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066-220-004
o��-aao-voy 066-220404 PERMIT#97-0959 DRAPER, John FirOj cz/1 JAS South Park Dr.. Magalia I 753`13 , Cont: North Coast Drywall New Single Family — E.H. USE ONLY Plat^Pian Attached Roar Plan Attacheda-qk Sent to B.D., z .> I TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance x �,i) �' (�- ?d4k. - k�- 0- 1 , Owner ocation % AP# Plan Approved for: Sewage Disposal Water Supply: Public ✓ Private Well Clearance.for _IL dwelling. Other Hold final for: Final clearance O.K. for: NOTE: Environment I Health Specialist Date 8/96 .' SkA- R,ES DENTIAL 066-220-004 PERMIT#97-0959 DRAPE /, John 13607-South Park Dr., Magalia Cont. North-Coast Drywall / New , Single Family r Y • f v y OFFICE COPY i `y 32 t, # Address 6 0� po� Y r, GAS & O y r Meter By Date f ELECTRI - :; Meter By Date � Meter By ` Date S 1 _ 1 I' I H s � - JG9 FINALED (Date) signature 'zk S I V=OK O = Not OK Not '=NotRealdyble MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 1. Zoning Requirements - Setbacks - Easements 2. Footings; Soils-Size-DepthSpacing-ConnectorsSteel 2. Soils; Special MH Support Sketch 3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 3. Sewer Location-TestFall-Ch7-Concrete 4. Wood Awn.; Posts-Beams-Rftrs.-Connectors Shthg: Rfg.-Bracing 4. Water; Location -Test -Easement Needed (Sketch) 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 5. Electricity; Location-Clearances-Gmd-/ /Amp -Concrete 6. Carports; Windows -Doors 6. Gas; Location -Test -Wrap; / /VtL / /Nat. or/ /tit/ /LPG 7. Electric 7. Well Clearance & Disconnect 8. Fnng.; Sils-AnchorsStuds-Rftrs-Trusses S. Utility Clearance 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s Card B-1 Date Card B-1 1. Zoning Requirements- Setbacks Easements Card B-1 Date Card B-1 2. Footings; Size -Spacing -Marriage Line POOLS (Plans) OK except #'s 3. Gas; MH Test -Demand -Valve -Connector 1. Setbacks, -Easements 4. Electricity; MH Test -Crossovers -Breakers -Clearances 2. Soils; Compaction -Structure Stability - 5. Drain; MH Test -Fall -Flex Connector 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 6. Water; MH Test -Regulator -Connector 4. Elec.; Receptacles and Lighting, Distance-GFI 7. Water and Sewer Connected -C/O to Grade -HD Approval - Eleo.; Pool Lighting; 15 Volts-GFI 8. Gas and Electricity Tagged 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 9. Tie Downs -Type -Installation Cert 7. Elec.; Bonding; Metal w/5 -Circulating Equip. -Heater 10. Exits; Insp.-Sketch 8. Elec.; Grounding; Equip. w/9 Circulating Equip. -Pool LBhtg. Boxes-Enclosures-Panelboards-Ins. to Main in Conduit 11. Cert of Occupancy 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 Date MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils-Size-DepthSpacing-ConnectorsSteel 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. Fnng.; 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 - Eleo.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5 -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/9 Circulating Equip. -Pool LBhtg. 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 ✓ = OK O = Not OK - = Not Apt = Not Rea RESIDENTIAL (Single & Duplex) (Plants) OK except SFA., Main; Soils-Elec. Grr#// IZ4 Ftg. Depth VFtg. Garage; Soils-Steel-Elec. Gmd/ C Ftg. Depth 4. 5(g. Porches $ Decks; Soils -Steel-/ P Ftg. Depth Stemwalls, Main; Steel-Blockouts-Wrapped Stemwalls, Garage; Steel-Blockouts-Wrapped jpAold Downs and Special Anchors 7. Slab, Steel -Wrapped 8. Pers -Fireplace Ftg.-Steel f(D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 10. . Gas Pipe; Size Anchors - Yard Gas Piping; Size Test ater Pipe; Test -Anchors -Regulator -Service Test 1 tric Underground 1 . Parfums $ Ducts; Clearance-Mater:al-Support-Ins. 1 . ersSills-Anchor Bolts -Joists Vents-Crippies 1r Access $ Ventilation 16. Insulation Date 5 f Card B-1 6- Date Card B-1 Date ILI NC Date Card E-1 Date PLUMBING mit) OK except #'s Water Htr.; Ft -Ac -Combustion Air Baffle V,41ater Pipe; T�ettor-Nail Protection W.V. Test FRllngs $ Anchor -Nail Protection 2 er P oor-Tub Access Te $ Shower, Second Floor -Tub Access Gas Pipe; Sixe $ Anchors Datel q(q/1 Card B-1 tffl Date Card B-1 Date Card B-1 Date Card B-1 Date ECT CAL (Permit) OK except #'s 23"FixtupdIE Transformer Clearance -Ins. Protection 24." lec eptacles Spacing -Lights $ Switches at Doors 25. ize es $ No. of Conductors Stapled 2 ome led Close to Edge of Studs $ C.J. 27. ui round made up w/Mech Fa - and a e 28. ppliance Circuts in Kitchen $ Conductor Size GFI 29. re�ga. Cu or AI- . ue or Al 3 . an je Circ. / / ga Cu or AI -Oven Circ. / / ga Cu or AI Insul eutral 0 Yes 0 No 3 e- iser Conductors $ Ground -Main Disconect p. Cl!,twces Panels-Motors-Mech. Epuip. CI Closet Light -Shower Light -Spa Light 3r Smoke Detector Date!'r i Card B-1 Date Card B-1 Dates Car Date Card B-1 Date CHANICAL (Permit) OK except #'s 3S_,4.C._.QPets Insulation $ Support 36. an, Exhaust above insulation 37.5de 38. to Drain $ Overflow, Size $ Grade F ance-Vent Access -Comb. Air -Return Air Vent 115 outlet 39 Attic Access $ Platform if Furnace in Attic Date _ Card B-1 V Date Card B-1 Date Ord B-1 Date Card B-1 Date FRAMING (Plans) OK except #'s s P per Materials $ Anchors 41. Is tuds-Nailing Spacing $ Braces -Plates -Sound 4 . B ng Walls over Girders $ Floor Nailing , 44. Fire ps, Furred Ceilings -Stairs- asers-Tubs aders $ Beams -Size $ Be ng Date MING (Continued) 47. 9K. Joist-Rftr. Ties-Purlin-roff B russShting: Rtng. Firepiac ..Ties or Type A Fireplace clearance c Access; Size $ Romex Protection -Draft Stop -Ins. Baffles 50. Br��indows or Exiting Doors -Sill Hgt $ Dimensions 91 Garac�nisProtection Framing 5�d rty Line Firewall $ Openings rd Ext Doors -One 3 -Check Garage 3rd Story, 2 Exits VAST- Stairs; Width -Headroom -Rise -Run -Landing -Fin; Protection 55. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 56. Siding -Nailing Veneer 57. Stucco Mesh -Drip Screed -Fd. Vents-Underfir. Access 58. Gla ' -Glass P ection -Plastic St-Thear.�Nai*6-80tg- 60 Wall Panels Date+�. 4q-) Card B -t,[:? Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s Or E*rSteps-Door $ Sidelight Protection -Landings 5e_�moke Detector 65"' Furnace; Vents -Clearance -Comb, Air-Conector- In Garage; Above Floor -Ducts -Meth. Protection Bedroom Exiting 6k .F.I. $ Bath Fixtures $ Tub Access -Spa . Elec. Trim $ Subpanel, Breaker Sizes $ Labels Rails -10 Fireplace or Stove, Clearance -Hearth lec. Outlets at Wood Panel, Int. $ Ext Z. Kit Fixt. $ Appliance; Ground. -Air Gap -Cooking Clearance 73. plk. Outlets $ Rece ticales at Kit. Counter . Garage Fire Door; Swing -Landing -Closure --6uct in Garage -Damper V. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. jn Garage; Above Floor -Meth. Protection Pb., Elec. $ Mech. Equip. Listed for Location 7 . ,t llec. Receptacles in Garage (G.F.I.)-Romex Protection 79()nsulation-Foam-Looked in Attic V/ Guard rails $ Deck Construction -Post Caps 84 Fdn. VBents $ Crawl Hole Door Drainage $ Wood -Earth Looked under Floor Yes -,,Clearance 136. Following lr stld 0 Yes No/Walks 0 Yes 0 No/Planters 0 Yes 0 jd -Q') 83. S cco -Finish VO 8 . Unit Disconnect, Electrical -Plumbing 84Aents Above Roof, Pibg-Appliance-Fireplace-Clearance to Openings --8e'-VO3%r Well, Disconnect, Electrical, Plumbing 7. tenor Elec. Trim, G.F.I. Receptacle -Underground 8' Ventilation Throught House 8 . lass Protection corrections from Previous Inspections 9 .. as Test -Meters Tagged, Gas -Electric 9. Water $ Sewer Connected -C/O to Grade -HD Approval P'. Energy Compliance Certificate -Other Certificates Date— l� l 1Carci B-1 Date Card B-1 Date )dT Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: COUNTY OF BUTTE- DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive - Oroville, California 95965 - Telephone (916) 538-7541IT NO. (Rev.12/96) APPLICATION AND PERMIT qr-7- MA-q ASSESSOR PARCEL NUMBER ZONING BUILDING PERM( t OWNER ' "E SO. FT. OCC. BUILDING VALUAlTON OWN RS MAILING ADDRESS CONTRACTOR'S NAME north const drVwqll TELEPHONE ' 272-7355 1 RC) 21340 CONTRACTOR'S MAILING ADDRESS l()1 pqradise ca 915967 CONSTRUCTION (ENDER LENDER'S MAILING ADDRESS Fireplace Total Valuation $ ARCHITECT OR ENGINEER UCENSE NO. -Filing Fee $ 20.00 Permit Fee $ ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 403.00 BUI I E.South park dr, magalia `�� Energy Plan Checking Fee $ 23.00 $ PERMIT FEE $ 1,069. LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF IR Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 101 7.00 0.0 Solar or heat.pump water heater 23.00 Water piping 15.00 5.00 Each as water heater or vent 1 5.00 5 , 00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installaticn ❑ Other ❑ xx Describe Work: 3 bedroom Gas piping system 1 - 5 outlets 15.00 5 , 00 Building sewer 1 5.00 5 , 00 Mobile HomeS G W 920.00 PERMIT FEE $ 150.00 ELECTRICAL PERMIT Fling Fee 20.00 a0OVOR LESS Main Service 2ooA OR LE.. 23.00 3.00 LICENSED CONTRACTOR'S DECLARATION 1 hereby affirm under penalty of perjury that 1 am licensed under provisions of Chapter 9 (commencing with Section 7000 of Division 3 of the Business and Professions Code, 1 g ) and my license IS In full force and effect. License Cuss Lic. No. K� a 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. ❑ 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier 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.) e/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 fi Datej��___ Signature of Applicant - Owner ❑ Contractor ❑ Agen, An OSHA ,permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories/in height. Main Service ( 200A To 1000A 46.00 NEW CONST. DWELLING OCCUR SO G OR ADDNS. ( 8 ACC. BLD.. 3.52FT. O.60 NEW CONST. MULTI -OUTLET NON•RESID. C CI CU /1 @7.50 POWER APPARATUS 8 SINGLE OUTLET CIR. Ex. OCCUP. OUTLET OR FIXTURES 20 Q 1.00 BAL p .50 Ex. Occup. OuiitDs REESSID.OEA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ 113.60 MECHANICAL PERMIT Filing Fee 20.00 Heating 3 TON L5.00 Cooling 3 TON 5.00 Hood 6.50 Ventilation PERMIT FEE $ Mobile Home Installation Fee $ Energy Inspection Fee $ 46.00 R -0-TL' CO TYPE j TOTAL FEE $ 1,437.08 HAz - D IA4� IL C P L PATL r ISS 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. 5/12/97 Date 5/12/98 Date Receipt No. ,2=2 0 WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT - COUNTY OF BUTTE- DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive - OrGville, Cyalifornia 95965 - Telephone (916) 538-7541 PERMIT NO. (Rev. 12/96) APPLICATION AND PERMIT Rte" ()92�! ASSESSOR PARCr NU ER _2 _� O TONIN I BUILDING PERMIT OWNER !_ / v\ TELEPHONE SO. FT. OCC. BUILDING VALUATION OWN s RESS C MRA R'S NA 2a TELEPHONE 2 U C0 rods ADDRESS zo 3 nL ' ONS R CTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation $ - ARCHITECT OR ENGINEER LICENSE NO. Filing Fee Is 20.00 Permit Fee $ 2, ,- 6 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ - BUILDING ADDRESS .. P J of Energy Plan Checking Fee $ 6 p s PERMIT FEE $ , LOT NO. SUBDIVISIONS NAME P CEL MAP PLUMBING PERMIT F ing Fee 20.00 Each Trap 7.00 D USEOFSTRUCTURE SF Duplex ❑ Mobilehome ❑ Other SPECIFY Solar or heat pump water heater 23.00 Water piping 15.00 1,5 Each gas water heater or vent 15.00 TYPE OF WORK New Addition ❑ Remodel ❑ Utilities ❑ Installation [3Other ❑ JDescribe Work: �9 en 21j-- °t^--- Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home I S I G I W @20.00 PEF 7n, , ELECTRICAL PERMIT Fling Fee 20.00 OOOV OR LESS Main Service 200AORLESS 23.0012_9 , LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class LIC. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ 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. ❑ 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 ❑ AgentD An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. Main Service 200A TO I000A 46.00 NEW CONST. DWEWNG OCCUP. so.?