone/Fax (916) 3454743 Helmick Residence ROOF HEADER BEAM HB2 AT 8'- 0" OPENING SIMPLE SPAN BEAMS DESIGN DATA: SPAN LENGTH (L) 8 FT TRIBUTARY ROOF WIDTH (Wr) 6 FT ROOF DEAD LOAD (RDL) 17 PSF ROOF LIVE LOAD (RLL) 16 PSF UNIFORM ROOF DEAD LOAD (URDL) 0.102 KLF UNIFORM ROOF LIVE LOAD (URLL) 0.096 KLF UNIFORM WALL & BEAM DEAD LOAD (UWDL) 0.035 KLF TOTAL UNIFORM LOAD (TUL) 0.233 KLF RESULTS: MAXIMUM REACTION (Rmax) 0.93 KIPS MAXIMUM BENDING MOMENT (Mmax) 1.9 KIP FT TRIAL SIZE: 6 x 8 #1 BEAM DEPTH (d) 7.5 IN BEAM WIDTH (b) 5.5 IN MOMENT OF INERTIA (1) 193.3 IN^4 MODULUS OF ELASTICITY (E) 1600 KSI ALLOWABLE BENDING (Fb) (SIZE FACTOR INCLUDED) 1.350 KSI RESISTIVE SHEAR BASE VALUE (Vr) 2.33 KIPS RESISTIVE MOMENT BASE VALUE (Mr) 5.8 KIP FT LOAD DURATION ADJUSTMENT• ROOF LOAD DURATION FACTOR (Cdr) (SNO,ROOF). 1.25 ROOF MAXIMUM SHEAR (Vmax) Vmax = Pmax - (w * d/12) 0.79 KIPS FINAL RESISTIVE SHEAR (Vr') Vr' = Vr * Cd 2.91 KIPS OK UNSUPPORTED COMPRESSION FLANGE: SLENDERNESS FACTOR (RB) RB = (le*d/b^2)^.5 6.7 FACTOR (lu / d) 12.8 >7 EFFECTIVE LENGTH (le) le = 1.63 lu + 3 d 179 IN FACTOR (KbE) (VISUALLY GRADED) 0.438 FACTOR (FBe) FBe = KbE*E/RB^2 15.793 FINAL ADJUSTED RESISTIVE BENDING MOMENT (Mr 5.77 KIP FT OK DEFLECTION: DEFLECTION DUE TO TUL (Dtul) 0.069 IN DEFLECTION/SPAN RATIO L % 1383 OK ROOF HEADER BEAM HB2• 6 x 8 #1 1 �I 1 1 1 1 DANIEL J. DOBBIE 1A Professional Engineer 20 Mayfair Drive Chico, CA 95973 Phone/Fax (916) 345-4743 FLOOR HEADER BEAM HB3 FOR 16'- 0" OPENING SIMPLE SPAN BEAMS Page: 28 Job: No.96019 Date: May 1996 Helmick Residence DESIGN DATA• SPAN LENGTH (L) TRIBUTARY ROOF WIDTH (Wr) TRIBUTARY FLOOR WIDTH (Wf) 23 / 2 = ROOF DEAD LOAD (RDL) ROOF LIVE LOAD (RLL) FLOOR DEAD LOAD (FDL) 7+2.8+ 10 = FLOOR LIVE LOAD (FLL) UNIFORM ROOF DEAD LOAD (URDL) UNIFORM ROOF LIVE LOAD (URLL) UNIFORM FLOOR DEAD LOAD (UFDL) UNIFORM FLOOR LIVE LOAD (UFLL) UNIFORM WALL DEAD LOAD (UWDL) .01 * 8 = TOTAL UNIFORM LOAD (TUL) RESULTS: MAXIMUM REACTION (Rmax) MAXIMUM BENDING MOMENT (Mmax) TRIAL SIZE: BEAM DEPTH (d) BEAM WIDTH (b) MOMENT OF INERTIA (1) MODULUS OF ELASTICITY (E) ALLOWABLE BENDING (Fb) RESISTIVE SHEAR BASE VALUE (Vr) RESISTIVE MOMENT BASE VALUE (Mr) LOAD DURATION & VOLUME FACTOR ADJUSTMENT* ROOF LOAD DURATION FACTOR (Cdr) (SNO,ROOF) FLOOR LOAD DURATION FACTOR (Cdf) (NORMAL) COMPOSITE LOAD DURATION FACTOR (Cd') MAXIMUM SHEAR (Vmax) Vmax = Pmax - (w * d/12) FINAL RESISTIVE SHEAR (Vr') Vr' = Vr * Cd VOLUME FACTORS (Cv) Cv = k(12/d)^.1 * (5.125/b)^.1 * (21/L)^.1 LOADING CONDITION FACTOR (k) k = 1.00 UNIFORMLY DISTRIBUTED LOAD (Cvw) ADJUSTED RESISTIVE MOMENT (Mr) Mr = Mr * Cd'* C UNSUPPORTED COMPRESSION FLANGE: SLENDERNESS FACTOR (RB) RB = (le*d/b^2)^.5 FACTOR (lu / d) EFFECTIVE LENGTH (le) le = 1.63 lu + 3 d FACTOR (KbE) (GLUE -LAMINATED TIMBER) FACTOR (FBe) FBe = KbE*E/RB^2 FINAL ADJUSTED RESISTIVE BENDING MOMENT (Mr DEFLECTION• DEF 16 FT 6 FT 11.5 FT 17 PSF 16 PSF 19.8 PSF 40 PSF 0.102 KLF 0.096 KLF 0.228 KLF 0.460 KLF 0.080 KLF 0.966 KLF 7.73 KIPS 30.9 KIP FT 51/8"x 15GLB 15 IN 5.125 IN 1441.4 IN^4 1800. KSI 2.400 KSI 8.45 KIPS 38.4 KIP FT 1.25 ROOF 1.00 NORMAL 1.051 6.52 KIPS 8.88 KIPS OK 1.005 40.6 KIP FT OK 14.3 12.8 >7 358 IN 0.609 5.362 39.1 KIP FT OK LECTION DUE TO TUL (Dtul) 0.549 IN DEFLECTION/SPAN RATIO L / 350 ' DEAD LOAD DEFLECTION (Ddl) Ddl = Dt * DL/TL 0.233 IN CAMBER (C) C = Ddl * 1.25 0.291 IN HEADER BEAM HB3. 5 1/8" x 15" GLB (24F -V4) CAMBER = 3/8" OK L t✓ 1 1 1 1 77 DANIEL J. DOBBIE aD Professional Engineer 20 Mayfair Drive Chico, CA 95973 Phone/Fax (916) 345-4743 Page: 29 Job: No.96019 Date: May 1996 Helmick Residence FLOOR HEADER BEAM HB4 FOR 10'- 0" OPENING SIMPLE SPAN BEAMS DESIGN DATA• SPAN LENGTH (L) 10 FT TRIBUTARY ROOF WIDTH (Wr) 6 FT TRIBUTARY FLOOR WIDTH (Wf) 8 FT ROOF DEAD LOAD (RDL) 17 PSF ROOF LIVE LOAD (RLL) 16 PSF FLOOR DEAD LOAD (FDL) 7+2.8 = 9.8 PSF FLOOR LIVE LOAD (FLL) 40 PSF UNIFORM ROOF DEAD LOAD (URDL) 0.102 KLF UNIFORM ROOF LIVE LOAD (URLL) 0.096 KLF UNIFORM FLOOR DEAD LOAD (UFDL) 0.078 KLF UNIFORM FLOOR LIVE LOAD (UFLL) 0.320 KLF UNIFORM WALL DEAD