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HomeMy WebLinkAbout041-410-021WILLIAM CROWDER 3245 Clark Rd, Oroville ContR: Dan Wentling Permit#2652-89B,P,E(mobilehome/fdn)� 41-41-21. 92-874B,E k CROWDER, William 3245 Clark Rd, Orovillb' cont: Mac Co Metal Buildings -.-p new garage <1-/ �9- 93 041-410-021 94-1165B CROWDER,.WILLIAM/ 3245. CLARK RD., OROVILLE i CONT: URBACH`&.SON.CONST OPEN & COV DECK/MH i Oyl-oto AG 1 a RESIDENTIAL 041-410-021 94-1165B CROWDER, WILLIAM 3245 CLARK RD., OROVILLE CONT: URBACH & SON CONST. OPEN & COV DECK/MH st/p-s- JOB FINALED (Date) D Signature V=OK O = Not OK - = Not Applicable = Not Ready RESIDENTIAL (Single & Duplex) Date/Initials UNDERFLOOR (Plans) OK except #'a 1. Zoning -Setbacks -Easements -Flood -Slope 2. Ftg., Main; Soils-Elec. Grnd.-/ P' Fig. Depth 3. Ftg., Garage; Soils-Steel-Elec. Grnd -/ /" Fig. Depth 4. Ftg., Porches & Decks; Soils -Steel-/ /Fig. Depth 5. Stemwalls, Maln; Steel-Blockouts-Wrapped 6. Stemwalls, Garage; Steel-Blockouts-Wrapped 6a. Hold Downs and Special Anchors 7. Slab; Steel -Wrapped 8. Piers -Fireplace Ftg.-Steel 9. D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 10. UF. Gas Pipe; Size -Anchors - yard gas piping: size -test 11. Water Pipe; Test -Anchor -Regulator -Service Test 12. Electric; Underground 13. Plenums & Ducts; Clearance -Material -Support -Ina. 14. Girders -Sills -Anchor Bolts -Joists -Vents -Cripples 15. Access & Ventilation N 16. Insulation Date/Initials PLUMBING (Permit) OK except #'a 16. Water Htr.; Vent -Access -Combustion Air -Baffle 17. Water Pipe; Test & Anchor -Nail Protection 18. D.W.V.; Test -Fittings & Anchor -Nasi Protection 19. Shower Pan; Test, First Floor -Tub Access 20. Test Tub & Shower, Second Floor -Tub Access 21. Gas Pipe; Size & Anchors Date/initials ELECTRICAL (Permit) OK except #'a 22. Fixture & Transformer Clearance -Ins. Protection 23. Elec. Receptacles Spacing -Lights & Switches at Doors 24. Size Boxes & No. of Conductors -Stapled 25. Romex Installed Close to Edge of Studs & C.J. 26. Equip. Ground made up w/Meth. Fastners-Bond Gas & Water 27. 2 Appliance Circuts in Kitchen & Conductor Size/GFI 28. Subfeed Wire Size / / ga. Cu or AI-A.C. Wire Size / / ga. Cu or Al - 29. Range Circ. / / ga. Cu or AI -Oven Circ. / / ga. Cu or Al. Insulated Neutral ❑ Yes ❑ No 30. Service -Riser Conductors & Ground -Main Disconnect 31. Equip. Clearances Panels -Motors -Mach. Equip. 32. Clothes Closet Light -Shower Light -Spa Light 33. Smoke Detector Date/Initials MECHANICAL (Permit) OK except #s 34. A.C. Ducts Insulation & Support 35. Vent Fan; Exhaust above insulation 36. Condensate Drain & Overflow; Size & Grade 37. Furnance-Vent; Access -Comb. Air -Return Air Vent -115 outlet 38. Attic Access & Platform if Furnance in Attic Date/initials FRAMING (Plans) OK except #'s 39. Sils, Proper Material & Anchors 40. Walls Studs -Nailing, Spacing & Bracing -Plates -Sound 41. Bearing Wells over Girders & Floor Nailing 42. Draft Stop in Walls (rat proof) 43. Fire Stops; Furred Ceilings -Stairs -Chases -Tub 44. Headers & Beam -Size & Bearing Date/Initials FRAMING (Continued) 45. Hangers -Post Caps -Anchors -Connectors 46. Cing. Joist-Rftr. ties -Puri In=roof Brac-Truss-Shthng.-Rfng. 47. Fireplace Ties or Type A Flue -Fireplace Throat clearance 48. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 49. Bdrm. Windows or Exiting Doors -Sill Hgt. & Dimensions 50. Garage Fire Protection Framing 51. Property Line Firewall & Openings 52. Ext. Doors -One 3' -Check Garage -3rd Story, 2 Exits 53. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 54. plywood on Roof Overhang -Attic Vents -Rafter Outriggers 55. Siding -Nailing Veneer 56. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 57. Glazing Area -Glass Protection -Skylights -Plastic 58. Shear Walls; Nailing -Bolts 59. Insulation -Wal Is -Cel II ngs 60. Infiltration -Walls -Windows Date/Initials FINAL (Plans) OK except #'a 61. Ext. Steps -Door & Sidelight Protection -Landings 62. Smoke Detector 63. Furnace; Vents -Clearance -Comb. Air -Connector - In Garage; Above Floor -Ducts -Mach. Protection 64. Bedroom Exiting 65. G.F.I. & Bath Fixtures & Tub Access -Spa 66. Elec. Trim & Subpanel; Breaker Sizes & Labels 67. Stairs & Rails 68. Fireplace or Stove; Clearances -Hearth 69. Elec. Outlets at Wood Panel; Int. & Ext. 70. Kit.Fixt. & Appliance; Grnd-Air Gap -Cooking Clearance 71. Elec. Outlets & Receptacles at Kit. Counter . 