� OR AODNS. ( d ACC. OCS. 3.5c'. V, W NONEN•RESCOIND.SMuLµTI.O,UTLr, @7.50 POWER APPARATUS 6 SINGLE OUTLET CIR. zo O 1.00 Ex. Occup. OUTLET OR FOrruRES SAL w Ex. Occu . oLP,Tc`ieis a sE o.oen 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ 3 , d MECHANICAL PERMIT Fling Fee 20.00 Heating ( �- Cooling Hood 6.50 Ventilation PERMIT FEE S , Mobile Home Installation Fee $ Energy Inspection Fee $ 0 c.) cco 3 T PE TA EE $ MAZ. 0 FE IMP FLOOD CDF PMC PO HD Esu 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. 459 O to Byte ,j PERMIT EXPI �f ~ (Data) ReceiptNo. WHITE-D.D.S.-8.0. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT ra '4N..�t`("i�F� r�'a's'1%�•�.,�.. COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION S. 7 COUNTY CENTER DRIVE - ORO.VILLE, CALIFORNIA 95965 - TELEPHONE (916) 538-7541 PERMIT APPLICATION DATA SHEET OWNER: J / ASSESSOR PARCEL NUMBER: �, �.. Z p r (� n C-( Proposed Building Use: Building Inspector: (� Date: At time of permit application, I was advised the following data must be submitted prior to pe ro easing and/or issuance: Date Received By ❑ 1. All items have been submifted -------------------------------------------------------------------------------------- 02. Plot plans, 3/4 sets, signed by the preparer of plans. ------------------------------------------------------------ ❑3. Complete plans, 3/4 sets, signed by the preparer of plans. ----------------------------------------------------- 04. Engineered plans, 3/4 sets, with wet signature on plans. All engineering must be shown on plans. -------- 05. 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. --------------------------------------------------------- 08. Hazardous Material Form. ------------------------------------------------------------------------------------------ ❑9. Manufactured Home data and installation instructions including Tie Down Specifications ------------------- El10. Fees of $ ------------------------�--""-------------------/-----------------------/------------------ ❑ 11. Impact fees as shown on the attached schedule _ _ It 's-c_,�c- / QL--------------- -California Department of Forestry plan approval/%es---------------------------------------------------------- ❑ 13. Flood elevation certificate. --------------------------------------------- rianpra�gA(„�ealth Department. ❑ 15. City ofity Chico plumbing permit. --------------------------------------- ❑ 16. Plot plan and business license approval from the City of Biggs. --- ❑ 17. Planning approval for (A) Use: (B) Parking: ❑ 8. Contact Land Development about ❑ Improvements, ❑ Drainage, ❑ Legal Parcel. -- Encroachment Permit for driveway (construction approval prior to occupancy). ------ ❑20. Pre -inspection for required. Request to Building Inspector on - (Date) 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 0) - -------------------------------------- 024. Letter of signature authorization. -------------------------------------------------------------------------------- ❑25. Recorded copy of Agricultural Acknowledgment Statement. -------------------------------------------------- ❑26. Letter of intent on building use. ----------------------------------------------------------------------------------- ❑27. Manufactured Home utility clearance. --------------------------------------------------------------------------- ❑28. Existing violations and/or expired permits. ---------------------------------------------------------------------- ❑29. ❑433 A, El Grant Deed, ❑ M.H. Title, ❑ Check to H.C.D $ .--------------- ❑ 3 0. Other: When you issue the permit, process as follows ❑ Mail to owner, ❑Mail toc n actor. elephone ! 2'735 5 and hold for pickup at $ffice. 11Deliver with inspector. Applicant..( LDate: 5 D Copy of Haz-Mat form sent ❑Health Department, ❑Fire Dei artment, ❑Air Pollution D By: Copy of plans sent ❑ Health Department, ❑ Fire Department, ❑ Other: Date: By: 1. Index permit application for the above items numbered: ❑ Plan Check List 2. Additional items required: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division 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, ❑ uilding Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Div' ' n ter, by Date: Plans reviewed by: Date: Plans approved by: Date:/�- Sets of plans on hold in ❑ Plan Cabinet, ❑ A.P. folder. Note transfer by: Date: Yellow Copy - Department of Development Services, Building Division. .:nu•'r .,�.^.���.. 1�'1 q.�v-•e'.,,,r:a,�,+M1�,'i"°'.;:+�n«,�'�.i�y�:1`�r'f�ir; �;ra�-!�w.�i^.?""*y°�`�'tl3'-�Y�tsbwt`�,�t'�••+�'"�"'TMrrwn-+:.�w^.n-.. �,�.,x.•4�,.F,4 School District . A.P. Number . Property Owner BUTTE COUNTY SCHOOLS IMPACT FEE. CERTIFICATION' FORM Y (One form per Building) Building Department No. Zz0 — ' Jurisdiction: City � County Cry Property Location/Address Subdivision Lot No. Residential Development Q No of Living Mobile Home Addition Units Installation Commercial/Industrial r Building Department. New Addition (Floor Plans - reviewed by School District Personnel) Sq. Footage U Group R) Sq. Footage (Including Exterior Roofed Areas) Date - T District Identification.JNo. r School District certifies that aukv (Str�e(rt Address) W (Phone Number) (City) . (Stat) (Zip Code) has complied with the requirements of Resolution No. d • representing %��4 square feet. School by payment of. $ B 2926 $ ULL MITIGATION $ i. �" JCC .► `l� 7 Date' T Paid by Check # Remarks: D a Notice: You may protest the imposition of the fees Identified above bi submitting a written protest to the District, in compliance with Government Code Section 66020(a), within 90 days from the date fees are paid. Failure to submit a timely written. protest will'.prohibit you from challenging the imposition of the fees in any court action. If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is notified by the applicable Local Planning Agency that this project is being reviewed under the California Environmental Quality Act (CEQA), this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. White (applicant), Yellow (building department), Pink (school district) feeform.xls (2/97)dmm - �:-^�L }. � 97,016904' ,, • . - • NOT COMPARED. W" And when recorded mail to: ORIGINAL DOCUMENT + Building Division #7 County Center Drive MAY .= 8 1997 7 Oroville, Ca. 95965 - AGRICULTURAL; STATEMENT OF ACKNOWLEDGMENT, FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code requires this acknowledgment to be recorded prior to issuance of a building permiL The property described herein is adjacent to land .or included within an area zoned for agricultural purposes, and residents of this property may be subject to 'inconveniences or discomfort from the use of agricultural chemicals, including, -:,but not limited:to herbicides, pesticides, and fertilizers; and "from the pursuit of agricultural operations including, but not limited to cultivation, , plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte.County has'established agricultural purposes and residents within,said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations.. �--' All that'real property situate in the County of Butte, State of California, described as follows: 1 L oT a v 4s 5 i 0 Y✓ 6.1 + op PQK��r Sk? Plwc,s cOu.-*Ly �It, •rte rel { r e►� 6' ' �OC�✓� , �4 �� Li�� i Ott/ e0L4*'%4y'; , �icO.L Delo he=2 a1, 197/ Vic% 39 off. lF roto •1 CLIL& l s Oi / , i,Fs , '4s 14, O con -60-11' 5L-651 �11.�P2otJ•iSi.v�v..bY:ticE Ak�If� ►�L.kfn`d" pp�'24,-FTo� S Sl�r� t/ hi✓ Aow �= (�,..,,, , p� i t` ; c.�s+. • a�.,fs, ��'- �F�^r S""Fc '-" , ��' ►�I1.E f} o f ti / L R h lQC_.5C a- � 6�.Q ane t 4.4 -c -f— ,Ua ' Dam4�rSti�t1 foe tLr-%C -io +,(,,0 Sktt_PQOF of L°"Jt. Date:" �!� ��� �J - PROPERTY OWNERS: State of California County of IVU 77E.) On .�f-9 47 before me, 11%/r�12/D� Z , 2366W,,e, M9 224Z personally appeared lfi✓ c�2�/d//� ' personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. gE�iOP I WITNESS my hand and official seal. � . � O . • ...�.tMARION L'. BEC{CER COMM. 11 1 1 33501 NOTARY PUBLIC-CAUFORNIA - Signature _ Seal: MY Comm. Expires April 13, 2001 A.P.# 0U(f --20 -o - OOcy -------------------- - 97-016904 97-016904 w **97-016904 ` 97-0169041' Rec Fee 6.00 I Cash, 6.00 Recorded t I Official Records I County of I O Butte I Candace J. Grubbs I i Recorder 9:01am 8-May497 I PUBL XX 1 (Rev. 12/96) FASESSOR PARC NER s VA& "COUNTY OF BUTTE- DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 45� 7 County Center Drive - Orovilt`CQalifornia 95965 - Telephone (916) 538-750� No. APPLICATION AND PERMIT LENDER ; 2.� LENDERS MAIUNQ ADDRESS ARCHITECT OR ENGINEER ARCHITECT OR ENGINEERS MATUNQ ADDRESS LOT NO. I suOONISIONS NAME v i I -t TELEPHONE 1 _Jc � 14 _C -K94 r7 USEOFSTRUCTURE SF Duplex ❑ Mobilehome O Other n Fc� TYPE OF WORK NewAddition ❑ Remodel ❑ Utilities ❑ Installation O Other ❑ Describe Work: LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: O 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. O I, as owner of the property, am exclusively contracting with licensed contractors to construct the project O 1 am exempt under See. Business and Professions Code for this Penson WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: O 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. O 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 (rhe above sections need not be completed H the permit is for work of a valuation of one hundred dollars (s100) or less.) O 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 H I should become subject to the workers' compensation provisions of section 3700 of. the Labor Code, 1 shall forthwith comply with those provisions. X Date Signature of Applicant - O Owner O Contractor O Agent An OSHA permit is required for excavations over SO' deep and demolition or construction Of structures over 3 stories in height BUILDING PERMIT SO. FT. OCC. BUILDING VALUATION Fling Fee 20.00 OOOV OR LESS Main .Service 2o0A OR LESS 23.00 3 Main Service -OA TO I000A 46.00 U C 3.5CST NEW CONST MULTI -OUTLET NON•RESID. N @7 50 POWER APPARATUS & SINGLE OUTLET CIR. j + Ex. Occup. OUTLET OR FDCTURES 2!@I.w1 i FIXED APPu+s. OR EX. OCCU OUTLETS ESID. EA 5.00 ' Temporary Service Fireplace U Mobile Home Facilities 20.00 Total Valuation $ Misc. -Wiring23.00 Filing Fee $ 20.00 Permit Fee $ .Z. /.56 Fling Fee Plan Checking Fee $ Energy Plan Checking Fee $ 2, 3 - 6 U 6.50 S Ventilation f J PERMIT FEE PLUMBING PERMIT Filing Fee 20.00 ' Each Trap 7'00 4 Solar or heat pump water heater 23.00 Water piping OCC CONST. TYPE 15.00 Each gas water heater or vent 15.00 Gas piping system 1 - 5 outlets 15.00 1 Building sewer 15.00 Mobile Home IS I G W @20.00 PERMIT FEE ELECTRICAL PERMIT Fling Fee 20.00 OOOV OR LESS Main .Service 2o0A OR LESS 23.00 3 Main Service -OA TO I000A 46.00 NEW CONST. OWETIING OCCUP. OR ADONS. ( t ACC. OLDS. 3.5CST NEW CONST MULTI -OUTLET NON•RESID. N @7 50 POWER APPARATUS & SINGLE OUTLET CIR. j + Ex. Occup. OUTLET OR FDCTURES 2!@I.w1 i FIXED APPu+s. OR EX. OCCU OUTLETS ESID. EA 5.00 ' Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. -Wiring23.00 PERMIT FEE $ 3 - �' MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling 5T_ Hood 6.50 Ventilation f J U PERMIT FEt S Mobile Home Installation Fee $ Energy Inspection Fee $ OCC CONST. TYPE TOTAL F ( .---> < . i "A Z. I O. PEES I IMP I' FLOOD I COF I PARCEL I PO I NO 165U[ 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 15.ate PERMIT EXPIWES `6W i COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT 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 you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. w COUNTY OE BUTTE BUILDING DIVISION + DEPARTMENT OF DEVELOPMENT SERVICES 1469 Humboldt Road, Chico, CA - (916) 891-2751 7 County Center Drive, Oroville, CA - (916) 538-7541 747 Elliott Road, Paradise, CA - (916) 872-6307 CORRECTION NOTICE OWNER / / PERMIT NO A routine inspectio indicates that the following violations of Butte County Ordinances exist at the above addres and should be corrected. Please notify this office when correction of work is completed. If y u have any questions pertaining to this matter, or need additional explanation, please contact his office immediately. LIHM A MY W44 I l OF mlm U W L: r Date `7 Inspector REV 10/92 LAND DEVELOPMENT BUILDING / ENVIRONMENTAL HEALTH - PERMIT CLEARANCE Building Permit No. Address: L %a 0 g SOGI 7ffA--!