LOAD (UWDL) .01 * 8 = 0.080 KLF TOTAL UNIFORM LOAD (TUL) RESULTS: 0.676 KLF MAXIMUM REACTION (Rmax) 3.38 KIPS MAXIMUM BENDING MOMENT (Morax) 8.5 KIP FT TRIAL SIZE: 6 x 10 #1 BEAM DEPTH (d) 9.5 IN BEAM WIDTH (b) 5.5 IN MOMENT OF INERTIA (1) 392.9 IN^4 MODULUS OF ELASTICITY (E) 1600 KSI ALLOWABLE BENDING (Fb) 1.350 KSI RESISTIVE SHEAR BASE VALUE (Vr) 2.96 KIPS RESISTIVE MOMENT BASE VALUE (Mr) 9.3 KIP FT LOAD DURATION ADJUSTMENT: ROOF LOAD DURATION FACTOR (Cdr) (SNO,ROOF) 1.25 ROOF FLOOR LOAD DURATION FACTOR (Cdf) (NORMAL) 1.00 NORMAL COMPOSITE LOAD DURATION FACTOR (Cd') 1.073 MAXIMUM SHEAR (Vmax) Vmax = Pmax - (w * d/12) 2.85 KIPS FINAL RESISTIVE SHEAR (Vr') Vr' = Vr * Cd 3.18 KIPS OK UNSUPPORTED COMPRESSION FLANGE: SLENDERNESS FACTOR (RB) RB = (le*d/b^2)^.5 8.4 FACTOR (lu / d) 12.6 >7 EFFECTIVE LENGTH (le) le = 1.63 lu + 3 d 224 IN FACTOR (KbE) (GLUE -LAMINATED TIMBER) 0.609 FACTOR (FBe) FBe = KbE*E/RB^2 13.845 FINAL ADJUSTED RESISTIVE BENDING MOMENT (Mr 9.25 KIP FT OK DEFLECTION: DEFLECTION DUE TO TUL (Dtul) 0.242 IN DEFLECTION/SPAN RATIO L / 496 OK HEADER BEAM H84• 6 x 10 #1 ' (b) Ce = (h Ce) ABOVE GRADE (FT) DANIEL J. DOBBIE Pa € 30 0 aD Professional Engineer 25'- 30' 112 = Job: No.96019 ' 20 Mayfair Drive. Chico, CA 95973 20'- 25' h3 = Date: May 1996 1.19 .; Phone/Fax (916) 3454743 15'- 20' 114 = Helmick Residence ' LATERAL ANALYSIS SINCE HOUSE IS OCTAGONAL LATERAL LOADS WILL BE 01-15, 115 = 15- CONSIDERED SYMMETRICAL ABOUT 4 AXES 15.90 TOTAL h'= ' SEISMIC FACTOR• V = (Z I C / Rw) W SEISMIC ZONE: ZONE 3 FINAL FACTOR (Ce'): Ce' = (h Ce') / h' ZONE FACTOR (Z): 0.3 1.3 IMPORTANCE FACTOR (1): 1.00 15 PSF PERIOD FACTOR (C): 2.75 1.00 FORCE RESISTING SYSTEM FACTOR (Rw): 8 21.87 PSF FINAL SEISMIC FACTOR (Z I C / Rw) = 0.1031 x W ' BUILDING MASS (W) ROOF: .017 * (56^2 -16.4^2 * 2 + 230) * 1.054 = 50.7 KIPS 2ND FLR: ((.007 + .0198) / 2 + .04)*2071 = 110.6 KIPS ' EXT WLLS .008 * 8/2 * 20.71 * (8 + 9.5/2) = 8.5 KIPS INT WLLS: (INCLUDED IN 2ND FLOOR) TOTAL 169.8 KIPS SEISMIC LOAD (V)• 17.5 KIPS WIND PRESSURE (P)• P = Ce * Cq * qs * Iw WIND EXPOSURE: C EXPOSURE WIND SPEED: 75 MPH MAXIMUM HEIGHT OF STRUCTURE (H): 30 FT COMBINED HEIGHT, EXPOSURE, AND GUST FACTOR (Ce): tLtV OF WIND EXPOSURE HEIGHT (b) Ce = (h Ce) ABOVE GRADE (FT) 30'- 40' h1 = 0 1.31 0.00 25'- 30' 112 = 5 1.23 6.15 20'- 25' h3 = 5 1.19 5.95 15'- 20' 114 = 5 1.13 5.65 01-15, 115 = 15- 1.06 15.90 TOTAL h'= 30 TOTAL (hce') 33.65 FINAL FACTOR (Ce'): Ce' = (h Ce') / h' 1.122 PRESSURE COEFFICIENT (Cq) (METHOD 2): 1.3 WIND STAGNATION PRESSURE (qs): 15 PSF WIND IMPORTANCE FACTOR (Iw): 1.00 FINAL WIND PRESSURE (P): 21.87 PSF AREA OF WIND LOADING: BUILDING WIDTH (Wb) (AT GROUND LEVEL): ELEVATION OF LOWEST DIAPHRAGM (Hd): AREA OF EXPOSURE (Ae): ADJUSTED AREA (Ae') (1/2 OF IST LVL TO GRND): 50 FT 9.5 FT 944 SQ FT 706.5 SQ FT WIND LOADING (Vw)• 15.5 KIPS SEISMIC GOVERNS 1 u 1 1 1 1 DANIEL J. DOBBIE aD Professional Engineer 20 Mayfair Drive Chico, CA 95973 Phone/Fax (916) 345-4743 Page: 31 Job: No.96019 Date: May 1996 Helmick Residence SHEAR DISTRIBUTION (DIAPHRAGMS & CHORDS) SIESMIC SHEAR DISTRIBUTION, DIAPHRAGM SHEARS, CHORD FORCES DISTRIBUTE SEISMIC LOADS VERTICALLY TOTAL SEISMIC LOAD: (PAGE 28) 17.5 KIPS GROUND LEVEL SHALL BE AVERAGE OF GARAGE FLOOR (0') AND +2.5' W h - Wh Wh/TWh V ROOF 50.7 23.25 1178.78 0.52 9.14 KIPS 2ND FLR 110.6 9.75 1078.35 0.48 8.36 KIPS T W n= 2257.13 T v= 17.50 KIPS ROOF DIAPHRAGM* TOTAL LOAD TO ROOF (Vr): 9.14 KIPS DIAPHRAGM WIDTH (W): 46.44 FT W = 20.71 + ((20.71 /2^0.5)^2 + 20.71A2)/ 50 * 2 DIAPHRAGM LENGTH (L) 50 FT MAXIMUM DIAPHRAGM UNIT SHEAR (vmax): 0.098 KLF ALLOWABLE UNIT SHEAR (va): (CASE 3) 180 PLF / ROOF DIAPHRAGMO 19/32" PLYWOOD C -DX UNBLOCKED (32/16) BOUNDRY & EDGE NAIL = 8d @ 6" o.c. FIELD NAIL = 8d @ 12" o.c. FLOOR DIAPHRAGM, - TOTAL LOAD TO FLOOR (Vfl): 8.36 KIPS DIAPHRAGM WIDTH (W): 46.44 FT DIAPHRAGM LENGTH (L) 50 FT ' MAXIMUM DIAPHRAGM UNIT SHEAR (vmax): 0.090 KLF ALLOWABLE UNIT SHEAR (va): (CASE 3) 180 PLF FLOOR DIAPHRAGM• 3/4" T & G PLYWOOD C -DX UNBLOCKED (48/24) BOUNDRY & EDGE