� Parent/Previous AP: OWNERS�d T � L G A-�C� Nr► A.P. / NAME: Z'e - J411-.') NUMBER: -4'6'-022 PRINT LAST NAME FIRST COUNTY ZONING "X � DESIGNATION:_ FLOOD ZONE:_ /� FLOOD MAP: �s�%0✓ APPROVED: CONDITIONALLY APPROVED: V RESOLVE PROBLEMS PRIOR TO APPROVAL: PARCEL CREATION BY DEEDS OR MAP ✓ DEED INFORMATION: DATE OF CREATION: DEED REFERENCE: LEGAL ACCESS PROVIDED: YES NO LEGAL ACCESS REQUIRED: YES NO COMPLIES WITH COUNTY STANDARDS FOR DEED CREATION: YES NO COMMENTS/CONDITIONS: COMPLIANCE WITH OLD SUBDIVISION LOT ORDINANCE REQUIRED? (MAP RECORDED PRIOR TO BOOK 17 OF MAPS AT PAGE 23): YES NO . IF YES, MARK APPROPRIATE ITEMS) BELOW: A. Construct road to B. Meet parcel size required by zone. C. Meet current E.H.D. requirements. CHECK SPECIAL CONDITIONS WHICH APPLY TO MAP: ALL FEES TO BE PAID TO THE BUILDING DIVISION UNLESS OTHERWISE NOTED. 1. Maintain a 50 ft. building setback from centerline of road. �^ b _Z2. Maintain a 20 ft.building setback from right-of-way/cea>:erline of S "`�-+ r A lL 0 n -P �!r✓ _ 3. Comply with Zoning code for building setback from road. _ 4. Maintain a 100 ft. leachfield setback from all existing wells. 5. Maintain a ft. leachfield setback from 6. Pay water tender fees in the amount of $ to Battalion Number of the Butte County Fire Department. X7. Meet the Fire Safe Regulations of Butte County and P.R.C. 4290. _ 8. Connect to a public water supply. 9. Connect to a public sewer system. _ 10. Automatic fire suppression sprinkler systems shall be installed in all residential structures in accordance with the National Fire Protection Association Standard for the installation of sprinkler systems in one and two family dwellings and mobile homes, NFPA Standard 13D, unless a pressurized community water system, with hydrants that meet Fire Department specifications, serves the parcel. _ 11. Pay T.D.D. (Thermalito Drainage District) fee in the amount of $ — 12. Meet the requirements of the Department of Fish and Game for the preservation of oak trees. (See phone number below) .MAP INFORMATION: ?%O 60 v1v jrt y 46"Y3 4FrT 7 G o T Z08 DATE OF -RECORDING Z2Z21 LOT 200 BOOK 39 PAGE 6')— 73 COMPLIANCE WITH OLD SUBDIVISION LOT ORDINANCE REQUIRED? (MAP RECORDED PRIOR TO BOOK 17 OF MAPS AT PAGE 23): YES NO . IF YES, MARK APPROPRIATE ITEMS) BELOW: A. Construct road to B. Meet parcel size required by zone. C. Meet current E.H.D. requirements. CHECK SPECIAL CONDITIONS WHICH APPLY TO MAP: ALL FEES TO BE PAID TO THE BUILDING DIVISION UNLESS OTHERWISE NOTED. 1. Maintain a 50 ft. building setback from centerline of road. �^ b _Z2. Maintain a 20 ft.building setback from right-of-way/cea>:erline of S "`�-+ r A lL 0 n -P �!r✓ _ 3. Comply with Zoning code for building setback from road. _ 4. Maintain a 100 ft. leachfield setback from all existing wells. 5. Maintain a ft. leachfield setback from 6. Pay water tender fees in the amount of $ to Battalion Number of the Butte County Fire Department. X7. Meet the Fire Safe Regulations of Butte County and P.R.C. 4290. _ 8. Connect to a public water supply. 9. Connect to a public sewer system. _ 10. Automatic fire suppression sprinkler systems shall be installed in all residential structures in accordance with the National Fire Protection Association Standard for the installation of sprinkler systems in one and two family dwellings and mobile homes, NFPA Standard 13D, unless a pressurized community water system, with hydrants that meet Fire Department specifications, serves the parcel. _ 11. Pay T.D.D. (Thermalito Drainage District) fee in the amount of $ — 12. Meet the requirements of the Department of Fish and Game for the preservation of oak trees. (See phone number below) _ 13. Obtain approval from the Department of Fish and Game for vegetation removal. Contact Fish & Game at 916-355-7010. _ 14. A traffic mitigation fee for each new or additional living unit shall be paid. Pay the amount of $ as stated in the Oroville Area Traffic Mitigation Fee Agreement. Payment to be made W the Pla m*V Dhdskn- _ 15. All new residential buildings shall be constructed to comply with the requirements of the Uniform Building Code for seismic safety. Mobile homes shall be constructed on a permanent foundation system which complies with the Seismic Zone 3 requirements of the Uniform Building Code. _ 16. Deer Mitigation fees are to be paid, if. such .fees have been adopted by the Butte County Board of Supervisors. X 17. Pay school impact mitigation fees. X 18. A development impact fee for sheriff facilities shall be paid pursuant to the provisions of Chapter 3, Article II of the Butte County Code. _ 19. Wood stoves and fireplace inserts shall be EPA approved and designed to meet the emission requirements of the California Clean Air Act of 1988 as amended. _ 20. If any cultural resources are encountered during -ground disturbing activities, all work shall cease in the area of the find pending examination of the site by a professional archaeologist. This person would then be able to assess the site significance and suggest appropriate mitigation measures. 21. 22. 23. 24. 25. 26. AI QNVI 31WS j0 ,U.Na00 1661 9 Z 8VW C13RI333H LD 7/96 C:1 W V61 WOR . MOLOOKWAXIA LAND -OF NATURAL WEALTH AND: BEAUTY BUILDING DIVIS ION ' DEPARTMENT OF DEVELOPMENT SERVICES - 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: 1.916) 536-7541 FAX: (91 d) 538-2140 John Draper' _ � . P.O. ' Box 1103 Paradise, CA 95967 April.24; 1997 Permit Application #97=0583 A.P.# 066-26-0-002 =With reference to the above subject, attached is: [xx] Plan Check List 'Red Marked Calculations - [ l- :Red MarkedPlans [ ] 'Other — Action Required: [ ] Comply with Plan Check List [ ] Resubmit Plans with Revisions As Required [ ] Return All Original Materials and Revised Plans to the Building Department [ ] Other Should you have any questions, please contact this office at the address or phone number listed above. Sincerely, Martha Whitney Plan Checker 11 cc: Larry Warner AIA Architect 2059 Forest Avenue, Suite 6 Chico, CA 95928 PERMIT APPLICANT JOHN DRAPER ASSESSOR PARCEL N0. 066-26-0-002 PERMIT NO- 97-0583 DATE APRIL 24 1997 1. Explain "2 x 4 stud wall, DBL stud under beam" at front porch - not clear on plans. ..Sheet 6. �;.Provide calcs for gravity loads. for beam at front porch. In - ation. P elude found Truss T4, TS and T6 subject to wind loads. Recheck'with Truss manuf / acturer Truss .T2 needs to be ."sized for mechanical loads. anuer. Recheck with Truss factur. Energy calcs': Provide location and number and size .of .all -skylights. Square footage should be 1534. West elevation totals = 87 square foot of glass. area. Where on plan is 4 square feet East elevation Wd door? If there is glass on door over1 square foot'you must count entire door: (20'sq:,ft.) Plans need-to'be labeled "Reversed", if they are. SRA (Fire Department Plan Check) requires enclosed eaves and Class A or B roof'at 15' to property line. If you wish to discuss any requirements, 'you may contact me- at (916) 538-7541 between 1:OOp.m. and 4:00 p.m., Monday through.Thursday. ` RESIDENTIAL PLAN CHECKING GUIDE I SINGLE FAMILY, DUPLEX AND MISCELLANEOUS ONLY OWNER: -JOhn �)( per- BUELDINGP ER Gl T t $ 3 PLAN CHECKER: A R NUMBER: 0C CO - a 70 - 00 Z XnOn AT 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.). 7. Recorded notice of violation. PLOT PLAN: tel! Complete parcel size and dimensions. ,2! Setbacks, side yards, easements, etc. ,a: Other buildings or structures. 4. 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. < ,8r� 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). , y 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) , 8. Lights, switches, receptacles, and exterior receptacles for maintenance of mechanical equipment. ` 9. Location of water heaters, heating and cooling equipment, other_ electrical or gas equipment. 10. Garage firewall, door size and closer (Section 302.4). 11. Minimum of one 3'0" exterior door (Section 1004.6). ! 12. Fireplace.and'wood stove location, alcoves and clearance. 13. Smoke detectors (Section 310.9.1). , 14. Plumbing fixtures, water closet clearances and shower size. " STRUCTURAL DETAILS: 1. Conventional Construction - Unusu ection 2326.5.4). . 2. Standard bracing or engineered desip fSection 2326.11.3). 3'. 'Clerestory requiring "oori framing and/or engineering. , ' Three story building requiring engineered calculations and plans. ; ,V 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... t Roof construction details complete'enough io construct building. ti � Rafter ties or bearing ridge beam. Fireplace construction details and calx if necessary. Garage door and/or porch header sizes. Stud heights. Adobe soils - special foundation design. Retaining walls requiring design. jj Special Inspection requirements. Header size. 17. Sheetrock nailing inspection required? July 1996 3,2 Stairway details: landings, rise and run, head clearance, handrails (Section 1006). Guardrail details (Section 509). Brick or stone veneer (Section 1403). Exteirior plaster - weep screeds (Section 2506). Proper roof pitch for roof covering (Section 1501). Roof covering type - (fire hazard). Foam insulation - protection. 36' halls and stairways. Living area over garage - complete I -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. 5 Energy design. 1 . Flashing at all exterior openings. 1 C.D.F. responsible area requirements. I roold e 4 eak5 �' �vav�� lcecctd �✓ ��^"` � 40 v uAh 0 �Ide, W APAM GLr2 e,r" nr tfAh It to a ho� 15N3 July 1996 3.3 Square Footing Design ( 94 UBC (91 NDS) ) Ver. V4000034 By: Larry J. Warner, PHL, Architects on: 04-26-1997 Prosect: a -703 -dr - Location: FTG -PST -1 Summary: Size: 2.25 FT x 2.25 FT x 10.00 IN Footing has been designed without reinforcement. Footing Loads: Live Load: Dead Load: Total Load: Ultimate factored load: Footing Properties: Allowable soil bearing pressure: Effective soil bearing pressure: Concrete compressive strength: Selected Size: Length: Width: Area: Ultimate bearing pressure: Column Base Dimensions: Length: Width: Footing Size Selection: Required footing area: Minimum footing size required: Footing depth based on shear stresses: Selected footing depth: Punching Stress Calculations: Critical perimeter: Punching shear: Punching shear stress: Allowable punching shear stress: Beam shear stress calculations: Beam shear: Beam shear stress: Allowable beam shear stress: Bending Requirements: Factored moment: Nominal moment strength: PS9-1 "No]- PL= 4459 LB PD= 2452 LB PT= 6911 LB Pu= 11013 LB Qs= Gle= 1375 PSF F'c= 2500 PSI L= 2.25 FT W= 2.25 FT A= 5.06 SF Glu= 2175 PSF 1= 3.50 IN w= 3.00 IN Areq= 5.03 SF Lreq= 2.24 FT D= 10.00 IN Bo= 53.00 IN Vul= 8362 LB vul= 24 PSI vc1= 200 PSI Vu2= 816 LB vu2= 5 PSI vc2= 100 PSI Mu= 29368 IN -LB Mn= 73125 IN -LB 1.5.O.O�PSF 4 Column( 94 UBC (91 NDS) ) Ver. V4000034 Bv: Larry J. Warner, PHL, Architects on: 04-26-1897 Project: a-703-dr - Location: PST-1 @ HDR-6 ALT Summary: ( 2 ) 1.50 x 3.50 x 8.0 FT #2 - DOUGLAS FIR-LARCH - Dry Use Section Adequate By: 56.1 % ' Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 Base Reactions: Live: Dead: RL= 4459 LB Total: RD= 2452 LB Axial Loads: RT= 6911 LB Live Loads: PL= 4459 LB Dead Loads: PD= 2429 LB Total Loads: PT= 6888 LB Column Data: Length: L= 8.0 FT Column End Condition: Ke= 1.0 Maximum Unbraced Length (X Axis): Lx= 0.0 FT Maximum Unbraced Length (Y Axis): Lv= 0.0 FT Eccentricity (X Axis): ex= 0.00 IN Eccentricity (Y Axis): ey= 0.00 IN Column Desiqn Stresses: Compressive Stress: Fc= 1300 PSI Modulus of Elasticity: E= 1600000 PSI Bendinq Stress (X Axis): Fbx= 875 PSI Bendinq Stress (Y Axis): Fby= 875 PSI Adjusted Properties: Fbx': Fbx'= 1313 PSI. Adjustment Factors: Cd=1.00 Cf=1.50 Fby': Adjustment Factors: Cd=1.00 Cf=1.50 Cfu=1.10 Fby'= 1444 PSI Fc'(parallel): Fc'_parl= 1495 PSI Adjustment Factors: Cd=1.00 Cf=1.15 Controllinq Direction: (Y Axis) Compressive Stress: fc= 656 PSI Allowable Compressive Stress: Fc'= 1495 PSI Column Properties: Column Section (X Axis): dx= 3.50 IN Column Section (Y Axis): dy= 3.00 IN Area: Section Modulus (X Axis): A= Sx= 10.50 6.1 IN2 IN3 Section Modulus (Y Axis): Sy= 5.3 IN3 Length Depth Ratio: Lex/dx= 0.0 Column Bending Calculations: Ley/dy= .0 Combined Stress Factor: CSF= 0.44 Roof Beam( 94 UBC (91 NDS) ) Ver. V4000034 By: Larry J. Warner, PHL, Architects on: 04-26-1997 Project: a -703 -dr - Location: HDR -6 -PORCH HEASDER @ PORCH ALT. 24969 Summary: V= 3.50 IN x 15.00 IN x 14.5 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 20.9% Controlling Factor: Section Modulus Sreq= Deflections: IN3 Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): 52.5 Live Load: RL= Dead Load: RD= Total Load: RT= Bearing Length Reqd.: BL= Camber Reqd.: C= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Camber Adjustment Factor: CAF= Beam Loading: Live Load: LL= Side One: Roof Dead Load: DL1= Roof Rafter Tributary Width: TW1= Side Two: Roof Dead Load: DL2= Roof Rafter Tributary Width: TW2= Roof Duration Factor: Cd= Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= Beam Live Load W/ Slope Red'n: wL= Beam Self Weight: BSW= Beam Total Dead Load: wD= Total Maximum Load: WT= Controlling Total Design Load: wTcont= Properties For: 24F -V4- VISUALLY GRADED WESTERN SPS Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: Ex= Stress Perpendicular to Grain: Adjusted Properties: Fb' (Tension): Adjustment Factors: Cd=1.15 Fv': Adjustment Factors: Cd=1.15 Design Requirements: Maximum Moment: Shear (tai d from beam end): Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: Ey= Fc_perp= 0.19 IN 0.35 IN = U504 0.53 IN = U326 4459 LB 2429 LB 6888 LB 3.03 IN . 0.28 IN 14.5 FT 0.0 FT 5.00 : 12 240 180 1.5 X DLD 30 PSF 15 PSF 18.5 FT 10 PSF 2.0 FT 1.15 14.5 FT 615 PLF 13 PLF 335 PLF 950 PLF 950 PLF 2400 PSI 190 PSI 1800000 PSI 1600000 PSI 650 PSI Fb'= 2760 PSI Fv'= 219 PSI M= 24969 FT -LB V= 5700 LB Sreq= 108.6 IN3 S= 131.2 IN3 Areq= 39.2 IN2 A= 52.5 IN2 Ireq= 543.1 IN4 1= 984.3 IN4 Roof Beamf 94 UBC (91 NDS) 1 Ver. V4000034 Stress By: Larry J. Warner, PHIL, Architects on: 04-26-1997 Prosect: a -703 -dr - Location: HDR -7 -PORCH HEASDER @ PORCH ALT. OVER ENTRY V= Summary: LB 3.50 IN x 15.00 IN x 11.5 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 78.9% Controlling Factor: Area IN3 Deflections: 131.2 Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Ireq= Live Load: RL= Dead Load: RD= Total Load: RT= Bearinq Lenqth Reqd.: BL_ Camber Reqd.: C= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Camber Adjustment Factor: CAF= Beam Loadinq: Live Load: LL= Side One: Roof Dead Load: DL1= Roof Rafter Tributary Width: TW1= Side Two: Roof Dead Load: DL2= Roof Rafter Tributary Width: TW2= Roof Duration Factor: Cd= Slope Adjusted Lenqths and Loads: Adjusted Beam Length: Ladi= Beam Live Load W/ Slope Red'n: wL= Beam Self Weight: BSW= Beam Total Dead Load: wD= Total Maximum Load: WT= Controllinq Total Desiqn Load: wTcont= Properties For: 24F -V4- VISUALLY GRADED WESTERN SPS Bendinq Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: Ex-- x= Stress Perpendicular to Grain: Adjusted Properties: Fb' (Tension): Adjustment Factors: Cd=1.15 Fv': Adiustment Factors: Cd=1.15 Design Requirements: Maximum Moment: Shear (01) d from beam end): Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: Ev= Fc_perp= Fb'= Fv'= 0.07 IN 0.14 IN = U1010 0.21 IN = U654 3536 LB 1927 LB 5463 LB 2.40 IN 0.11 IN 11.5 FT 0.0 FT 5.00 : 12 240 180 1.5 X DLD 30 PSF 15 PSF 18.5 FT 10 PSF 2.0 FT 1.15 11.5 FT 615 PLF 13 PLF 335 PLF 950 PLF 950 PLF 2400 PSI 190 PSI 1800000 PSI 1600000 PSI 650 PSI 2760 PSI 219 PSI M= 15706 FT -LB V= 4275 LB Sreq= 68.3 IN3 S= 131.2 IN3 Areq= 29.4 IN2 A= 52.5 IN2 Ireq= 271.0 IN4 1= 984.3 IN4 LIMITED STRUCTURAL CALCULATIONS FOR.. SINGLE FAMILY RESIDENCE 'FOR JOHN DRAPER JOB SITE APN: - - MAGALIA, CA P11L ARCHITECTURE + PLANNING + ENGINEERING Larry J. Warner AIA, ARCHITECT 2059 FOREST AVE., SUITE 6 CHICO, CALIFORNIA 95928 916-892-8008 n 1 41 o. 619689 //-g) OF CA1-IFoQ� RECEIVED MAR 25 1997 BUTTE COUNTY BUILDING DIVISION PROJECT: Single Family Residence PROD. No. A -703 -DR LOCATION: Magalia, CA ,t,r DATE: 3/20/97 BY: LJW PAGE 1 OF CODES: Uniform building code, 1994 Edition AISC, Manual of steel construction, 9th Edition ACI, Manual of Concrete Practice, 1988 Edition AITC, Timber Construction Manual MATERIAL: Concrete: f = 2,500 psi min. @ 28 days Masonry: f = 1500 psi Mortor: f = 1800 psi, Type "S" Grout: f = 2500 psi @ 28 days Steel Reinforcing: ASTM A-615 Grade 40 for #4 or smaller ASTM A-615 Grade 50 for #5 or larger Structural Steel: ASTM A-36 Steel Pipe: ASTM A53 Grade B Steel Tubing: ASTM A500 Grade A or B Machine Bolts: ASTM A307 Grade A Anchor Bolts: ASTM A307 Grade A, unfinished Wood Connectors: Simpson Strong -Tie or equal Wood: Light Framing: Const. Grade Douglas Fir Struct. Lt Framing, Joists & Planks: Doug, Fir No. 2 Beams & Stringers, Posts & Timbers: Doug Fir No. 1 Plywood: A.P.A. Rated sheathing, Grade CD, UBC Std.25-9 Glue -Lam Timber: ANSI / AITC A190.1-1983 Simple Spans: 24F -V4 Combination Cantilevers: 24F -V8 Combination LOADS: Roof Live Load: 20 psf Snow Floor Live Load: 40 psf Seismic Zone: 3 Wind Speed: 75 mph Exposure: C Method 2 used unless noted otherwise. Allowed Soil Bearing: 1,500 psf NOTE: - Any structural or non-structural items that are not specifically addressed in the following calculations and or details are designed by others and are not the responsibility. of PBL, Larry J. Warner AIA, Architect. Verification of the soil conditions at the project site to determine the expansive or bearing capacity is by others. PHL, Larry J. WarnerAIA, Architect, 2059 Forest Ave., Suite 6, Chico, CA 95926, 916=892-8008 PROJECT: Single Family Residence PROJ. No. A -703 -DR LOCATION: Magalia, CA DATE: 3/20/1997 BY: LJW PAGE- 2 OF ROOF DEAD LOAD CALCULATIONS CONVENTIONAL FRAMED ROOF ROOF 1.5 PSF 1/2" CDX PLY 1.5 2x8 @ 24" O.C. 2.1 2x6 @ 24" O.C. 1.6 1/2" GYP BRD. 2.5 INSUL 1.5 MISC 1.0 TOTAL TRUSSED ROOF SYSTEM 11.2 PSF USE 12.0 PSF. ROOF 1.5 PSF 1/2" CDX PLY 1.5 TRUSSES @ 24" O.C. 4.0 1/2" GYP BRD. 2.5 INSUL 1.5 MISC 0.5 TOTAL FLOOR SYSTEM (CONV. FRAMING) 3/4" CDX PLY 2x8 @ 16" O.C. 5/8" GYP BRD MISC TOTAL 11.5 PSF USE 12.0 PSF. (TJI FRAMING) 2.3 PSF 3/4" CDX PLY 2.3 PSF 2.2 TJI @ 19.2" O.C. 1.4 2.8 5/8" GYP BRD 2.8 0.5 MISC 0.5 8.8 PSF TOTAL 7.0 PSF USE 9.0 PSF. USE 9.0 PSF PHL, Larry J. Warner AIA, Architect, 2059 Forest Ave., Suite 6, Chico, CA 95926, 916-892-8008 Floor Joist[ 94 UBC (91 NDS) 1 Ver.. V4000034 By: Larry J. Warner , PHL, Architects on: 03-21-1997 Proiect: a-703-dr - Location: FJ-1 TYP FLOOR JOIST Summary: 1.50 IN x 5.50 IN x 8.0 FT (5 19.20 O.C. / #2 - DOUGLAS FIR-LARCH - Dry Use Section Adequate By: 8.9% Controlling Factor: Section Modulus Deflections: Interior Span Live Load: LLD= 0.09 IN = U1101 Interior Span Total Load: TLD= 0.13 IN = L/745 Bearinq Length Reqd.: BL1= 0.41 IN Bearing Length Reqd.: BL2= 0.37 IN . Equivalent Wall Loadings: Left End: WTL1= 239 PLF Right End: WTL2= 217 PLF Joist Reactions: Left End Total Load Reactions: R1max= 382 LB R1min= 0 LB Right End Total Load Reactions: R2max= 348 LB R2min= 0 LB Joist Data: Span: L= 8.0 FT Maximum Unbraced Length: Lu= 0.0 FT Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 Joist Loading: Uniform Live Load: LL= 40 PSF Floor Duration Factor: Cd= 1.00 Code Required Concentrated Live Load: LLconc= 0 LB Uniform Dead Load: DL= 10 PSF Joist Live Load: wL= 64 PLF Joist Dead Load: wD= 16 PLF Wall Live Load: WALL LL= 0 PLF Wall Dead Load: WALL-DL= 56 PLF Location: X= 2.5 '' FT Properties For: #2- DOUGLAS FIR-LARCH Bending Stress: Fb= 875 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1308 PSI Adjustment Factors: Cd=1.00 Cf=1.30 Cr-1.15 Fv': FV= 95 PSI Adiustment Factors: Cd=1.00 Design Requirements: Maximum Shear: V= 382 LB Note: Critical V created by combining all dead loads and w live loads. Maximum Moment: M= 757 FT-LB Note: Critical M created by combining all dead loads and w live loads. Decking Information: Plywood Thickness T= 0.75 IN Plywood is glued Moment Of Inertia Calculations For Glued Floor: Joist Area: Aioist= 8.3 IN2 Plywood Area: Aply= 3.0 IN2 Section Centroid: C= 3.58 IN ABOVE BASE Moment Of Inertia: Icomb= 42.3 IN4 Comparisons With Required Sections: Section Modulus: Sreq= 7.0 IN3 S= 7.5 1N3 Area: Areq= 6.1 IN2 A= 8.2 IN2 Ireq= 20.5 IN4 Moment of Inertia: Icomb= 42.2 IN4 Uniformly Loaded Floor Beam[ 94 UBC (91 NDS) j Ver. V4000034 Bv: Larry J. Warner, PHL, Architects on: 03-21-1997 Proiect: a -703 -dr - Location: FG -1 TYP FLOOR GIRDER Summary: 3.50 IN x 7.25 IN x 7.0 FT / #2 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 16.8% Controlling Factor: Section Modulus ' Deflections: Dead Load: DLD= 0.03 IN Live Load: LLD= 0.10 IN = U864 Total Load: TLD= 0.12 IN = U681 Reactions (Each End): Live Load: RL= 1120 LB Dead Load: RD= 302 LB Total Load: RT= 1422 LB Bearing Length Reqd.: BL= 0.65 IN Beam Data: Span: L= 7.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Floor Loading: Floor Dead Load: DL= 10 PSF Side One: Floor Live Load: LL1= 40 PSF Tributary Load Span(Side One): TW1= 4.0 FT Side Two: Floor Live Load: LL2= 40 PSF Tributary Load Span(Side Two): TW2= 4.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Average Uniform Live Load: LLave= 40 PSF Beam Loading: Beam Total Live Load: wL= 320 PLF Beam Self Weight: BSW= 6 PLF Beam Total Dead Load: wD= 86 PLF Total Maximum Load: WT= 406 PLF Controlling Total Design Load: wTcont= 406 PLF Properties For: #2- DOUGLAS FIR -LARCH Bending Stress: Fb= 875 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties: Fb' (Tension): Fb'= 1138 PSI Adjustment Factors: Cd=1.00 Cf=1.30 Fv': Fv'= 95 PSI Adiustment Factors: Cd=1.00 Design Requirements: Maximum Moment: M= 2488 FT -LB Shear ((a, d from beam end): V= 1176 LB Comparisons With Required Sections: Section Modulus: Sreq= 26.3 IN3 S= 30.6 IN3 Area: Areq= 18.6 IN2 A= 25.3 IN2 Moment of Inertia: Ireq= 46.4 IN4 1= 111.1 IN4 Square Footing Design ( 94 UBC (91 NDS)1 Ver. V4000034 By: Larry J. Warner, PHL, Architects on: 03-21-1997 Prosect: a -703 -dr - Location: FTG -1 TYP GIRDER FTG Summary: Size: 1.25 FT x 1.25 FT x 12.00 IN * Footing has been designed without reinforcement. Footing Loads: Live Load: PL= 1120 LB Dead Load: PD= 320 LB Total Load: PT= 1440 LB Ultimate factored load: Pu= 2352 LB Footing Properties: Allowable soil bearing pressure: Qs= 1500 PSF Effective soil bearing pressure: Qe= 1350 PSF Concrete compressive strength: F'c= 2500 PSI Selected Size: Length: L= 1.25 FT Width: W= 1.25 FT Area: A= 1.56 SF Ultimate bearing pressure: Qu= 1505 PSF Column Base Dimensions: Length: 1= 3.50 IN Width: w= 3.50 IN Footing Size Selection: Required footing area: Areq= 1.07 SF Minimum footing size required: Lreq= 1.03 FT Footing depth based on shear stresses: Selected footing depth: D= 12.00 IN Punching Stress Calculations: Critical perimeter: Bo= 62.00 IN Punching shear: Vu1= 0 LB Punching shear stress: vu1= 0 PSI Allowable punching shear stress: vc1= 200 PSI Beam shear stress calculations: Beam shear: Vu2= 0 LB Beam shear stress: vu2= 0 PSI Allowable beam shear stress: vc2= 100 PSI Bending Requirements: Factored moment: Mu= 2592 IN -LB Nominal moment strength: Mn= 58500 IN -LB Roof Beam( 94 UBC (91 NDS) ) Ver. Bv: Larry J. Warner, PHL, Architects on: Project: a -703 -dr - Location: HDR -1 DR/WINDOW HDR TO T SPAN Summary: 3.50 IN x 5.50 IN x 3.0 FT / #2 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 67.6% Controlling Factor: Area Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Reqd.: Beam Data: Span: Maximum Unbraced Span: Pitch Of Roof: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Beam Loadinq: Live Load: Side One: Roof Dead Load: Roof Rafter Tributary Width: Side Two: Roof Dead Load: Roof