NAIL = 8d @ 6" O.C. ] / ' FIELD NAIL = 8d @ 12" o.c. V 1 1 1 L:t• •uir. U119FIRM MAXIMUM CHORD FORCE (C=T) C = T = V*U(8*W) 1.23 KIPS FLOOR CHORD FORCES• MAXIMUM CHORD FORCE (C=T) C'= T = V*U(8*W) 1.13 KIPS TOP WALL PLATE SPLICE: TOP WALL PLATE 2 - 2 x 6 #2 CROSS SECTIONAL AREA (1 - 2 x 6) 8.25 IN^2 ALLOWABLE TENSION PARALEL TO GRAIN (Ft) 0.575 KSI LOAD DURATION FACTOR (Cd) 1.33 SIZE FACTOR (Ct) 1.3 ADJUSTED ALLOWABLE TENSION (Ft') 0.994 KSI MAXIMUM ALLOWABLE CHORD FORCE (Tallow) 8.2 KIPS OK TOP WALL PLATE NAILING: (USE 16d COMMON NAILS) ALLOWABLE LOAD TO 16d COMMON 0.090 KIPS NUMBER REQUIRED 5.3 / (.09 * 1.33) = 10 NAILS USE: 16 -16d COMMON TYPICAL ROOF & FLOOR 2 - 2 x 6 #2 TOP WALL PLATES PLATE SPLICES• 6'- 0" MIN. LAP AT SPLICES W/ 16 -16d COMMON NAILS BETWEEN SPLICES DANIEL J. DOBBIE Page: 32 aD Professional Engineer Job: No.96019 ' 20 Mayfair Drive Date: May 1996 Chico, CA 95973 Phone/Fax (916) 3454743 Helmick Residence ' DISTRIBUTION OF LOADS TO PERIMETER SHEAR WALLS FOUR AXIS SYSTEM ' SYMMETRY OF OCTAGONAL STRUCTURE ALLOWS TYPICAL LOADING TO BE APPLIED TO ANY ONE OF FOUR AXES. (X, Y, U, Z) G d 14.645' ------------- - - - -- �_. '_, ._._._._._._.e . 20.71' ' 14.645' U' g Z. ' Y DIAPHRAGM PLAN ' LOAD DISTRIBUTION ABOUT ANY ONE AXIS DISTRIBUTE WIND AND SEISMIC DIAPHRAGM LOADS TO ALL AFFECTED SHEAR WALLS EXCEPT THE TWO WALLS PERPENDICULAR TO THE LOADED AXIS. THIS WILL INCLUDE TAKING SHEAR LOADS INTO WALLS SKEWED AT 45 DEGREES. EXAMPLE APPLY 9.14 KIPS OF DIAPHRAGM LOAD TO THE X AXIS. ONE HALF OF THET LOAD (4.57 KIPS) WILL GO TO WALLS b, c, AND d ABOVE THE X AXIS, AND THE OTHER HALF (4.57 KIPS) WILL GO TO WALLS f, g, AND h BELOW THE X AXIS. ' METHOD OF LOAD DISTRIBUTION AT ONE SIDE DISTRIBUTE SHEARS TO WALLS BASED ON PROJECTED TRIBUTARY LENGTH. EXAMPLE SHEAR AT WALL b (X AXIS) SHALL BE 4.57 * 14.645 / 50 = 1.34 K SHEAR AT WALL c SHALL BE 4.57 * 20.71 / 50 = 1.89 K INCREASE LOADS AT SKEWED WALLS INCREASE LOADS AT THE SKEWED WALLS BY THE SQUARE ROOT OF 2 (1.414). ' THE RESULTING Y AXIS COMPONENT OF WALL b IS EQUALLY OFFSET BY THE CORRESPONDING Y AXIS COMPONENT OF WALL g. THEREFORE THE TENDENCY FOR DIAPHRAGM ROTATION IS NEGLIGIBLE. EXAMPL F ' SHEAR AT WALL b (U AXIS) SHALL'BE 1.34 * 1.414 = 1.89 K THEREFORE AS SHOWN SHEAR FORCES AT ALL 6 WALLS, IN THE DIRECTION OF -WALL, SHALL BE EQUAL. ' DANIEL J. DOBBIE Page: 33 aD Professional Engineer Job: No.96019 ' 20 Mayfair Drive Y Date: May 1996 Chico, CA 95973 j Phone/Fax (916) 3454743 Helmick Residence i ROOF SHEAR WALL AT WEST SIDE ' SOUTHWEST, SOUTH, AND SOUTHEAST WALLS SIMILAR SHEAR COLLECTED TO WAL • (PAGE 30) TOTAL SHEAR COLLECTED TO WALL LINE (V): 1.89 KIPS ' PANEL SIZES: HEIGHT WIDTH P1: 9.00 FT 4.33 FT P2: 9.00 FT 4-U FT ' TOT WIDTH 8.66 FT RESULTING UNIT SHEAR AT SHEAR PANELS (v): 0.218 KLF ALLOWABLE SHEAR (va): 260 PLF TYPE A SHEAR WA i • 15/32" STRUCT II C -C EXT -APA PLYWOOD / EDGE NAIL W/ 8d @ 6" o.c. (/ W ' P<, Prd P1 P2 H ' Rd"I Qi � Rup ELEVATION WEST ROOF SHEAR WALL PANEL P1 DATA: (PANEL P2 SAME) PANEL WIDTH (W): 4.33 FT PANEL HEIGHT (H): 9 FT TOTAL SHEAR RESISTED BY PANEL (V): 0.95 KIPS ' DOES WIND OR SEISMIC GOVERN? SEISMIC IS HEIGHT OF THE STRUCTURE > 1/2 OF THE WIDTH NO UNIT DEAD LOAD TO PANEL (w):.017 * 6 + .01 * 8 = 0.182 KLF ' APPLIED LEFT DOWN LOAD (Pld (NEGL 2.75 K BM) 0.00 KIPS APPLIED RIGHT DOWNLOAD (Prd): .142 * 12 / 2 = 0.85 KIPS APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP) 0.00 KIPS ' PANEL P1 RESULTS.- (PANEL P2 SAME) OVERTURNING MOMENT (Mot): 8.5 KIP FT RESISTING MOMENT (Mr): (REDUCED .85 DL) 4.6 KIP FT HD REQ'D NET OVERTURNING MOMENT (Mnet): 3.9 KIP FT LEFT DOWN LOAD REACTION (Rd): 2.55 KIPS RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) -0:91 KIPS ' ALLOWABLE UPLIFT FOR SIMPSON 'FTA2' ON 2x 1.575 KIPS SIMPSON 'HD2A" ON 2x TO STEM WALL BELOW 1.555 KIPS SIMPSON 'SSTB16' ANCHOR TO STEM WALL 4.42 KIPS LYPE A SHEAR WALL SILL PLATE ATTACHMENT ' 2x OR 4x SILL PLATE? 