Rafter Tributary Width: Roof Duration Factor: Slope Adjusted Lenqths and Loads: Adjusted Beam Lenqth: Beam Live Load W/ Slope Red'n: Beam Self Weiqht: Beam Total Dead Load: Total Maximum Load: Controllinq Total Desiqn Load: Properties For: #2- DOUGLAS FIR -LARCH Bendinq Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties: Fb' (Tension): Adjustment Factors: Cd=1.15 Cf=1.30 Fv': Adjustment Factors: Cd=1.15 Design Requirements: Maximum Moment: Shear (gD d from beam end): Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: V4000034 03-21-1997 DLD= 0.01 IN LLD= 0.01 IN = U2921 TLD= 0.02 IN = U1909 RL= 788 LB RD= 417 LB RT= 1205 LB BL= 0.55 IN L= 3.0 FT Lu= 0.0 FT RP= 5.00 : 12 U 240 U 180 LL= 30 PSF DL1= 15 PSF TW1= 15.5 FT DL2= 10 PSF TW2= 2.0 FT Cd= 1.15 Ladi= 3.0 FT wL= 525 PLF BSW= 5 PLF wD= 278 PLF WT= 803 PLF wTcont= 803 PLF Fb= 875 PSI Fv= 95 PSI E= 1600000 PSI Fc_perp= 625 PSI Fb'= 1308 PSI Fv'= 109 PSI M= 904 FT -LB V= 837 LB Sreq= 8.3 IN3 S= 17.6 IN3 Areq= 11.5 IN2 A= 19.2 IN2 Ireq= 4.6 IN4 1= 48.5 IN4 Roof Beam[ 94 UBC (91 NDS) 1 Ver. By: Larry J. Warner, PHL, Architects o Project: a -703 -dr - Location: HDR -2 DR/WINDOW HDR TO 5' SPAN Summary: 3.50 IN x 7.25 IN x 5.0 FT / #2 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 21.1% Controlling Factor: Area Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Reqd.: Beam Data: Span: Maximum Unbraced Span: Pitch Of Roof: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Beam Loadinq: Live Load: Side One: Roof Dead Load: Roof Rafter Tributary Width: Side Two: Roof Dead Load: Roof Rafter Tributary Width: Roof Duration Factor: Slope Adjusted Lenqths and Loads: Adjusted Beam Lenqth: Beam Live Load W/ Slope Red'n: Beam Self Weiqht: Beam Total Dead Load: Total Maximum Load: Controllinq Total Desiqn Load: Properties For: #2- DOUGLAS FIR -LARCH Bendinq Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties: Fb' (Tension): Adjustment Factors: Cd=1.15 Cf=1.30 Fv': Adjustment Factors: Cd=1.15 Design Requirements: Maximum Moment: Shear ((cD d from beam end): Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: V4000034 n: 03-21-1997 DLD= 0.02 IN LLD= 0.04 IN = U1445 TLD=. 0.06 IN = U943 RL= 1313 LB RD= 699 LB RT= 2012 LB BL= 0.92 IN L= 5.0 FT Lu= • 0.0 FT RP= 5.00 : 12 U 240 U 180 LL= 30 PSF DL1= 15 PSF TW1= 15.5 FT DL2= 10 PSF TW2= 2.0 FT Cd= 1.15 Ladl= 5.0 FT wL= 525 PLF BSW= 6 PLF wD= 280 PLF WT= 805 PLF wTcont= 805 PLF Fb= 875 PSI Fv= 95 PSI E= 1600000 PSI Fc_perp= 625 PSI Fb'= 1308 PSI Fv'= 109 PSI M= 2515 FT -LB V= 1526 LB Sreq= 23.1 IN3 S= 30.6 IN3 Areq= 21.0 IN2 A= 25.3 IN2 Ireq= 21.3 IN4 1= 111.1 IN4 Roof Beam[ 94 UBC (91 NDS) ) Ver. V4000034 BV: Larry J. Warner, PHL, Architects on: 03-21-1997 Project: a -703 -dr - Location: HDR -3 DR/WINDOW HDR TO 6' SPAN Summary: 3.50 IN x 9.25 IN x 6.0 FT / #2 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 31.2% Controlling Factor: Area Deflections: Dead Load: DLD= 0.02 IN Live Load: LLD= 0.04 IN = U1737 Total Load: TLD= 0.06 IN = L/1131 Reactions (Each End): Live Load: RL= 1575 LB Dead Load: RD= 844 LB Total Load: RT= 2419 LB Bearing Length Reqd.: BL= 1..11 IN Beam Data: Span: L= 6.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 5.00 : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Beam Loadinq: Live Load: LL= 30 PSF Side One: Roof Dead Load: DL1= 15 PSF Roof Rafter Tributary Width: TW1= 15.5 FT Side Two: Roof Dead Load: DL2= 10 PSF Roof Rafter Tributary Width: TW2= 2.0 FT Roof Duration Factor: Cd= 1.15 Slope Adjusted Lenqths and Loads: Adjusted Beam Lenqth: Ladj= 6.0 FT Beam Live Load W/ Slope Red'n: wL= 525 PLF Beam Self Weiqht: BSW= 8 PLF Beam Total Dead Load: wD= 281 PLF Total Maximum Load: WT= 806 PLF Controllinq Total Desiqn Load: wTcont= 806 PLF Properties For: #2- DOUGLAS FIR -LARCH Bendinq Stress: Fb= 875 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties: Fb' (Tension): Fb'= 1208 PSI Adjustment Factors: Cd=1.15 Cf=1.20 Fv': Fv'= 109 PSI Adjustment Factors: Cd=1.15 Design Requirements: Maximum Moment: M= 3629 FT -LB Shear (A d from beam end): V= 1798 LB Comparisons With Required Sections: Section Modulus: Sreq= 36.1 IN3 S= 49.9 IN3 Area: Areq= 24.7 IN2 A= 32.3 IN2 Moment of Inertia: Ireq= 36.8 IN4 1= 230.8 IN4 Roof Beam[ 94 UBC (91 NDS) ) Ver. V4000034 By: Larry J. Warner, PHL, Architects on: 03-21-1997 Project: a -703 -dr - Location: HDR -4 DRM/INDOW HDR TO 8' SPAN Summary: 3.50 IN x 11.25 IN x 8.0 FT / #2 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 5.3% Controlling Factor: Section Modulus Deflections: Dead Load: DLD= 0.04 IN Live Load: LLD= 0.07 IN = U1318 Total Load: TLD= 0.11 IN = U856 Reactions (Each End): Live Load: RL= 2100 LB Dead Load: RD= 1132 LB Total Load: RT= 3232 LB Bearing Length Reqd.: BL= 1.48 IN Beam Data: Span: L= 8.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 5.00 -.12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Beam Loadinq: Live Load: LL= 30 PSF Side One: Roof Dead Load: DL1= 15 PSF Roof Rafter Tributary Width: TW1= 15.5 FT Side Two: Roof Dead Load: DL2= 10 PSF Roof Rafter Tributary Width: TW2= 2.0 FT Roof Duration Factor: Cd= 1.15 Slope Adjusted Lenqths and Loads: Adjusted Beam Lenqth: Ladl= 8.0 FT Beam Live Load W/ Slope Red'n: wL= 525 PLF Beam Self Weiqht: BSW= 10 PLF Beam Total Dead Load: wD= 283 PLF Total Maximum Load: WT= 808 PLF Controllinq Total Desiqn Load: wTcont= 808 PLF Properties For: #2- DOUGLAS FIR -LARCH Bendinq Stress: Fb= 875 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties: Fb' (Tension): Fb'= 1107 PSI Adjustment Factors: Cd=1.15 Cf=1.10 Fv': Fv'= 109 PSI Adjustment Factors: Cd=1.15 Design Requirements: Maximum Moment: M= 6465 ' FT -LB Shear (CED d from beam end): V= 2475 LB Comparisons With Required Sections: Section Modulus: Sreq= 70.1 IN3 S= 73.8 IN3 Area: Areq= 34.0 IN2 A= 39.3 IN2 Moment of Inertia: Ireq= 87.3 IN4 1= 415.2 IN4 Roof Beam[ 94 UBC (91 NDS) ) Ver. V4000034 Bv: Larry J. Warner, PHL, Architects on: 03-21-1997 Project: a -703 -dr - Location: HDR -5 ENTRY HDR TO 5' SPAN Summary: 3.50 IN x 7.25 IN x 5.0 FT / #2 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 21.1% Controlling Factor: Area Deflections: Dead Load: DLD= 0.02 IN Live Load: LLD= 0.04 IN = U1445 Total Load: TLD= 0.06 IN = U943 Reactions (Each End): Live Load: RL= 1313 LB Dead Load: RD= 699 LB Total Load: RT= 2012 LB Bearing Length Reqd.: BL= 0.92 IN Beam Data: Span: L= 5.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 5.00 : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Beam Loadinq: Live Load: LL= 30 PSF Side One: Roof Dead Load: DL1= 15 PSF Roof Rafter Tributary Width: TW1= 15.5 FT Side Two: Roof Dead Load: DL2= 10 PSF Roof Rafter Tributary Width: TW2= 2.0 FT Roof Duration Factor: Cd= 1.15 Slope Adjusted Lengths and Loads: Adjusted Beam Lenqth: Ladj= 5.0 FT Beam Live Load W/ Slope Red'n: wL= 525 PLF Beam Self Weiqht: BSW= 6 PLF Beam Total Dead Load: wD= 280 PLF Total Maximum Load: WT=' 805 PLF Controllinq Total Desiqn Load: wTcont= 805 PLF Properties For: #2- DOUGLAS FIR -LARCH Bendinq Stress: Fb= 875 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties: Fb' (Tension): Fb'= 1308 PSI Adjustment Factors: Cd=1.15 Cf=1.30 Fv': Fv'= 109 PSI Adjustment Factors: Cd=1.15 Design Requirements: Maximum Moment: M= 2515 FT -LB Shear ((a, d from beam end): V= 1526 LB Comparisons With Required Sections: Section Modulus: Sreq= 23.1 IN3 S= 30.6 IN3 Area: Areq= 21.0 IN2 A= 25.3 IN2 Moment of Inertia: Ireq= 21.3 IN4 1= 111.1 IN4 Roof Beam( 94 UBC (91 NDS) 1 Ver. V4000034 Bv: Larry J. Warner, PHL, Architects on: 03-21-1997 Project: a -703 -dr - Location: GD -HDR -1 GARAGE DOOR HEADER Summary: 3.50 IN x 9.25 IN x 16.0 FT / #2 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 11.2% Controlling Factor: Section Modulus Deflections: Dead Load: DLD= 0.20 IN Live Load: LLD= 0.36 IN = U534 Total Load: TLD= 0.56 IN = U341 Reactions (Each End): Live Load: RL= 720 LB Dead Load: RD= 410 LB Total Load: RT= 1130 LB Bearing Length Reqd.: BL= 0.52 IN Beam Data: Span: L= 16.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 5.00 : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Beam Loadinq: Live Load: LL= 30 PSF Side One: Roof Dead Load: DL1= 15 PSF Roof Rafter Tributary Width: TW1= 2.0 FT Side Two: Roof Dead Load: DL2= 10 PSF Roof Rafter Tributary Width: TW2= 1.0 FT Roof Duration Factor: Cd= 1.15 Slope Adjusted Lenqths and Loads: Adjusted Beam Lenqth: Ladj= 16.0 FT Beam Live Load W/ Slope Red'n: wL= 90 PLF Beam Self Weiqht: BSW= 8 PLF Beam Total Dead Load: wD= 51 PLF Total Maximum Load: WT= 141 PLF Controllinq Total Desiqn Load: wTcont= 141 PLF Properties For: #2- DOUGLAS FIR -LARCH Bendinq Stress: Fb= 875 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1600000 PSI. Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties: Fb' (Tension): Fb'= 1208 PSI Adjustment Factors: Cd=1.15 Cf=1.20 Fv': Fv'= 109 PSI Adjustment Factors: Cd=1.15 Design Requirements: Maximum Moment: M= 4518 FT -LB Shear (A d from beam end): V= 1021 LB Comparisons With Required Sections: Section Modulus: Sreq= 45.0 IN3 S= 49.9 IN3 Area: Areq= 14.1 IN2 A= 32.3 IN2 Moment of Inertia: Ireq= 122.0 IN4 1= 230.8 IN4 Roof Beam[ 94 UBC (91 NDS) j. Ver. V4000034 By: Larry J. Warner, PHL, Architects on: 03-21-1997 Project: a -703 -dr - Location: HDR -6 -PORCH HEASDER @ PORCH ALT. Summary: 3.50 IN x 15.00 IN x 14.5 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 20.9% Controlling Factor: Section Modulus Deflections: Dead Load: DLD= 0.19 IN Live Load: LLD= 0.35 IN = U504 Total Load: TLD= 0.53 IN = U326 Reactions (Each End): Live Load: RL= 4459 LB Dead Load: RD= 2429 LB Total Load: RT= 6888 LB Bearinq Lenqth Reqd.: BL= 3.03 IN Camber Reqd.: C= 0.28 IN Beam Data: Span: L= 14.5 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 5.00 : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Camber Adjustment Factor: CAF= 1.5 X DLD Beam Loadinq: Live Load: LL= 30 PSF Side One: Roof Dead Load: DL1= 15 PSF Roof Rafter Tributary Width: TW1= 18.5 FT Side Two: Roof Dead Load: DL2= 10 PSF Roof Rafter Tributary Width: TW2= 2.0 FT Roof Duration Factor: Cd= 1.15 Slope Adjusted Lenqths and Loads: Adjusted Beam Lenqth: Ladj= 14.5 FT Beam Live Load W/ Slope Red'n: wL= 615 PLF Beam Self Weiqht: . BSW= 13 PLF Beam Total Dead Load: wD= 335 PLF Total Maximum Load: WT= 950 PLF Controllinq Total Desiqn Load: wTcont= 950 PLF Properties For: 24F -V4- VISUALLY GRADED WESTERN SPS Bendinq Stress: Fb= 2400 PSI Shear Stress: Fv= 190 PSI Modulus of Elasticity: Ex= 1800000PSI Ev= 1600000 . PSI Stress Perpendicular to Grain: Fc_perp= 650 PSI Adjusted Properties: Fb' (Tension): Fb'= 2760 PSI Adjustment Factors: Cd=1.15 Fv': Fv'= 219 PSI Adjustment Factors: C&1.15 Design Requirements: Maximum Moment: M= 24969 FT -LB Shear ((a, d from beam end): V= 5700 LB Comparisons With Required Sections: Section Modulus: Sreq= 108.6 IN3 S= 131.2 IN3 Area: Areq= 39.2 IN2 A= 52.5 IN2 Moment of Inertia: Ireq= 543.1 1N4 1= 984.3 IN4 Roof Beam( 94 UBC (91 NDS)1 Ver. V4000034 Bv: Larry J. Warner, PHL, Architects on: 03-21-1997 Project: a -703 -dr - Location: HDR -7 -PORCH HEASDER @ PORCH ALT. OVER ENTRY V= Summary: LB 3.50 IN x 15.00 IN x 11.5 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use. Section Adequate By: 78.9% Controlling Factor: Area. IN3 Deflections: 131.2 Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Ireq= Live Load: RL= Dead Load: RD= Total Load: RT= Bearinq Lenqth Reqd.: BL= Camber Reqd.: C= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Camber Adjustment Factor: CAF= Beam Loadinq: Live Load: LL= Side One: Roof Dead Load: DL1= Roof Rafter Tributary Width: TW1= Side Two: Roof Dead Load: DL2= Roof Rafter Tributary Width: TW2= Roof Duration Factor: Cd= Slope Adjusted Lenqths and Loads: Adjusted Beam Lenqth: Ladi= Beam Live Load W/ Slope Red'n: wL= Beam Self Weiqht: BSW= Beam Total Dead Load: wD= Total Maximum Load: WT= Controllinq Total Desiqn Load: wTcont= Properties For: 24F -V4- VISUALLY GRADED WESTERN SPS Bendinq Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: Ex= Stress Perpendicular to Grain: Adjusted. Properties: Fb' (Tension): Adjustment Factors: Cd=1.15 Fv': Adjustment Factors: Cd=1.15 Design Requirements: Maximum Moment: Shear (0) d from beam end): Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: Ev= Fc_perp= Fb'= Fv'= 0.07 IN 0.14 IN = U1010 0.21 IN = U654 3536 LB 1927 LB 5463 LB 2.40 IN 0.11 IN 11.5 FT 0.0 FT 5.00 : 12 240 180 1.5 X DLD 30 PSF 15 PSF 18.5 FT 10 PSF 2.0 FT 1.15 11.5 FT 615 PLF 13 PLF 335 PLF 950 PLF 950 PLF 2400 PSI 190 PSI 1800000 PSI 1600000 PSI 650 PSI 2760 PSI 219 PSI M= 15706 FT -LB V= 4275 LB Sreq= 68.3 IN3 S= 131.2 IN3 Areq= 29.4 IN2 A= 52.5 IN2 Ireq= 271.0 IN4 1= 984.3 IN4 Column( 94 UBC (91 NDS) ) Ver. V4000034 By: Larry J. Warner, PHL, Architects on: 03-21-1997 Proiect: a-703-dr - Location: PST-1 @ HDR-6 ALT Summary: ( 2 ) 1.50 x 3.50 x 8.0 FT #2 -DOUGLAS FIR-LARCH - Dry Use Section Adequate Bv: 56.1% Laminations to be nailed together per National Design. Specifications for Wood Construction Section 15.3.3.1 Base Reactions: Live: RL= 4459 LB Dead: RD= 2452 LB Total: RT= 6911 LB Axial Loads: Live Loads: PL= 4459 LB Dead Loads: PD= 2429 LB Total Loads: PT= 6888 LB Column Data: Length: L= 8.0 FT Column End Condition: Ke= 1.0 Maximum Unbraced Lenqth (X Axis): Lx= 0.0 FT Maximum Unbraced Length (Y Axis): Lv= 0.0 FT Eccentricity (X Axis): ex= 0.00 IN Eccentricity (Y Axis): ey= 0.00 IN Column Desiqn Stresses: Compressive Stress: Fc= 1300 PSI Modulus of Elasticity: E_ • 1600000 PSI Bendinq Stress (X Axis): Fbx= 875 PSI Bendinq Stress (Y Axis): Fby= 875 PSI Adjusted Properties: Fbx': Fbx'= 1313 PSI Adjustment Factors: Cd=1.00 Cf=1.50 Fby': Fby'= 1444 PSI Adiustment Factors: Cd=1.00 Cf=1.50 Cfu=1.10 Fc'(parallel): Fc'_parl= 1495 PSI Adiustment Factors: Cd=1.00 Cf=1.15 Controllinq Direction: (Y Axis) Compressive Stress: fc= 656 PSI Allowable Compressive Stress: Fc'= 1495 PSI Column Properties: Column Section (X Axis): dx= 3.50 IN Column Section (Y Axis): dv= 3.00 IN Area: A= 10.50 IN2 Section Modulus (X Axis): Sx= 6.1 IN3 Section Modulus (Y Axis): Sy= 5.3 IN3 Length Depth Ratio: Lex/dx= 0.0 Ley/dy= .0 Co'.lumn Bendinq Calculations: Combined Stress Factor: CSF= 0.44 Square Footing Design f 94 UBC (91 NDS) I Ver. V4000034 By: Larry J. Warner, PHL, Architects on: 03-21-1997 Protect: a -703 -dr- Location: FTG -PST -1 Summary: Size: 2.25 FT x 2.25 FT x 10.00 IN ' Footing has been designed without reinforcement. Footing Loads: Live Load: PL= 4459 LB Dead Load: PD= 2452 LB Total Load: PT= 6911 LB Ultimate factored load: Pu= 11013 LB Footing Properties: Allowable soil bearing pressure: Qs= 1500 PSF Effective soil bearing pressure: Qe= 1375 PSF Concrete compressive strength: F'c= 2500 PSI Selected Size: Length: L= 2.25 FT Width: W= 2.25 FT Area: A= 5.06 SF Ultimate bearing pressure: Qu= 2175 PSF Column Base Dimensions: Length: 1= 3.50 IN Width: w= 3.00 IN Footing Size Selection: Required footing area: Areq= 5.03 ' SF Minimum footing size required: Lreq= 2.24 FT Footing depth based on shear stresses: Selected footing depth: D= 10.00 IN Punching Stress Calculations: Critical perimeter: Bo= 53.00 IN Punching shear: Vu1= 8362 LB Punching shear stress: vu1= 24 PSI Allowable punching shear stress: vc1= 200 PSI Beam shear stress calculations: Beam shear: Vu2= 816 LB Beam shear stress: vu2= 5 PSI Allowable beam shear stress: vc2= 100 PSI Bending Requirements: Factored moment: Mu= 29368 IN -LB Nominal moment strength: Mn= 73125 IN -LB Lateral Loading: Area, Height & Weight Data Page 1 M;: I C ............. : ........................................................................ .............. ................ .......... ................ QR.. . ..... ................. FLOOR PLAN AREAS & SHEAR WALL GRID SPACING -Establish Grid Spacing and Floor Plan Configuration at Each Level - Left IM1 r21 M r4 IT5 r6l r7 r, MaxQuake 1995 Typical Overhang:::: Roof Rf. Block Area Overturning Calculation Template BUILDING Overall Depth TYPICAL DEAD LOADS Z= hRe= hRi= 2nd F1 / Roof t 55 Overall Depth of Roof at 2nd A Right Rf. Block Area 1210 924 Interior Wall Fl. Block Area UBC Roofing Gyp.Bd Perim. Wall Block Block Perim Overall Sheathing Framing Overall Depth 55 Z= 3 hRe= 130.5 hRi= 220.5 1st Floor Other'".. We= - Wi= FI Block Area 1210 924 Ceiling Perim. Wall 77 33 I `ii1!.li!11ii:: !Exterior Wall Overall Depth 55 Z= 3.2 We= 51.2 Wi= 348.8 Z less rf1-9m of leas' horiz din- -. or 40.&. ofht. hut not lesz--. than 4% of ;east h r iz. -d; M. 0 F 3 ft. MaxQuake 1995 Archforms Ltd. Lateral Load Analysis & Overturning Calculation Template BUILDING CODE TYPICAL DEAD LOADS enter "X"93BOCA -Establish Dead Loads (lbs)- Right E194 94 SBCCI Roof Interior Wall Roof Floor UBC Roofing Gyp.Bd Block Block Perim Overall Sheathing Framing Area Area Wall Width Framing Int. Finish Snow Other'".. 1650 so 6.5 6.9 1650 78 50 Ceiling Roof -2nd A 50 insulation I `ii1!.li!11ii:: !Exterior Wall 484 Typical Framing Ext Finish:':: 484 22 OH Gyp. Bd. Shear ::AZ 5:'s i Other 111 Framing HzProj 5.8 Insulation :1:11 �5i111 hRe= Floor Gyp. Bd. Flooring Int Finish : 136.75 Sheathing Other::':::::::::::::::::; hRi= Framing 13.2 Insulation 246.75 Other WlArea 9 We= FLOOR HEIGHTS & WIND AREA 51.2 -Establish Floor to Floor and Roof Heights (ft)- Wi= Roof Roof Floor Pitch Height Height 388.8 ;.112 Roof Roof Area 2nd FI/R 00f] vRe. vRi Roof Area 2134 1st Floor Floor Area Ist F1 Slab': Y? WI Perimeter enter average .. .. . Crawl Sp/Bsm vRe 1164 vRi 1390 4— 7 Foundation Floor Area 2134 Wind Ht.(cD.Ridge 14.75 WI Perimeter 210 Wind Ht.(a),Gable 11.5 Ridge FtoB LtoR Mean Roof Ht. 11.75 Runs? :Wer "Y at Ridge & Hip direction Hips? Lateral Load Analysis Page 2 i..... 1=EQ::05::199: Firrxi: PFil:Arcflitiects: ..: V::::::l aTry:;1;:Wainer: SEISMIC LOADS Roof 2nd FI 1st FI Wt -Establish Dead Loads - Line Line Line Sum Mat. Weights 2nd Floor 1st Floor Table 16-F Base Level Item DL(psf) Area (sf) DL(lbs) Area(sf) DL(Ibs) Area(sl) DL(lbs) Wt Roof 6,5 2134 13871 221 Wt Ceil 5.8 2134 12377.2 2nd FI Wt Ext WI 13.2 1680 22176 52.5 693 Wt Int WI 6.9 /111113111 21340 13871 Wt Floor 9 2134 19206 12377.2 - Sum 2nd Sumist 88970.2 Base 693 interior ;wail default: "0 i,sf of f:oor area Sum 2nd,1st & Base 89663.2 -Distribute Weights to Various Levels - -Determine Base Shear - UBC Formula (28-1) BOCA SBCCI Zone »:::.:3::% : Zone Mlap Fig.16-2 Z= 1:11:1:03111111 Table 16-1 Ip= 111111111:Q11i111 Table 16-K C=' 112675€1€11 Formu,a (28-2) Rw= `', ._ D11_ Table 16 IJ V= ZIpCWIRw VIW= 0.1031 V= 9247 lbs MaxQuake 01995 Archforms Ltd. Lateral Load Analysis & -Distribute Shear to Various Levels- SBCCI 1607.4.2 UBC formula (28-8) Force at Level x = V (Wtx)(HboM(Wti)(Hti) BOCA 1612.4.2 Ft assumed = 0 Ht is measured fiwn plate to fourdation. Wt x Ht x (Wt)(Ht) Fx Roof 2nd Fl/Roof 37336 8.5 317358 8542 1st Floor 52327 . 0.5 26164 704 O '89663 9 343521 9247 WIND LOADS -Wind Pressure - Roof 2nd FI 1st FI Wt Tributary Weight Line Line Line Sum Wt Roof 2nd Iw Table 16-F qs 12.6 Wt Ceil 2nd Ce 1.06 Table 16-H, #2 hCq 1.3 1I2Wt Ext WI 2 vCq -0.7 131 221 Wt Int WI 2 6,659 2nd FI Wt Floor 2 Wt Roof 1st 13871 51 13871 Wt Ceil 1 12377.2 3,690 4,059 12377.2 112 Wt Ext WI 1 11088 11088 22176 Wt Int WI 1 Up Roof 2 21340 21340 Wt Floor 1 Uplift- 19206 19206 1I2Wt Ext WI Bsmt 693 Wt Ceil Bsmt Line Sum 37336.2 52327 89663.2 -Determine Base Shear - UBC Formula (28-1) BOCA SBCCI Zone »:::.:3::% : Zone Mlap Fig.16-2 Z= 1:11:1:03111111 Table 16-1 Ip= 111111111:Q11i111 Table 16-K C=' 112675€1€11 Formu,a (28-2) Rw= `', ._ D11_ Table 16 IJ V= ZIpCWIRw VIW= 0.1031 V= 9247 lbs MaxQuake 01995 Archforms Ltd. Lateral Load Analysis & -Distribute Shear to Various Levels- SBCCI 1607.4.2 UBC formula (28-8) Force at Level x = V (Wtx)(HboM(Wti)(Hti) BOCA 1612.4.2 Ft assumed = 0 Ht is measured fiwn plate to fourdation. Wt x Ht x (Wt)(Ht) Fx Roof 2nd Fl/Roof 37336 8.5 317358 8542 1st Floor 52327 . 0.5 26164 704 O '89663 9 343521 9247 WIND LOADS -Wind Pressure - UBC Trib Area L to R P=gslwCeCq Figure 16-1 Vp :::: 75 ::: Section 1611 Ex:::::C:"-" i"abie 16--K Iw Table 16-F qs 12.6 Table 16-G Ce 1.06 Table 16-H, #2 hCq 1.3 Table 16--H,112 vCq -0.7 Hz. Force (psf) Ph= 17 Vt. Force (psf) Pv= -9.349 -Total Wind Load In Each Direction At Each Level (Ibs)- SBCCI 0 GOVERNING LATERAL LOADS -Maximum Total Load In Each Direction At Each Level (lbs) - Front to Back Governs Side to Side Governs Roof 2nd FI/Roof 9,567 Wind 10,478 Wind 1st Floor 3,690 Wind 4,059 Wind Trib Area F to B Trib Area L to R Wind Load End Z Inter Z OP'At End Z Inter Z OP'At F to B L to R Roof Roof 2 131 221 6,094 137 247 6,659 2nd FI 9,567 10,478 1st Floor 51 349 6,945 51 389 7,640 3,690 4,059 Up Roof Uplift Up Roof 2 1,164 1,390 Uplift- 23,878 -23,818 GOVERNING LATERAL LOADS -Maximum Total Load In Each Direction At Each Level (lbs) - Front to Back Governs Side to Side Governs Roof 2nd FI/Roof 9,567 Wind 10,478 Wind 1st Floor 3,690 Wind 4,059 Wind Shear Wall Segments Data, Lines 1-8 Page 3��Il�k� ©1995 Archforms Ltd. ....................................................................................... ::::::::::::: iriti::::PWL ArCtiiteets.............. Lateral Load Analysis 8 ....................................................................................... Jnb::::::::::::::::::::::A=70 ::::::::::::::::::::::.•�.:J::Vl-rrrer :::::::::::::::::::... OverturningCalculation Template Line 1 Line 2 Line 3 Line 4 Line 5 ILine 6 Line 7 Line 8 a -g denote the ;tall segments "Seg' bet -ween open^us along, a 4hear wall ilite IIIA' canyr laterdl fo'rc'es from above to shear walk. floor daphragm or foundations bel0'?+. Shea: wail RULP is fmited to 3 5 to 1 for ee-ge blocker,' pl pxocb. 'Error' appears if exceered See Code Ch.1u for max. HOW rano: for other ,Maierials arc assemblies: 2nd Lg Ht Ber Ell Lg Ht Ber Ell Lg Ht Ber Ell Lg Ht Ber Ell Lg Ht Ber Ell Lg Ht Ber Ell Lg Ht Ber Ell Lg Ht Ber Ell LevelWI WI WI WI WI WI WI WI WI WI WI WI WI WI WI WI :;: a ;;;;;;;;;;;;;;;;;;;;;;;;; a :: :;:; a :::;:;:;;;:;:;:;:;:;:;:;: a :;:;:;:;:;s;:;:;:;:;:;:;:; a ::::::::::::: a MTAr., : . A. b ....::::::::::...... :: b ::::: 's:: :::: b :::::::::::: b :::::: ::: b :::::'::::::: b ::::: :::::: b ::::::::::: b Walt :::::: c :.: '::::::::::::.... c ::::::::::::: c :::::::::::: c :.:.:.:.:I ::::::: c :::: :::::::: c ::::1::::::: c ::::: :::::: c :::::::::::::: Lt e d ::::::::::: d::::::::::::::d::::: :: d..... ::::::::::::d:::::::: [::::::::d:::::::::: ::::::::::::::: d :::::€s€' ::::::: d€::::::: Rini ::: a ::: ::::::: a ::::::::::::: a ::::: ::::::: a :: a :::: `:s:::::::: a :::::'':`:::::: a ::::::''1::::::: e ,r m:*:::: F.o .... f .. ,...... f ::::: ::::::: f :::: ;:::::;::::: f :::::::: ::::::::::::::: f :::::::: ::;:::::::::::: f :::::::::: :::::::::::::: :::::......... f:::::::::::: Eroiit::: ::.::::::::::.•...•...• 9 ::::::':::::::::: :: 9 ::: 9 ::::::: ': ` •`::::::::: Sum SegLg Sum SegLg Sum SegLg Sum SegLg Sum SegLg Sum SegLg Sum SegLg Sum SegLg Back :*: 1 s Lg Ht Ber Ell Lg Ht Ber Ell Lg Ht Ber Ell Lg Ht Ber Ell Lg Ht Ber Ell Lg Ht Ber Ell Lg Ht Ber Ell Lg Ht Ber Ell Level WI WI WI WI WI WI WI WI WI WI WI WI WI WI WI WI :. a .. .Y...E . a :::............... E. a :::....,....... ...E. a :::::::::... a :::::;::::::::::: a a b ::t:l :€8: y::: b ::::::::::::: b :: 3::1::8::;:: 2 ..................... `(:: E b :::::::::::: b :::: :::::::: b b ::::::::::: b .. ............... :: 5::' '' : Y::.:E:: c ::::: ::::::: c ::::: [ ' :::::::: c :::: ' :::::::: c ..... : d 17:1g::Y.:: ....................E. .: .:.: d ::::::::::... d :::::::::::: d ::::':::::::: d :::::::::::: d :::::s:::::::: d d e :::::::::::: a ::::::::::: e :::::::::::: a :::: :::::::: a :::::::::::: a :::::::::::: e ..:.::: ::::::: e f :::::::::::: f :::::::::::: f f :::::::::::: f :.................. f :::::[:::::::: f ::::::::: 9:::::::::: :::::::::::::: :.......... :....... ::::: 9:::::::::` :::::::: g ::::: :::::::: :...:.:......... 