2x SILL PL ALLOWABLE LOAD TO 16d COMMON NAIL 0.105 KIPS ALLOWABLE SHEAR PER 3/4" BOLT 0.72 KIPS ' MINIMUM SPACING AT 16d COMMON NAILS 8 " o.c. MINIMUM SPACING AT 3/4" BOLTS 53 "o.c. USE: 48 " o.c. 1 1 1 1 1 1 DANIEL J. DOBBIE Page: 34 aD Professional Engineer Job: No.96019 20 Mayfair Drive Date: May 1996 Chico, CA 95973 Helmick Residence Phone/Fax (916) 345-4743 i ROOF SHEAR WALL AT NORTH SIDE NORTHEAST AND EAST WALLS SIMILAR SHEAR COLLECTED TO WAI I • (PAGE 30) TOTAL SHEAR COLLECTED TO WALL LINE (V): 1.89 KIPS PANEL SIZES: HEIGHT WIDTH ALL SHEAR TO P1: 9.00 FT 8.33 FT 8.33' PANEL TOT WIDTH 8.33 FT RESULTING UNIT SHEAR AT SHEAR PANELS (v): 0.227 KLF ALLOWABLE SHEAR (va): 260 PLF TYPE A SHEAR WALL 15/32" STRUCT 11 C -C EXT -APA PLYWOOD EDGE NAIL W/ 8d @ 6" o.c. H Rd W Rup ELEVATION NORTH ROOF SHEAR WALL ' PANEL P1 DATA• PANEL WIDTH (W): 4.33 FT PANEL HEIGHT (H): 9 FT TOTAL SHEAR RESISTED BY PANEL (V): 0.98 KIPS ' DOES WIND OR SEISMIC GOVERN? SEISMIC UNIT DEAD LOAD TO PANEL (4.017 * 6 + .01 * 8 = 0.182 KLF APPLIED LEFT DOWN LOAD (Pld (NEGL 2.75 K BM) 0.00 KIPS ' APPLIED RIGHT DOWNLOAD (Prd): .142 * 8 / 2 = 0.57 KIPS PANEL P1 RESULTS• ' OVERTURNING MOMENT (Mot): RESISTING MOMENT (Mr): (REDUCED .85 DL) 8.8 KIP FT 3.5 KIP FT HD REQ'D NET OVERTURNING MOMENT (Mnet): 5.3 KIP FT LEFT DOWN LOAD REACTION (Rd): 2.58 KIPS RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) -1.22 KIPS ALLOWABLE UPLIFT FOR SIMPSON 'FTA2' ON 2x 1.575 KIPS SIMPSON 'HD2A" ON 2x TO STEM WALL BELOW 1.555 KIPS �K ' SIMPSON 'SSTB16' ANCHOR TO STEM WALL 4.42 KIPS ZYPE A SHEAR WALL SILL PLATE ATTACHMENT• 2x OR 4x SILL PLATE? 2x SILL PL ALLOWABLE LOAD TO 16d COMMON NAIL 0.105 KIPS ' ALLOWABLE SHEAR PER 3/4" BOLT 0.72 KIPS MINIMUM SPACING AT 16d COMMON NAILS 7 " o.c. USE: 6 " o.c. ' MINIMUM SPACING AT 3/4" BOLTS 51 "o.c. USE: 48 " o.c. L// ' DANIEL J. DOBBIE � \Dn Professional Engineer Q 20 Mayfair Drive Chico, CA 95973 Phone/Fax (916) 3454743 Page: 35 Job: No.96019 Date: May 1996 Helmick Residence ROOF SHEAR WALL AT NORTHWEST SIDE ' SHEAR COLLECTED TO WALL• (PAGE 30) TOTAL SHEAR COLLECTED TO WALL LINE (V): 1.89 KIPS PANEL SIZES: HEIGHT WIDTH ' P1: 9.00 FT 5.67 FT P2: 9.00 FT 5.67 FT TOT WIDTH 11.34 FT ' RESULTING UNIT SHEAR AT SHEAR PANELS (v): 0.167 KLF ALLOWABLE SHEAR (va): 260 PLF TYPE A SHEAR WALL' 15/32" STRUCT II C -C EXT -APA PLYWOOD �J� EDGE NAIL W/ 8d @ 6" o.c. P1 P2 H Rd W Rup ELEVATION NORTHWEST ROOF SHEAR WALL HD REQ'D L7 PANEL P1 DATA: (PANEL P2 SAME) ' PANEL WIDTH (W): 5.67 FT PANEL HEIGHT (H): 9 FT TOTAL SHEAR RESISTED BY PANEL (V): 0.95 KIPS ' DOES WIND OR SEISMIC GOVERN? SEISMIC IS HEIGHT OF THE STRUCTURE > 1/2 OF THE WIDTH NO UNIT DEAD LOAD TO PANEL (w):.017 * 6 +.01 * 8 = 0.182 KLF ' APPLIED LEFT DOWN LOAD (Pld): .142 * 2 / 2 = 0.14 KIPS APPLIED RIGHT DOWNLOAD (Prd): .142 * 2 / 2 = 0.14 KIPS PANEL P1 RESULTS: (PANEL P2 SAME) ' OVERTURNING MOMENT (Mot): 8.5 KIP FT RESISTING MOMENT (Mr): (REDUCED .85 DL) 3.2 KIP FT NET OVERTURNING MOMENT (Mnet): 5.3 KIP FT LEFT DOWN 'LOAD REACTION (Rd): 2.26 KIPS RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) -0.94 KIPS ALLOWABLE UPLIFT FOR SIMPSON 'FTA2' ON 2x 1.575 KIPS ' SIMPSON 'HD2A" ON 2x TO STEM WALL BELOW SIMPSON 'SSTB16' ANCHOR TO STEM WALL 1.555 KIPS 4.42 KIPS TYPE A SHEAR WALL SILL PLATE ATTACHMENT* ' 2x OR 4x SILL PLATE? ALLOWABLE LOAD TO 16d COMMON NAIL 2x SILL PL 0.105 KIPS ALLOWABLE SHEAR PER 3/4" BOLT 0.72 KIPS ' MINIMUM SPACING AT 16d COMMON NAILS MINIMUM SPACING AT 3/4" BOLTS 10 " O.C. 69 "o.c. USE: 48 " O.C. HD REQ'D L7 DANIEL J. DOBBIE Page: 36 A \De Professional Engineer Job: No.96019 20 Mayfair Drive Date: May 1996 Chico, CA 95973 Phone/Fax (916) 3454743 Helmick Residence FLOOR SHEAR WALL AT WEST SIDE SOUTHWEST WALL SIMILAR SHEAR COLLECTOR WALL LIN (ROOF + FLOOR) 1.89 + 8.36/2 * 20.71/50 = TOTAL SHEAR COLLECTED TO WALL LINE (V): 3.62 KIPS PANEL SIZES: uFir_NT winTW P1: 11.00 FT 4.33 FT P2: 11.00 FT 6.33 FT TOT WIDTH 10.66 FT RESULTING UNIT SHEAR TO SHEAR PANELS (v): 0.340 KLF ALLOWABLE SHEAR (va): 490 PLF TYPE B SHEAR WALL• 15/32" STRUCT II C -C EXT -APA PLYWOOD EDGE NAIL W/ 8d @ 3" o.c. w Pld,� Prd 4,TPup Rd W Rup H' ELEVATION WEST FLOOR SHEAR WALL PANEL P1 DATA: PANEL WIDTH (W): 4.33 FT PANEL HEIGHT (H): 11 FT TOTAL SHEAR RESISTED BY PANEL (V): 1.47 KIPS DOES WIND OR SEISMIC GOVERN? SEISMIC UNIT DEAD LOAD TO PANEL (w):.0534*6+.01*11 0.430 KLF APPLIED LEFT DOWNLOAD (Pld): (PAGE 31) 2.55 KIPS APPLIED RIGHT DOWN LOAD (Prd):.320 * 12 / 2 = 1.92 KIPS APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP). -0.91 KIPS PANEL P1 RESULTS: OVERTURNING MOMENT (Mot): 20.1 KIP FT RESISTING MOMENT (Mr): (REDUCED .85 DL) 10.5 KIP FT HD REQ'D NET OVERTURNING MOMENT (Mnet): 9.6 KIP FT LEFT DOWN LOAD REACTION (Rd): 7.64 KIPS RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) -2.22 KIPS ALLOWABLE UPLIFT SIMPSON 'HD2A' ON 4x 2.775 KIPS OK SIMPSON 'SSTB16' ANCHOR 4.42 KIPS TYPE B SHEAR WALL SILL PLATE ATTACHMENT* 2x OR 4x SILL PLATE? 2x SILL PL ALLOWABLE SHEAR PER 3/4" BOLT 0.72 KIPS rt / MAXIMUM SPACING AT 3/4" BOLTS 34 V 1 1 1 1 1 1 1 1 1 DANIEL J. DOBBIE Page: 37 �DQ Professional Engineer Job: No.96019 20 Mayfair Drive Chico, CA 95973 Date: May 1996 Y Phone/Fax (916) 3454743 Helmick Residence FLOOR SHEAR WALL AT WEST SIDE (CONT.) SOUTHWEST WALL SIMILAR SHEAR COLLECTOR WALL LIN (ROOF + FLOOR) 1.89 + 8.36/2 * 20.71/50 = TOTAL SHEAR COLLECTED TO WALL LINE (V): 3.62 KIPS PANEL SIZES: HEIGHT WIDTH P1: 11.00 FT 4.33 FT P2: 11.00 FT fL-a FT TOT WIDTH 10.66 FT RESULTING UNIT SHEAR TO SHEAR PANELS (v): 0.340 KLF ALLOWABLE SHEAR (va): 490 PLF TYPE B SHEAR WALL' 15/32" STRUCT If C -C EXT -APA PLYWOOD EDGE NAIL W/ 8d @ 3" ox. PANEL P2 DATA: PANEL WIDTH (W): 6.33 FT PANEL HEIGHT (H): 11 FT TOTAL SHEAR RESISTED BY PANEL M: 2.15 KIPS DOES WIND OR SEISMIC GOVERN? SEISMIC UNIT DEAD LOAD TO PANEL (w):.0534*6+.01 *11 0.430 KLF APPLIED LEFT DOWN LOAD (Pld .472 * 12 / 2 = 2.83 KIPS APPLIED RIGHT DOWN LOAD (Prd): 0.00 KIPS APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP) -0.91 KIPS PANEL P2 RESULTS: OVERTURNING MOMENT (Mot): 29.4 KIP FT RESISTING MOMENT (Mr): (REDUCED .85 DL) 7.3 KIP FT HD REQ'D NET OVERTURNING MOMENT (Mnet): 22.1 KIP FT LEFT DOWN LOAD REACTION (Rd): 8.13 KIPS RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) -3.49 KIPS 2.75 K DEAD LOAD FROM HIP BEAM H2 + DOWN LOAD FROM ADJACENT SHEAR WALL +'CB' BASE ADEQUATE TO RESIST UPLIFT USE UPLIFT FOR FOUNDATION DESIGN ' DANIELJ. DOBBIE aD Page: Professional Engineer Job: N0.9601919 20 Mayfair Drive Date: May 1996 Chico, CA 95973 Phone/Fax (916) 345-4743 Helmick Residence FLOOR SHEAR WALL AT NORTHWEST SIDE ' SHEAR COLLECTOR WA L LIN. (ROOF + FLOOR) 1.89 + 8.36/2 * 20.71/50 = 3.62 INCLUDE 1/2 LOAD FROM NORTH FLOOR WALL WHICH IS NOT A SHEAR WALL TOTAL SHEAR TO WALL LINE (V3.62 + 3.62/2 * 1.414 = 6.18 KIPS PANEL SIZES: HEIGHT WIDTH P1: 11.00 FT 4.00 FT P2: 11.00 FT 5.67 FT P3: 11.00 FT 4.00 FT TOT WIDTH 13.67 FT RESULTING UNIT SHEAR TO SHEAR PANELS (v): 0.452 KLF ' ALLOWABLE SHEAR (va): 490 PLF / TYPE B SHEAR WALL 15/32" STRUCT II C -C EXT -APA PLYWOOD EDGE NAIL W/ 8d @ 3" o.c. ' w Pld,� 1`Pup I 1` 1 P1 P2 P3 H Rd '�up ELEVATION NORTHWEST FLOOR SHEAR WALL ' PANEL P1 DATA: (PANEL P3 SAME) PANEL WIDTH (w): 4 FT PANEL HEIGHT (H): 11 FT TOTAL SHEAR RESISTED BY PANEL (V): 1.81 KIPS ' DOES WIND OR SEISMIC GOVERN? SEISMIC UNIT DEAD LOAD TO PANEL (w): .0534*7+.01*11= 0.484 KLF APPLIED LEFT DOWN LOAD (Pld): (PAGE 33) 2.26 KIPS ' APPLIED RIGHT DOWN LOAD (Prd):.484 * 3 / 2 = 0.73 KIPS APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP) 0.00 KIPS PANEL P1 RESULTS: (PANEL P3 SAME) ' OVERTURNING MOMENT (Mot): 19.9 KIP FT RESISTING MOMENT (Mr): (REDUCED .85 DL) 5.8 KIP FT HD REQ'D NET OVERTURNING MOMENT (Mnet): 14.1 KIP FT LEFT DOWN LOAD REACTION (Rd): 8.46 KIPS RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) -3.53 KIPS ALLOWABLE UPLIFT SIMPSON 'HDSA' ON 4x 4.01 KIPS OK SIMPSON 'SSTB1 V ANCHOR 4.42 KIPS TYPE B SHEAR WALL -SILL PLATE ATTACHMENT* 2x OR 4x SILL PLATE? 