39 Sum SegLg Sum SegLg 22 Sum SegLg Sum SegLg Sum SegLg Sum SegLg Sum SegLg - Sum SegLg load trans to adj line Base Lg Ht Ber Ell Lg Ht Ber Ell Lg Ht Ber Ell Lg Ht Ber Ell Lg Ht Ber Ell Lg Ht Ber Ell Lg Ht Ber Ell Lg Ht Ber Ell Level WI WI WI WI WI WI WI WI WI WI WI WI WI WI WI WI a :.55:9q 5:Y::: a ::::: [:::::::: a .. 31 :::Y:::::E: a :::::::::::::::::::: ::y. >:: a :::::::: ... .. a ::::::::::::::::::::: a ..................:: a :::::::::•:::•:: ::: b ::::::::? :::::::::::::: b :;:::::::'': ::::::::: :: b ::::: ::::::: b :::: [ :::::::: b ::::: ::::::: b ::::: ::::... b ::::::':::::;:::::;: b C c ::::::::::::c:::::::::::: c:::::::::::::c:::::::::::: d d d :::::::::::::::::: d :::: :: d ::::;:::? ;':::::::::::::: d :::::::::;::::::::::::: d.::::'::::::: d:: e::: :::e::: :: a :::::::::::: a :::::::::::::: a :..•. ::::::::::........ a ::::::1:1:1:19 ::::::: a :::::::::::: ®::: f :::: f : f :::::::::::: f ::::::::::: f :::::::::::: f ::::::::::::: f ' ::::::: f :: ::::::` ': ::7:7:7::::7 :: g -::-:�: :::::::: 9 ::::::: :::::::::::: 55 Sum SegLg Sum SegLg 31 Sum SegLg Sum SegLg Sum SegLg Sum SegLg Sum SegLg Sum SegLg load trans to adj line Lo. - Seg^gent Length Ht - Wall Height ?:tefault vain: from Sheet �? overs�r to is different. Ber WI - Bearin;;'"'all? Y-ves, N -no Fil W - FX'. or ir:L Wali % F -Ext I -Int. Shear Wall Segments Data, Lines A -H Page 4 Max.Quak.e 1995 Archforms Ltd. Lateral Load Analysis & 0 *: F ...... . ........................................................ *'*'* ............................. ff L6 :J.:.w ............ ...... .... ....... 7 Y 4it Overturning Calculation Template Lg Line A Line B I Line C ILine D ILine E ILine F I Line G Line H Lg 1-7 denote the wall segments (-Seg) "between openings aicng a shear wall line that cary lateral fiwces frorn ab-ove to shear Pcorcliaohraam or fouindahoir- bebko. Lg Ht Ber Ell Shea.. wall H,,','L.c isf mired to 3 5 to, I 'or eo' eeded Se cle blocker' "Frror' appears :f exc e. Codle -,";h.lCj fcr max. HVI.qether materia is ardassemhks. Lg Ht Ber Ell 2nd Lg Ht Ber Ell Lg Ht Ber Ell Lg Ht Ber Ell Lg Ht Ber Ell Lg Ht Ber Ell Lg Ht Ber Ell Lg Ht Ber Ell Lg Ht Ber Ell Level W1 W1 W1 W1 W1 W1 W1 W1 W1 W1 W1 W1 W1 W1 W1 W1 W1 W1 W1 .......... W1 W1 Letter.:::::2 ..... ... 2 ...... 2 ..... 2 ... 2 ......... 2 2 2 3 3 ... 3 ... . . . .... .... 3 ........ ... 3 .... .... 3 ... .... 3 4 4 4 4 4 ....... 4 ........ 4 ..... ... 4 Run'.. 5 2 5 5 5 5 5 2 ... - - - F, ro, ........ 6 ..... 6 6 6 6 ....... 6 .... ....... ......... Sid el, ............ ••7 77 .::: " ... : ........ . . . . . :::: �:.. ... .. .. .. .. .. .- : 7 :.:.•.•..:::.::::::......•.. . ........ ': -: -:: ... ... 7 i:::::::: ..... - ....... 7 7 7 t Sum SegLg Sum SegLg Sum SegLg Sum SegLg Sum SegLg Sum SegLg Sum SegLg Sum SegLg Side. - ...... 4 4 4 1st Lg Ht Ber Ell Lg Ht Ber Ell Lg Ht Ber Ell Lg Ht Ber Ell Lg Ht Ber Ell Lg Ht Ber Ell Lg Ht Ber Ell Lg Ht Ber Ell Level W1 W1 W1 W1 W1 W1 W1 WI W1 W1 W1 W1 W1 W1 W1 -Wl- ........... ........... 2 2 ..•:11:::::8:::.:..:.:...... ..... 2 ':::::E: 2 2 : ..... .... i 2 2 ... - - - .... ... 2 3 3 ....... ...... 3 3 ......... .... 3 3 3 .... 3 ... ...... 4 7 4 ...... 4 4 4 4 4 4 5 ........ ..... 5 5 5 ...... 5 .... ...... ...... 6 ........ ...... ... 6 ::::::: ... ... : ::::::: ... 6 ..... 6 ... ... 6 6 .......... 7 7 .... ..... 7... 7 7 . . . 7 . ....... 7 7 7 7 7 ........ ............ 28, Sum SegLg 20 Sum SegLg 6 Sum SegLg Sum SegLg Sum SegLg Sum SegLg Sum SegLg Sum SegLg # Base Lg Ht Ber Ell Lg Ht Ber Ell Lg Ht Ber Ell Lg Ht Ber Ell Lg Ht Ber Ell Lg Ht Ber Ell Lg Ht Ber Ell Lg Ht Ber Ell Level W1 W1 W1 W1 WI W1 W1 W1 W1 W1 W1 W1 WI W1 W1 WI ::::Y•:::•..:. 2 .... 2 ...... 2 2 2 2 2 ......... 3 ... 3 ... 3 3 ....... .3 ........... 3 .... 3 4 4 4 4 ... :.:. 4 *"*""" 4 4 ......... 4 .... 5 5 .......... 5 ... ...... .. 5 .......... 5 5 5 6 ......... 6 6 6 .......... ....... .... 6 ..... 6 6 ....... 7 7 ..... 7 7 7 7 7 7 7 7 7 7 7 7 ............ 50 Sum SegLg 50 Sum SegLg 22 Sum SegLg Sum SegLg Sum SegLg Sum SegLg Sum SegLg Sum SegLg load trans to adj line ...... ............ • �eqment;.eith H,-i'ValIHei(ht:dc, ultvaii,e from ee"nveN!r:'ffifdiffer m Ext I -Int. Lateral Load Distrib.& Overturning Moment Page 5 MaxQuake 01995 Archforms Ltd. Lateral Load Analysis & ittri:::: i NL Atchi#�cts ................. ............................................................................................ ............................................................................................ ::::::::::::::::::::B..::::::::La.:.:J;:{tfarer:::::::::::::: ::: ........ .. ........ . Overturnin Calculation Template Lateral Line 1 Line 2 Line 3 Line 4 Line 5 Line 6 Line 7 Line 8 Force Seis %= Wind %= Wlft=a RM= 67', . `% OTM= Vadj= V= GV= Distrib trio ^ NSum ^A trbwi ,G, Yrir", Sum ;a"uib ares iAiJ;r'l. ^2,A Su.m'v'Nt'i_r;rS:;ml. Sor (ro n <:r:'j Lr Lr:45"Jmax ScM 2nd % SMI % SMI % SMI % SMI % S/W % S/W % S/W % SMI Level W/ft RM OTM W/ft RM OTM W/ft RM OTM W/ft RM OTM W/ft RM OTM W/ft RM OTM W/ft RM OTM W/ft RM OTM a :: a ::;:::;:: a ::::::;:: a :::::::::: a :::::::: a s :;::::::: a :::: b ::::: b ::::: b :' b ::::: b ::::: b :::: b ::::: b :::::: C c::::: c::::: c::::: c::::: c ;: c:::::::: c::::::::: : d ::::: d:::::: d :::::: d :::::: d::::: d ::::: d ::::: d::::: a e::::: a ::::: a ::::: e::::: a :: a ::::: e::::: f:::::: f:::::::: f::::::: f:::::: f::::: f::::: f:::::: f::::::: g :: Vadj line 2 Vadj In 1or3 Vadj In 2or4 Vadj In 3or5 Vadj In 4or6 Vadj In 5or7 Vadj In 6or8 Vadj line 7 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V Sum V Sum V Sum V Sum V Sum V Sum V Sum V Sum V 1st % SMI 28.35 22 % SMI 50 50 % SMI 21.65 28 % SMI % SMI % SMI % SMI % SMI Level W/ft RM OTM W/ft RM OTM W/ft RM OTM Wlft RM OTM W/ft RM OTM . W/ft RM OTM W/ft RM OTM W/ft RM OTM Wind': a :24.1: 3.686 6.238 a ::::: a ::::: a ::::: a ::::: a :::: a ::::: a b :$43::12.39 11.44 b ::::::: b :378: 44.84 38.27 b ::::: b :::::: b :::: b :::::; b c :24t: 2.56 5.198 c ::::: c :::::: c ::::: c ::::: c ::::: c ::::: c : d 24:30.47 17.93 d ::::: d ::::: d : d ::::: d ::::: d ::::: d ::::: e:::::::: e:::::::::: e::::::::; e:::::::::: e::::;::::: a e:::::::: e::::::::: f::::: f ::::: f:...... f::::: f ::-::: f :::: f: f g ::::=:: g :::::::: 9 g Vadj line 2 2.679 Vadj In 1or3 Vadj In 2or4 2.105 Vadj In 3or5 Vadj In 4or6 Vadj In 5or7 Vadj In 6or8 Vadj line 7 V above V above V above V above V above V above V above V above 1 st level V 2.422 1 st level V 4.783 1st level V 2.679 1 st level V 1 st level V 1 st level V 1 st level V 1 st level V S Sum V 5.101 w Sum V w Sum V 4.783 Sum V Sum V Sum V Sum V Sum V Base % SMI 28.35 22 % SMI 50 50 % SMI 21.65 28 % SMI % SMI % SMI % SMI % SMI Level W/ft RM OTM Wlft RM OTM W/ft RM OTM W/ft RM OTM W/ft RM OTM W/ft RM OTM W/ft RM OTM W/ft RM OTM ::-..:Wind::: a :347:349.6 3.473 ..... a ::::: ..... a :41'0: 131.5 2.392 ..... a ::::: ..... a ::::: a ::::: a ::::: a :: b :::::: b::::: ..... b::::: ..... b ::::: b:::::: b:::::: .... b:::::: ..... ..... b::::::::: C c::::: c::::: c::::: c::::: c c::::: c::::: d ::::: d ::::: d ::::: d ::::: d ::::: d :::: d ::::: d ::: e::::::::: a ....:. e....::: e::.. a :.... a :: e::::::::: e:::::::::: . f ::.:.:: f ::::: f ::::: f ::::: f ::::: f ::::: f ::::: f ::::: Vadj line 2 1.033 Vadj In 1or3 Vadj In 2or4 0.812 Vadj In 3or5 Vadj In 4or6 Vadj In 5or7 Vadj In 6or8 Vadj line 7 V above 5.101 V above V above 4.783 V above V above V above V above V above Bsmt level V 0.812 Bsmt level V 1.845 Bsmt level V 1.033 Bsmt level V Bsmt level V Bsmt level V Bsmt level V Bsmt level V W Sum V 6.945 w Sum V w Sum V 6.628 Sum V Sum V Sum V Sum V Sum V Lateral Load Distrib.& Overturning Moment Page 6 �MaxQuake ©1995 Archforms Ltd. Lateral Load Analysis & £)afe:::::::::::FEB: 5: 997 ::::::::::::::::::::::::: f=iirri:::: NL:A hixect :::::::::.::::.:.:.::: Doti::::::::::A=7Q3 flR :::::::::: ':::::::::::::::::13..::::::1 ::.:.:.:.:.::.: U OverturningCalculation Template( Lateral Line A Line B Line C Line D Line E Line F Line G Line H Force Seis %= Wind %= W/ft=a RM= m+.Y_7", .81" OTM= Vadj= V= OV= Distrib Crib fl N&IM- RA irr;wi adSr:m eA Sum :rr`ir, a:e VVY'" L 02r'2k Lg $urr1l troT aidi Lr, i_n%'Vmax Sere,+ Vad 4-V;3bv-; 2nd % S/W % SMI % S/W % SMI % S/W % SMI % SMI % SMI Level W/ft RM OTM W/ft RM OTM W/ft RM OTM W/ft RM OTM W/ft RM OTM W/ft RM OTM W/ft RM OTM W/ft RM OTM :::::::::: 1 ::::::::: 1 ::::: 1 :::::: 1 ::::::: 1 ::::::::: 1 :::::::::: :: 2 :::::::::: 2 :::::::::: 2 :::::::::: 2 ::::;:::: 2 ::::::::: 2 ;:::::::: 2 :::;:::::: 2 :::::::: 3 ::::::::: 3 ::::::::: 3 :::::::::: 3 ::::::::: 3 :::::::: 3 ::::::;: 3 ::::: 3 :;:::;: : 4 ::;::::::: 4 :::::;:::: 4 ;::::::::: 4 ;:;:::::: 4 :::::: 4 :::;::::: 4 ::::::::;: 4 :.. 5 ::::: 5 :::::::: 5 :::::: 5 ::;:::::;: 5 :::::::::: 5 ::;::::: 5 :::::::::: 5 :::::::::: 6 :;:;:::;: 6 ::::::::: 6 :::: ,::::: 6 :::::::::: 6 :.::::::: 6 :::::::: 6 ::::::::: 6 ::::::: :: 7 ::::::::; 7 ::::::: 7 :::::: 7 ::::::: 7 ;::::::: 7 ::::::: 7 ::::::: 7 Vadj line B Vadj In AorC Vadj In. BorD Vadj In CorE Vadj In DorF Vadj In EorG Vadj In Forth Vadj line G 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V Sum V Sum V Sum V Sum V Sum V Sum V Sum V Sum V 1 st % SMI 38.66 30 % SMI 50 50 % S/W 11.34 20 % S/W % S/W % SMI % SMI % SMI Level W/ft RM OTM W/ft RM OTM W/ft RM OTM W/ft RM OTM W/ft RM OTM W/ft RM OTM W/ft RM OTM W/ft RM OTM ::::Wind::: 1 :309::2.425 4.014 1 ::338: 13.65 23.34 1 ::241:: 0.723 8.383 1 ::::10;47:8: 2 :309;:18.88 11.2 2 :33$:8.637 18.57 2 ::34:1:: 0.723 8.383 2 :::::: 2 ::=:::: 2 :::: 2 :::::::::: 2 ::::::.... 3 :309::3.278 4.668 3 :::::::::: 3 :::::::::: 3 ::::::::: 3 :::::::::: 3 :::::::: 3 ::::::;:;: 3 :::::;:::: : 4 ::3119::6.426 6.535 4 ::::::::: 4 ::::::::: 4 ::::::::: 4 ::::: 4 ::::::: 4 :::::: 4 :::: 5 :::::::::: 5 :::::::::: 5 :::::::::: 5 ::::::::: 5 :::::::: 5 ::::::::: 5 ::::::::: 5 ::: 6 ::::::::: 6 :::::::::: 6 :::::::::: 6 :::::::::: 6 ::::::::: 6 ::::::::: 6 ::::::::: 6 ::: 7 ::::: 7 ::::: 7 ::::: 7 7 ::::: 7 ::::: 7 :: 7 ::::: Vadj line B Vadj In AorC Vadj In BorD Vadj In CorE Vadj In DorF Vadj In EorG Vadj In ForH Vadj line G V above V above V above V above V above V above V above V above 1st level V 3.302 1st level V 5.239 1st level V 2.096 1st level V 1st level V 1st level V 1st level V 1st level V S Sum V 3.302 w Sum V 5.239 w Sum V 2.096 Sum V Sum V Sum V Sum V Sum V Base % SM/ 38.66 30 % SMI 50 50 % SMI 11.34 20 % SMI % SMI % SMI % SMI % SMI Level W/ft RM OTM W/ft RM OTM W/ft RM OTM W/ft RM OTM W/ft RM OTM W/ft RM OTM W/ft RM OTM W/ft RM OTM ::::::Wind::: 1 ::4fi4::386.6 2.26 1 ::586::488.4 3.634 1 ::340: 54.86 1 :::::::::: 1 :::::::::: 1 :::::::: ::::::4-A'.9:: 2 ::::::;::: 2 ::::;:::: 2 ::::: 2 :::::::: 2 ::::::: 2 ::::::: 2 :::::: 2 3 3 :::::::::: 3 :::::::::: 3 ::::::: 3 ::::::::: 3 ::;:::::: 3 :::::::: 3 :::: 4 :::::: 4 :::::::::: 4 ::::::::: 4 :::::::::: 4 :::::::::: 4 ::;:::::: 4 :::::::::: 4 :::::::::: 5 :::::::: 5 :::::::::: 5 :::::::::: 5 ::::::::: 5 :::::::::: 5 ::::::: 5 :::::::::: 5 ::::: 6 ::::::::: 6 :::::;:::: 6 :::::::::: 6 ;::::::::: 6 6 ::::::::: 6 ::;::::::: 6 7 :::::::::: 7 :::::::: 7 ::::::::: 7 -:::::: 7 :::::::: 7 :::::::: 7 :::::::: 7 :::::::::: Vadj line B Vadj In AorC Vadj In BorD Vadj In CorE Vadj In DorF Vadj In EorG Vadj In ForH Vadj line G V above 3.302 V above 5.239 V above 2.096 V above V above V above V above V above Bsmt level V 1.218 Bsmt level V 2.029 Bsmt level V 0.812 Bsmt level V Bsmt level V Bsmt level V Bsmt level V Bsmt level V :-::::I w Sum V 4.52 w Sum V 7.269 w Sum V 2.907 Sum V Sum V Sum V Sum V Sum V Shear Wall and Hold Down Requirements Page 7 MaxQuake ©1995 Archforms Ltd. *::FEB:: Q5:4997:::�: "".—* ::::::::::::::::::F rrtis :: PHS Arcitifecf� ::.:.::::.::.:: Lateral Load Analysis & .......................................................................................... Job ::::::::::::::::::: A=C13=:DR::::::::::::::::::::::::::::8La::.:J:1Nariier:::::::::::::::::::: Overturnin Calculation Template .. .. ......... ....... . Line 1 1 Line 2 ILine 3 1 Line 4 Line 5 Line 6 Line 7 Line 8 Upfl - Oer:,iny g,r..err,Ji at - f e is! r I,Aomert (RIA) Segment Length ( eg ;r! . W.i:::um required Hold -Down. (Hr) Type) (Delta .