2x SILL PL ALLOWABLE SHEAR PER 3/4" BOLT MAXIMUM SPACING AT 3/4" BOLTS 0.72 KIPS 25 "o.c. USE: 24 "o.c. II J i77 DANIEL J. DOBBIE Page: 39 �D Professional Engineer Job: No.96019 20 Mayfair Drive Date: May 1996 Chico, CA 95973 Y i ��r�g/E �c Helmick Residence PFLVvK 94AVULL AT NORTHWEST SIDE (CONT.) ' SHEAR COLLECTOR WALL LIN (ROOF + FLOOR) 1.89 + 8.36/2 * 20.71/50 = 3.62 INCLUDE 1/2 LOAD FROM NORTH FLOOR WALL WHICH IS NOT A SHEAR WALL TOTAL SHEAR TO WALL LINE (V3.62 + 3.62/2 * 1.414 = 6.18 KIPS ' PANEL SIZES: HEIGHT WIDTH P1: 11.00 FT 4.00 FT P2: 11.00 FT 5.67 FT ' P3: 11.00 FT 4.00 FT TOT WIDTH 13.67 FT RESULTING UNIT SHEAR TO SHEAR PANELS (v): 0.452 KLF ALLOWABLE SHEAR (va): 490 PLF ' TYPE B SHEAR WA 15/32" STRUCT II C-C EXT-APA PLYWOOD EDGE NAIL W/ 8d @ 3" o.c. ' PANEL P2 DATA* PANEL WIDTH (W): 5.67 FT PANEL HEIGHT (H): 11 FT TOTAL SHEAR RESISTED BY PANEL (V): 2.56 KIPS DOES WIND OR SEISMIC GOVERN? SEISMIC UNIT DEAD LOAD TO PANEL (w): .0534*9+.01*11= 0.591 KLF APPLIED LEFT DOWN LOAD (Pld):.59*4/2-.94= 0.24 KIPS APPLIED RIGHT DOWN LOAD (Prd):.59*3/2+2.26= 3.14 KIPS APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP) 0.00 KIPS PANEL P2 RESULTS: OVERTURNING MOMENT (Mot): 28.2 KIP FT ' RESISTING MOMENT (Mr): (REDUCED .85 DL) 23.2 KIP FT HD REQ'D NET OVERTURNING MOMENT (Mnet): 5.0 KIP FT LEFT DOWN LOAD REACTION (Rd): 7.61 KIPS ' RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) -0.88 KIPS ALLOWABLE UPLIFT SIMPSON 'HD5A' ON 4x 4.01 KIPS OK SIMPSON 'SSTB16' ANCHOR 4.42 KIPS 1 II J i77 ' DANIEL J. DOBBIE aD Page: Professional Engineer Job: N0.9601919 ' Q Q 20 Mayfair Drive Chico, CA 95973 Date: May 1996 Phone/Fax (916) 345-4743 Helmick Residence FLOOR SHEAR WALL AT NORTHEAST SIDE ' EAST, SOUTHEAST, AND SOUTH WALLS SIMILAR HEAR COLLECTOR WALL LIN (ROOF + FLOOR) 1.89 + 8.36/2 * 20.71/50 = 3.62 INCLUDE 1/2 LOAD FROM NORTH FLOOR WALL WHICH IS NOT A SHEAR WALL TOTAL SHEAR TO WALL LINE (V 3.62 + 3.62/2 * 1.414 = 6.18 KIPS PANEL SIZES: HEIGHT WIDTH P3: 6.00 FT 20.71 FT TOT WIDTH 20.71 FT RESULTING UNIT SHEAR TO SHEAR PANELS (v): 0.298 KLF ALLOWABLE SHEAR (va): 380 PLF TYPE C SHEAR WALL; 15/32" STRUCT II C -C EXT -APA PLYWOOD EDGE NAIL W/ 8d @ 4" o.c. w L L L — L L :1 Pld,� Prd P1 H Rd W u ELEVATION NORTHEAST FLOOR SHEAR WALL 1 NEL P1 DATA: PANEL WIDTH (W): 20.71 FT PANEL HEIGHT (H): 6 FT TOTAL SHEAR RESISTED BY PANEL M: 6.18 KIPS DOES WIND OR SEISMIC GOVERN? SEISMIC UNIT DEAD LOAD TO PANEL (w): .0534*6+.01 *6= 0.380 KLF APPLIED LEFT DOWN LOAD (Pid): (PAGE 32) 2.58 KIPS APPLIED RIGHT DOWN LOAD (Prd):.184*8*16.71/20.71 1.19 KIPS APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP) 0.00 KIPS PANEL P1 RESULTS: OVERTURNING MOMENT (Mot): 37.1 KIP FT RESISTING MOMENT (Mr): (REDUCED .85 DL) 90.2 KIP FT NO OT NET OVERTURNING MOMENT (Mnet): 0.0 KIP FT LEFT DOWN LOAD REACTION (Rd): 11.64 KIPS ' RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) 0.00 KIPS NO HOLDOWNS REQUIRED TYPE C SHEAR WALL SILL PLATE ATTAcH ENT. 2x OR 4x SILL PLATE? 2x SILL PL 1 ALLOWABLE SHEAR PER 3/4" BOLT 0.72 KIPS MAXIMUM SPACING AT 3/4" BOLTS 39 "o.c. USE: 32 "o.c. ��I 1 1 1 1 I- I u 1 11� DANIEL J. DOBBIE aD Professional Engineer 20 Mayfair Drive Chico, CA 95973 Phone/Fax (916) 345474.3 'Page: 41 Job: No.96019 Date: May, 1996 Helmick Residence NORTHWEST WALL STEM WALL FOOTING (NORTH, EAST, & SOUTHEAST WALLS SIMILAR) STEM WALL LOADING* HIP BEAM LOADS AT ENDS TAKEN BY FOOTINGS LENGTH OF STEM WALL (L) 20.67 FT PANEL P1 DOWNLOAD (Pd1) 8.46 KIPS DISTANCE Pd1 FROM LEFT END 0.00 FT PANEL P1 UPLIFT LOAD (Pup1) (NEGATIVE UP) -3.53 KIPS DISTANCE Pup1 FROM LEFT END 4.00 FT PANEL P2 DOWNLOAD (Pd2) 7.61 KIPS DISTANCE Pd2 FROM LEFT END 8.00 FT PANEL P2 UPLIFT LOAD (Pup2) (NEGATIVE UP) -0.88 KIPS DISTANCE Pup2 FROM LEFT END 13.67 FT PANEL P3 DOWNLOAD (Pd3) 8.46 KIPS DISTANCE Pd3 FROM LEFT END 16.67 FT PANEL P3 UPLIFT LOAD (Pup3) (NEGATIVE UP) -3.53 KIPS DISTANCE Pup3 FROM LEFT END 20.67 FT WEIGHT OF STEM WALL (Ws) .15 * 2 * 20.67 = 6.20 KIPS TOTAL SHEAR TO WALL (V) ' 6.18 KIPS DISTANCE V APPLIED ABOVE BOTTOM OF STEM WA 2.00 FT Pd1 Pup1 Pd2 A 4' 4' Pup2 Pd3 5.67' T 3' .1. Pup3 4' 1 V wmax NORTHWEST WALL STEM WALL FOOTING UEM WALL ANALYSIS: SUM OF VERTICAL LOADS (SV) 22.79 KIPS OVERTURNING MOMENT ABOUT A (Mot) -111.47 KIP FT RESISTING MOMENT ABOUT A (Mr) 265.99 KIP FT NET MOMENT (Mnet) 154.51 KIP FT LOCATION OF SOIL REACTION RESULTANT FROM A ( 6.78 FT MAXIMUM SOIL REACTION(wma OUTSIDE KERN 2.24 KLF MINIMUM SOIL REACTION (wmin) KLF SEE RESULTS OF STEM WALL ANALYSIS ON PAGE 4 NO O.T. 4 DANIEL J. DOBBIE �D Professional Engineer 20 Mayfair Drive Chico, CA 95973 Phone/Fax (916) 345-4743 NORTHWEST WALL STEM WALL FOOTING (CONT.) Page: 42 Job: No.96019 Date: May 1996 Helmick Residence STEM WALL -DESIGN: STEM WALL WIDTH (W) 0.5 FT STEM WALL DEPTH (D) 2.25 FT WIDTH OF FOOTING AT BOTTOM OF STEM WALL 2.00 FT MAXIMUM SOIL PRESSURE qmax = wmax / W 1.120 KSF OK CONCRETE COMPRESSIVE STRENGTH (fc) 2500 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCING DEPTH (d) d = D*12 - 3.5 23:5 IN STRENGTH REDUCTION FACTOR (phi) 0.9 STRENGTH METHOD LOAD FACTOR 1.4 SEISMIC MAXIMUM GRADE BEAM MOMENT (Mmax) (PAGE 4) 23.0 KIP FT ULTIMATE MOMENT (Mu) 32.2 KIP FT REINFORCING STEEL RATIO (p) 0.002227 < pmin USE: REINFORCING STEEL RATIO (p') 0.003333 AREA OF REINFORCING STEEL REQUIRED (Asreq"d) 0.470 IN^2 USE: 2 - #4 CONT. T. & B. As =.4 IN^2 MAXIMUM SHEAR AT (Vmax): 8.45 KIPS ULTIMATE SHEAR (Vu) 11.8 KIPS ALLOWABLE SHEAR FOR CONCRETE (phiVc) 11.99 KIPS NO SHEAR REINF REQ'D STEM WALL REINFORCING: MINIMUM VERTICAL As (Asv) .0012 * Ag = 0.0864 IN^2 USE: #4 @ 18" o.c. As =.133 IN"2 MINIMUM HORIZONTAL As (Ash) .0020 * Ag = 0.144 IN^2 USE: #4 @ 16" o.c. As =.1503 IN"2 NORTHWEST WALL STEM 6" WIDE STEM WALL x V WALL FOOTING: 2'- 3" OVERALL DEPTH TYPICAL ALL STEM WALL W/2 - # 4 @ TOP & 3 -#4@ BOTTOM FOOTINGS #4 @ 18" (V) & #4 @ 16" (H)-• v 2'- 2'- 0" WIDE x 12" THICK FOOTING ui OF ow��_. -i Cu v ICu n LL, W_ Cn �ot� Z 2 `4 c Q a L EL 141 Min Shear : Location . Max Moment: Location . Min Moment: Location . Max +Def 1 : Location . ---0.45 K 0,€ 0 ft 22, 97 E -ft 3.93 ft -1.6.01. K -f t 16.7: ft 0.0180 in 5.99 ft Max -Def 1 : -0.0007 in Location . 18,40 ft Max Unck : Mo Calc Shear Moment _ Deflected Shape Unity Check Not Calculated Option -s: S =S hear M =Moment D =Def 1 ected U =Lin i ty anter =5um aru F_sc =L BU i t = = = M = M M M = = M = M M M = = = = MEMBER DETAILED ANALYSIS M M (o a) Load Comb 1: RDL+FTL+SE ISM IC vo0) U a) (Ov- v 6 >,:2 a) Memb 1 1- a Z CD Property GB1 U Shape o Length 20,67 ft a� Max Shear 6.92 E Location 7.85 ft ui OF ow��_. -i Cu v ICu n LL, W_ Cn �ot� Z 2 `4 c Q a L EL 141 Min Shear : Location . Max Moment: Location . Min Moment: Location . Max +Def 1 : Location . ---0.45 K 0,€ 0 ft 22, 97 E -ft 3.93 ft -1.6.01. K -f t 16.7: ft 0.0180 in 5.99 ft Max -Def 1 : -0.0007 in Location . 18,40 ft Max Unck : Mo Calc Shear Moment _ Deflected Shape Unity Check Not Calculated Option -s: S =S hear M =Moment D =Def 1 ected U =Lin i ty anter =5um aru F_sc =L BU i t = = = M = M M M = = M = M M M = = = = ' DANIEL J. DOBBIE Page: 44 �D Professional Engineer Job: No.96019 ' 20 Mayfair Drive Chico, CA 95973 Date: May 1996 Phone/Fax 916 345-4743 Helmick Residence ' SEISMIC LOAD TO GARAGE HEADER BEAM HB3 (PAGE 26) FIND UMMIC DOWNLOAD FOR PANEL P1 RESULTING UNIT SHEAR AT SHEAR PANELS (v): 0.227 KLF PANEL WIDTH (W): 4.33 FT PANEL HEIGHT (H): 9 FT TOTAL SHEAR RESISTED BY PANEL (V): APPLY RIGH 0.98 KIPS DOES WIND OR SEISMIC GOVERN? UNIT SEISMIC ' DEAD LOAD TO PANEL (w):.017 * 6 + .01 * 8 = 0.182 KLF APPLIED RIGHT DOWN LOAD (Pld):.142 * 8 / 2 = 0.57 KIPS PANEL P1 RESULTS: OVERTURNING MOMENT (Mot): 8.8 KIP FT ' RESISTING MOMENT (Mr): 1.7 KIP FT NET OVERTURNING MOMENT (Mnet). 