^.Um'Oof selected ^or^ Hold-IDown and Strap S ChedlJ!e on Page 9. 2nd HD HD HD HD HD HD HD HD Level Seg Uplift Tye Seg Uplift Type Seg Uplift Tye Seg Uplift Type Seg Uplift Type Seg Uplift Tye Seg Uplift Type Seg Uplift Type a a a a a a a a ::Ni'r9"0ec: b b b b b b b b c c c c c c c c d d d d d d d d' :: Rim::*-'- - e e e e e e e e From:::: f f f f f f f f 9 9 9 9 9 9 99 Shear(plf) Shear(pif) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Wall Type Wall Type Wall Type Wall Type Wall Type Wall Type Wall Type Wall Type Fcrif iJplif' from Side to Side hinds Resisted by l.cft Right xt. V41. U lift I Ext. Walls A Uplift Wall Type A NA 1st HD HD HD HD HD HD HD HD Level Seg Uplift Type Seg Uplift Type Seg Uplift Tye Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type a 425 D1 a a a a a a a b NA b b NA b b b b b c 528 D1 c c c c c c c d NA d d d d d d d e e e e e e e e f f f f f f f f 9 9 99 9 9 9 Shear(plf) 130 Shear(plf) Shear(plf) 217 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Wall Type B Wall Type NA Wall Type C Wall Type Wall Type Wall Type Wall Type Wall Type Roof IJplift from Side to Side Winds Resisted by t.ef; 8 Right A. l�-rl. Uplift (plf) @Ext. Walls 0 =133 Uplift Wall Type A U Straps!Hold-Cov.'ns and Celier_iors must Surf conflnuous through the'Nali belo!n, to the Foundati-on. if no'Y7all below, tie to Beams, sized for f{old-Devvll Polr7i Loads. Base HD HD HD HD HD HD HD HD Level Seg. Uplift Type Seg Uplift Type Seg Uplift Tye Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type a NA a a NA a a a a a b b b b b b b b C c c c c c c c d d d d d d d d e e e e e e e e f f f f f f f f 9 9 9 9 9 Shear(plf) 126 Shear(plf) Shear(plf) 214 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Wall Type B Wall Type NA Wall Type C Wall Type Wall Type Wall Type Wall Type Wall Type Shear;,a- Linear -riot (Shear(r)IM) = Sum of Shear at that Line & Levei (SuM V ) ! Urear =eet of Shear !".?all at that Lme & Level (Sum Seg Luth). Minimum re a:;ired Shear'A+all ,on;tructirin ('r`•lall Type"Delta !Etter' selected from Shear kNali Schedule on Page 9 Shear Wall and Hold Down Requirements Page MaxQuake 01995 Archforms Ltd. date :::::::::::::::: FSB 5: ::::::::::::::::::::::::::::::::F ti> ::::1 tik ArCliite�i :::::....::...... Lateral Load Analysis & ..... ......... ........................................ .. Job::::::::::::::::::::A=7D3=.[7R:::::::::::::::::::::::::::::::::::::::::8 ::::::::::I a::::J;:Wariier:::::::::::::::::: Overturnin Calculation Template Line A I Line B ILine C I Line D Line E Line F Line G Line H uplift - (Overturning M:o nerd 10" MI - Re isting Priomenl (Ftir:) ,'• Segment Length (Seg 41. Mmirr:um required Hold ?gown (HD Type) "Delta r:umber" selected .rom Heir,'-r,'ohn an i,+ial Strap Schedule or. Pew 9 2nd HD HD HD HD HD HD HD HD Level Seg Uplift Type Seq Uplift Type Seq Uplift TyRe Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type ::lettei :: 2 2 2 2 2 2 2 2 ::Wall::::: 3 3 3 3 3 3 3 3 Lilies ::: 4 4 4 4 4 4 4 4 :::R.0i:::: 5 5 5 5 5 5 5 5 rom::::: 6 6 6 6 6 6 6 6 7 7 7 7 7 7 7 7 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Side::::::: Wall Type Wall Type Wall Type Wall Type Wall Type Wall Type Wall Type Wall Type Ro:�f i Pl:: fr'm Frcr:t to 2 pack Winds Re=isted by Front & pack I xt. V.d. U lift If @ Ext. Walls A Uplift Wall Type A NA 1St HD HD HD HD HD HD HD HD Level Seg Uplift Tye Seg Uplift Type Seg Uplift Tye Seg Uplift Type Seg Uplift Type Seg Uplift Tye Seg Uplift Type Seg Uplift Type 1 370 D1 1 681 D2 1 2,553 D12 1 1 1 1 1 2 NA 2 1,135 D3 2 2,553 D12 2 2 2 2 2 .. 3 278 NA 3 3 3 3 3 3 3 4 16 NA 4 4 4 4 4 4 4 5 5 5 5 5 5 5 5 6 6 6 6 6 6 6 6 7 7 7 7 7 7 7 7 Shear(plf) 117 Shear(plf) 265 Shear(plf) 349 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Wall Type B Wall Type C Wall Type D Wall Type Wall Type Wall Type Wall Type Wall Type Roo` iJplift :rom Front to Back Onds Resisted by Front 2� 8a::k xt. Wl. Uplift (plf) Ext.Malls A -146 Uplift Wall Type A U Straps!Hoid Lowns and Cole -tars must .un ccrt;n;_v,us throug'ti i e 45tali beio,a, io ttie Fr,unJ�ti�r . If r:o' tall below, tie to 2Aeams, sized for hold-Logngl Pcir;t Loads. Base HD HD HD HD HD HD HD HD Level Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Ty a Seg Uplift Type Seg Uplift Type 1 NA 1 NA 1 NA 1 1 1 1 1 2 2 2 2 2 2 2 2 3 3 3 3 3 3 3 3 4 4 4 4 4 4 4 4 5 5 5 5 5 5 5 5 6 6 6 6 6 6 6 6 7 7 7 7 7 7 7 7 Shear(plf) 90 Shear(plf) 145 Shear(plf) 132 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Wall Type A Wall Type B Wall Type B Wall Type Wall Type Wall Type Wall Type Wall Type :hat Lane 8 Le•:�e, fSum Sea LOM). Sherr pe! Linear , oot (Shear(: Y)1 ^ Sum of Shear at that Line & Le,rel ;S_irn V) ! Linear feet of Shear !Alail ail Minimum req::ired Shear WaII Construction (' Na: I Type) "'IDeita 1ette' selected from Shear VII F;II Schedule r Paq.2 9 Shear Wall and Hold Down Schedules Page 9 MaxQuake ©1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date......:: F $: t15: f997::::::::::::::::::::::::::firm:......... PFtfa:AtCfliteCts:::::::::: ....................................................................... ............... ........................................................................................ j b :::;::::::::::A=703�QR:;::::::� :::::::::::::::::::::::::::;::: B :::::::::::::::;4. � t::Wamer-:::_:::::':::': Overturninq Calculation Template MQ496DE Wind and Earthquake Design Data Shear Wall Schedule Wind Speed mph 75 Seismic Zone 3 Wall Shear Sheathing Edge Anchor Plate Importance Fact. 1 Ground Acc. (Aa) 0.3 Type Load Material Nail Bolts Clips Exposure Cat. C Importance Group 1 Symbol (plf) Spacing 518° A35 Wind Pres.horiz. psf '17.36 Soil/Struc.Period 2.75 GF:900 GF:450 Wind Pres. Vert, psf" -9.35 Response Factor 8.0 construct wall as speed per symbol or any below A A 100 Drywall 5d@7' 72'oc 48'oc ' A B 180 Stucco no diag. lath 60'oc 24'oc ` Wall Hold-Down and Strap Schedule A C 310 112' Ply 6' 36•oc 116'oc ` A D 460 112' Ply 4' 24'oc 12'oc ' Hold-Down Max. Wall Foundation Bolt A E 600 112' Ply 3' 18'oc 8'oc ` Symbol Uplift FI to FI Anchor Type Bolt + F 770 112' Ply 2' 14'oc 6'oc lbs. Strap Straps HD Dia. T G 920 ea side 112' Ply 4' 12'oc 5'oc ` use hold-down across from symbol t H 1,200 ea side 112' Ply 3' 9'oc 4'oc ` NA up to 310 use the hold-down listed or any below T + J 1,540 ea side 112' Ply 2' 6'oc 3'oc ' Al 755 ' LSTA12 ? A2 1,055 ` LSTA18 FSA Sheathing: 1/2'.(15132') CDX Structural 11, or 2-M-W Particleboard A3 1,295 ' LSTA24 only for repair Typical Nails: 10d Common or Gaty. Box, field nail @12' A4 1,370 ` MSTA24 Typical Framing: 2x @ 16'o.c., with all sheathing edges blocked A5 1,685 ` MSTA30 LTT20 112' + Delta F & Delta J: 3x framing at all panel Joints, stagger nails A6 1,995 ' MSTA36 T Delta G - Delta J: offset Panel Joints on opposite sides of Wall A7 2,520 ' ST6224 Anchors and Clips as Mfg. by Simpson Strong-Tie Co. Cat C-96 Al2 2,760 ' MST27 PAHD42 HD2A 518' ` Clips: Plate to Blocks only req'd if no shear sheathing continuity A14 3,300 ' ST6236 MPAHD A15 3,705 . MST37 HPAHD22 HD5A 314' A16 4,405 ` MST48 HD6A 7/8' Roof UP-Lift Schedule A17 5,800 ` MST60 A18 6,465 HD8A 7/8' Wall Uplift Stud to Plate Plate to Rafter Stud to Rafter A19 8,310 HD10A 718' Type IQ atl6'oc at 24' at 16' at 16'oc Ago 11,080 w/ 3-112' Post HD14A 1' 50 A25 15,305 w/ 5-1/2' Post HD15 1.25' A T 100 Ply Nailing or H2 H2 ? A U 180 A35 H4 H2 Straps and HD's as Mfg. by Simpson Strong-Tie Co. Cat C-96 A V 310 SPI HIO H 1 H2 Bolt Type Hold-Downs Assume 3' Post Min. See Details and A W 460 SP4 H7 H10 LTS10 Mfg. Data for Nailing, Bolt and Embedment Requirements A X 600 SP2 H10 H7 • If No Cont. Rim Joist Add Lgth. to WI. Strap to Span to WI. Below A Y 1170 FTA2 Straps and Hold-Downs must run continuous to Walls below, A Z 2560 FTA7 if no Wall below, tie to Beams, sized for Hold-Down Point Loads ? ALTERNATE SHEAR WALL SCHEDULE PAGE 9-A PANEL PANEL LOAD SHEATHING 1,2,5 EDGE FIELD A.B. SIZE & SILL 3,4 A -35F 6 TYPE No. PLF NAILING NAILING SPACING NAILING CLIPS A 1 100 1/2" GYP BRD ONE SIDE. - -- 5d - - 5d Q_12 -- 1/2" (cD 72'._ 16d �a 12'.. 48'. O.C. -- - - B 2 - 180 - - - - - - -- THREE COAT STUCCO - -------•--------------------•--•--•--•--•--•-----•-- STD. STUCCCO PER U.B.C. 1/2" @ 48" -- 16d @ 6" 24" O.C. B-1 3 170 FOME- COR PER ICBO # 3335 ICBO REPORT #3335 1/2" @ 54" 16d @ 6" 30" O.C. B-2 4 175 1/2 x 4'x8' NAIL BASE FIBERBRD 11 G R.N. @ 3" 11 G R.N. @ 6" 1/2" @ 54" 16d @ 6" 30" O.C. B-3 5 200 1/2" GYP BOTH SIDES 5d @ 7" 5d @ 12" 1/2" @ 48" 16d @ 6" 24" O.C. B-4 6 200 3/8" CDX 6d @ 6" 6d @ 12" ' 1/2" @ 48" 16d @ 6" 24" O.C. B-5 7 270 FOME- COR PER ICBO # 3335 ICBO REPORT # 3335 1/2" @ 36" 16d @ 4" 18" O.C. & 1/2" GYP INTERIOR FACE 5d @ 7" 5d a12" C 8 310 1/2" CDX PLY 10d @ 6" 10d @ 12" 5/8" @ 48" 16d @ 3" 18" O.C. C-1 9 320 3/8" CDX PLY ONE SIDES 8d @ 4" 8d @ 12" 5/8" @ 48" 16d @ 3" 18" O.C. C-2 10 320 3/8" CDX PLY EXTERIOR 8d @ 6" 8d @ 12" 5/8" @ 48" 16d @ 3" 18" O.C. 1/2" GYP BRD INTERIOR 5d @ 7" 5d @ 7" G3 11 400 3/8_' CDX PLY BOTH SIDES _ _ 8d ( °__________ 8d a� 12' .........5 a(' 42': 20d,(a{ 3" . - 12:'_O_C: D - -- - - - - 12 460 1/2" PLY EXTERIOR --•-- 10d @ 4" ----- 10d @ 12" --•-- , 5/8" @ 36" 20d @ 3" 9" O.C. D-1 13 480 7/16" CDX PLY BOTH SIDES 8d @ 6" 8d @ 12" 5/8" @ 30" 20d @ 3" 9" O.C. D-2 14 480 1/2" PLY EXTERIOR 8d @ 4" 8d @ 12" 5/8" @ 30" 20d @ 3" 9" O.C. 1/2" GYP BRD INTERIOR 5d @ 7" 5d @ 12" D-3 _ _ 15- 520 1/2" CDX PLY BOTH SIDES ---- 8d_(a_6............. 8d @ 12___.__.__ 5/8" all 30': (2) 16d @ 4° - 9" O.C. - E 16 600 1/2" CDX PLY EXTERIOR 10d @ 3" 10d @ 12" 5/8" @ 24" (2) 16d @ 4" 8" O.C. E-1 17 640 3/8" CDX PLY BOTH SIDES 8d @ 4" 8d @ 12" 5/8" @ 24" (2) 16d @ 3" 8" O.C. E-2 18 700 7/16" CDX PLY BOTH SIDES 8d @ 4" 8d @ 12" 5/8" @ 24" (2) 16d @ 3" 6" O.C. F 19 770 1/2" CDX PLY EXTERIOR 10d @ 2" 10d @ 12" 5/8" @ 18" (2) 16d @ 3" 6" O.C. F-1 20 820 3/8" CDX BOTH SIDES 8d @ 3" 8d @ 12" 5/8" @ 18" (2) 16d @ 3" 6" O.C. F.2 21_ _ 900 7/16" CDX PLY BOTH SIDES 8d � 3' 8d_@ 12" 3/4" Q 24':- (2) 20d � 3° 5" O.C. - G ----------------- 22 920 1/2" CDX PLY BOTH SIDES 10d @ 4" - ---- 10d @ 12" - ...... -.................. 3/4" @ 20" (2) 20d @ 3" ._.__...., 5" O.C. G-1 23 980 1/2" CDX PLY BOTH SIDES 8d @ 3" 8d @ 12" 3/4" @ 20" (2) 20d @ 3" 5" O.C. G-2 _ 24 1060 3/8" CDX PLY BOTH SIDES _ 8d 2 8d_(cD 12 3/4" .0 18' (2) 16d @ 2_ - 5': O.C. - --__... H 25 1200 1/2" CDX PLY BOTH SIDES ----•---- 10d @ 3" • -------------- 10d @ 12" -------------------- 3/4" @ 16" - - (2) 16d @ 2" - -• 4" O.C. 1. OVER DOUGLAS FIR FRAMING 2. ALL PANEL EDGES BACKED W/ 2 -INCH NOM. OR WIDER FRAMING U.N.O. 3. STAGGER ALL SILL NAILING 4. PRE -DRILL ALL 20d & LARGER 5.5/8" T-1-11 SIDING MAY BE SUBSTITUTED FOR 3/8" CDX PLY. 6. A -35F CLIPS +440# EA. lWind Pres. for Components & Cladding Pageio�'_ MaxQuake 1995 Archforms Ltd. Lateral Load 1 • ♦ 9 OverturningCalculation Wind • • • • • • • • • • • • • • • • • • Pressure for GCo • • • • • • • _ • • • • • • • • • • • • • 1 1�1•��1�1.(•�1•]/1 ���� ' EL\Uplift 0 �� lr!�IY-11[•■ 1�� 011�1�1� 1 I>•I>•�111�_ Ir-II■ �1•�0•••0•� ' 1 -3.4 -45 ��\����� X11 �I•��1•••1= �� _� 1 �� ���� �� �•��_ ' ���\� ����2 1 1 __•17 1•/ 000• 1 O • 1 .1 � �r11�� 1•�1•�1•••11��1\\I•� ��r �1•�� 1 ������ �r�n��an�rr•'1 • �I7•Il•���J ����.���• • - 1 1 Rzi me 1 • • • • • • • • - - • • r _--�1. --_r-1—� ' 11W 1�1••�1•� M== 11�= 1�1•�1•�1••• =Q• 1 1 1•�1•� �_�_�_ 1 1•�1•�/•••1�1�1�1� • 1•��1•� 1•�1•�1•••11•� 0.0 0 Down 0.2 3 Load 1' 6 0 0 ��I•�.�-� 1 1 0.8 111.4 1 . . • .. • . 1 I Force 1.0 1.2 13 16 _____ Il♦���Il♦�Il♦� 19 �� _ 1•••1� 1•�1••�=--1 111\�1��1�11� 1.6 Note: 21 .1 ����� r„r!•r�rr• 1. Values are for enclosed Buildings. '2. SBCCI Values for ��•� 0 ==—MOM� r!• ���� ------- •areequivalent1 to UBC Table 16-H 1 11 111 0 1 /1 101 1 1 11 1,11 for of ••. • .1. r •• 1 �-• .1 • I 1 �•.