7.1 KIP FT LEFT UPLIFT REACTION (Rup): (NEGATIVE UP) -1.65 KIPS RIGHT DOWN LOAD REACTION (Rd): 3.01 KIPS ' LOCATION Rd FROM LEFT END OF HEADER 6.00 FT SPAN LENGTH (L) 16 FT TRIBUTARY FLOOR WIDTH (WO 23 / 2 = FLOOR 11.5 FT ' DEAD LOAD (FDL) 7+2.8+ 10 = 19.8 PSF FLOOR LIVE LOAD (FLL) 40 PSF UNIFORM FLOOR DEAD LOAD (UFDL) 0.228 KLF UNIFORM FLOOR LIVE LOAD (UFLL) 0.460 KLF ' UNIFORM BEAM LOAD (UWDL) 0.030 KLF TOTAL UNIFORM LOAD (TUL) 0.718 KLF 4' PANEL ROOF LOAD (Prp) .182 * 8 = 1.46 KIPS LOCATION Prp FROM LEEFT END 14.00 FT ' RESULTS: MAXIMUM RIGHT REACTION (Rr) 8.14 KIPS MAXIMUM LEFT REACTION (RI) LOCATION 7.80 KIPS OF ZERO SHEAR FROM LEFT END 10.87 FT MAXIMUM BENDING MOMENT (Mmax) 27.8 KIP FT TRIAL SIZE: 5 1/8" x 15 GLB BEAM DEPTH (d) 15 IN BEAM WIDTH (b) 5.125 IN MOMENT OF INERTIA (1) 1441.4 IN^4 MODULUS OF ELASTICITY (E) 1800 KSI ' ALLOWABLE BENDING (Fb) 2.400 KSI RESISTIVE SHEAR BASE VALUE (Vr) 8.45 KIPS RESISTIVE MOMENT BASE VALUE (Mr) 38.4 KIP FT LOAD DURATION & VOLUME FACTOR o JUSTMENT LOAD DURATION FACTOR (Cd) 1.33 MAXIMUM SHEAR (Vmax) Vmax = Pmax - (w * d/12) 7.25 KIPS FINAL RESISTIVE SHEAR (Vr') Vr' = Vr * Cd 11.24 KIPS OK VOLUME FACTORS (Cv) 1.005 ' ADJUSTED RESISTIVE MOMENT (Mr) Mr = Mr * Cd'* C 51.3 KIP FT OK UNSUPPORTFM COMPRESSION FLANGE SLENDERNESS FACTOR (RB) RB = (le*d/b^2)^.5 14.3 ' FACTOR (lu / d) 12.8 >7 EFFECTIVE LENGTH (le) le = 1.63 lu + 3 d 358 IN FACTOR (KbE) (GLUE -LAMINATED TIMBER) 0.609 ' FACTOR (FBe) FBe = KbE*E/RB^2 FINAL ADJUSTED RESISTIVE BENDING MOMENT 5.362 (Mr 49.4 KIP FT OK HEADER BEAM H 36 ADEQUATE FOR SEISMIC LOADING 1 1 1 Ci 1 L_ 1 11 1 DANIEL J. DOBBIE �D Professional Engineer 20 Mayfair Drive -; Chico, CA 95973 Phone/Fax (916) 345-4743 +eiJ ROOF CHORD TIE CONNECTIONS AT HIP BEAMS Page: 45 Job: No.96019 Date: May 1996 Helmick Residence SIGN DATA: MAXIMUM CHORD FORCE (PAGE 29) 1.23 KIPS USE: 5/8" TENSION BOLT THROUGH HIP BEAM ALLOWABLE TENSION ON 5/8" MB 6.1 KIPS OK USE: 5/8" MB'S THROUGH ENDS OF DOUBLE 2X TOP WALL PLATES HOLDING POWER OF BOLTS IN WOOD* SINGLE SHEAR IN SAWN LUMBER WITH STEEL SHEAR PLATE CONNECTIONS ALL LOADING PARALLEL TO GRAIN WOOD SPECIES: DOUGLAS FIR LARCH RESEARCH AGENCY/SPECIFICATION: NATIONAL DESIGN SPECIFICATION ADJUSMENT FACTORS ASSUMED CONSTANT: WET SERVICE FACTOR (CM): SEASON'D, DRY USE CM = 1.0 TEMPERATURE FACTOR (Ct): T < 100 F Ct = 1.0 GEOMETRY.FACTOR (CG): APPLIED TO WOOD CG = 1.0 1994 UBC TABLE 23 -III -A: ADJUSMENT FACTORS FOR CONNECTIONS LOAD DURATION GROUP ACTION LATERAL Z' = Z EACCTD R FACTOR * Cg APPLY ADJUSTMENT FACTORS TO NOMINAL Z VALUES FROM CHART LOAD DURATION FACTOR (CD): 1.33 EQ OR WIND EARTHQUAKE OR WIND LOAD CD = 1.33 GROUP ACTION FACTOR (Cg): Cg = m(1-m^(2*n))/(n((1+Rea*m^n)(1+m)-1+m"(2*n))*(1+Rea)/(1-m) GROSS CROSS-SECTIONAL AREA MAIN MEMBER(Am 16.5 IN^2 GROSS CROSS-SECTIONAL AREA SIDE PLATE (As) 0.75 IN^2 DIAMETER OF BOLT (D) 0.625 IN MAIN MEMBER THICKNESS (tm) 3 IN MODULUS OF ELASTICITY MAIN MEMBER (Em) 1600000 PSI MODULUS OF ELASTICITY SIDE PLATE (Es) 29000000 PSI NUMBER OF FASTENERS IN A ROW (n) 2 CENTER TO CENTER SPACING OF FASTENERS (s) 3 IN Rea = Es*As/Em*Am 0.8239 v = (270000)*(D^1.5) 133409 u = 1+v*s/2*(1/(Em*Am)+1/(Es*As)) 1.02 M = u -(u^2-1)^.5 0.83 FINAL GROUP ACTION FACTOR (Cg) 0.998 FINAL BOLTING CONFIGURATION DESIGN VALUE (Z') (KIPS): DESIGN VALUE Z FROM TABLE 23 -III -K 1.13 KIPS Z'=Z*CD *Cg *n 3.00 KIPS OK ROOF CHORD TIE USE: 2 - 5/8" MB TO TOP PLATES CONNECTIONS AT W/ 1 - 5/8" DRAG BOLT THRU HIP BEAM HIP BEAMS,- 1/4" STEEL BRACKET V/ DANIEL J. DOBBIE Professional Engineer 20 Mayfair Drive Chico, CA 95973 Phone/Fax (916) 3454743 Page: 46 Job: No.96019 Date: May 1996 Helmick Residence ' FLOOR CHORD & DRAG CONNECTIONS AT CORNERS DESIGN DATA• ' MAXIMUM CHORD FORCE (PAGE 29) 1.13 KIPS MAXIMUM DRAG FORCE (F) (PAGE 37) 3.62 / 2 = 1.81 KIPS USE: SIMPSON 'CMST14' COIL STRAP CUT TO LENGTH AND BENT AS REQUIRED ' MAXIMUM ALLOWABLE TENSION 'CMST14' 6.795 KIPS DESIGN REQUIRED END LENGTH (EL) BASED ON NAIL SHEAR NAIL HOLES PROVIDED FOR 2 - 16d COMMON NAILS @ 3 1/2" o.c. 1 i 1 1 EL TOP PLATES CORNER POST CORNER PLAN STRAP LENGTH AND NAILING REQUIRED POST WIDTH 5.5 IN DISTANCE TO FIRST NAIL 4.25 IN ALLOWABLE SHEAR ON 16d COMMON NAIL (va) 0.136 KIPS 94 UBC TABLE 23 -III -MM COMMON WIRE SPIKES IN METAL SIDE PLATES LOAD DURATION FACTOR (Cd) 1.33 SEIS NUMBER OF NAILS REQUIRED F / (Cd * va) = 10 16d NAILS USE: 16 -16d NAILS END LENGTH REQUIRED (EL) 16/2 * 3.5 +1.75 29.75 IN TOTAL STRAP LENGTH (TL) 2*29.75+2*4.25+5.5= 73.5 IN ' FLOOR CHORD 8 SIMPSON 'CMST14' COIL STRAP DRAG CONNECTION CUT TO 6'- 1 1/2" LENGTHS & BENT AT CORNERS• W/ 16 -16d COMMON NAILS EACH END .1