72. Garage Fire Door, Swing -Landing -Closer 73. A.C. Duct in Garage -Damper 74. Wtr. Htr.; Vents -Clearance -Comb. Air-Connector-P.R.V. In Garage; Above Floor -Mach. Protection 75. Plb., Elec. & Mach. Equip. Listed for Location 76. Elec. Receptacles in Garage; (G.F.I.)-Romex Protection 77. Insulation -Foam -Looked in Attic ❑ Yes 78. Guard Rails & Deck Construction -Post Caps 79. Fdn. Vents & Crawl Hole Door-Drainagge & Wood -Earth Clearance Looked under Floor O Yes 80. Following instld.; Drive ❑ Yes ❑ No; Walks ❑ Yes ❑ No; Planters ❑ Yes ❑ No 81. Stucco; Brown -Finish 82. A.C. Unit; Disconnect, Electrical, Plumbing 83. Vents Above Roof; Pibg.-Appliance-Fireplace: Clearence to Openings 84. Water Well; Disconnect, Electrical, Plumbing 85. Exterior Elec. Trim; G.F.I. Receptacle -Underground 86. Ventilation Throughout House 87. Glass Protection 88. Corrections from Previous Inspections 89. Gas Test -Meters Tagged; Gas -Electric 90. Water & Sewer Connected -C/O to Grade -HD Approval 91. Energy Compliance Certificate -Other Certificates Cornrtwnts at Final: V=OK , O = Not OK - -=Not Applicable Not ReadyeadyMOBILE HOMES + ' = Date/Initials MOBILE HOME UTILITIES (Pians) OK except #'a 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support Sketch 3. 'Sewer; Location -Test -Fell -C/O Concrete 4. Water; Location -Teat -Easement Needed (Sketch) 5. Electricity; Location-Clsarences-Grnd-/ /Amp -Concrete 6. Gas; Location -Teat -Wrap: / 7"L"ft. / /"Net. or/ P'L" ft./ /"LPG 7. Well Clearance S Disconnect '8. Utility Clearance Date/Initials MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements -Setbacks Easements 2. Footings; Size -Spacing -Marriage Line' 3.. Gas; MH Test-Demand-Valve—Connector 4. Electricity; MH Teat -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Teat -Regulator -Connector .7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Exits; Insp.-Sketch 10. Cert. of Occupancy MISCELLANEOUS Date/Initial DECK OVERS CARPORTS GARAGES Plana OK except #'a o Requirements -Setbacks -Easements ootings; Soils -Size -Depth -Spacing -Connectors -Steel lie>cks; Griders and/or Joists-Decking-Bracin era -Reil. d Awn.; Posta-Beams-Rft.-Conhectore thg.-Rfg.-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg; Sils-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 1 . Ro ; thg-Roofing Steps -Doors -Landings Date/Initials 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, Distances-GFI S. Elec.; Pool Lighting; 15 volts-GFI 6. Elec.; Enclosures; Conduit Entries-Terminals-Llsted 7. Elec.; Bonding; Metal w/5' -Circulating Equip -Heeter 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes-Enclosu res-Panelboards- Ins. to Main in Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive - Oroville, California 95965 - Telephone (916) 538-7541 PERMIT NO. APPLICATION AND PERMIT ASSESSOR PARCEL NUMBER 041-410-021 ZONING ARMH3 BUILDING PERMIT OWNER WILLIAM CROWDER TELEPHONE 8 8 SQ. FT' BUILDING VALUATION (OCC. 176 C 2,288.00 OWNER'S MAILING ADDRESS 3245 CLARK RD OROVILLE 95965 304 0 2,128.00 CONTRACTOR'S NAME URBACH & SON CONSTRUCTION TELEPHONE A CONTRACTOR'S MAILING ADDRESS 2179 TEHAMA AVE OROVILLE,Fireplace CONSTRUCTION LENDER NE UNKNOWN Total Valuation $ 4,416.00 Filing Fee $ 20.00 LENDER'S MAILING ADDRESS Permit Fee $ ARCHITECT OR ENGINEER NONE LICENSE NO. Plan Checking Fee $ Energy Plan Checking Fee $ ARCHITECT OR ENGINEER'S MAILING ADDRESS Penalty $ BUILDING ADDRESS 3245 CLARK RD PERMIT FEE $ DROVIT.I.E., 99969 PLUMBING PERMIT Filing Fee 20.00 Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 LOT NO. SUBDIVISION'S NAME PARCEL MAP Each gas water heater or vent 15.00 USE OF STRUCTURE SF ❑ Duplex ❑ Mobilehome A Other SPECIFY Gas piping system 1 5 outlets 15.00 Building sewer 15.00 Mobile Home S G W @20.00 TYPE OF WORK New ❑ Addition CR Remodel ❑ Utilities ❑ Installation ClOther ❑ Describe Work: 8 X 22 — C, PERMIT FEE $ Contractor ELECTRICAL PERMIT Filing Fee 20.00 Main Service ( 101 OR LESS ) 23.00 200A OR LESS Main Service ( 200A To IOOOA ) 46.00 NEW CONST. DWELLING OCCUP. ) 3.50 FTO., OR ADDNS. ( a ACC. BLDS. S CONTRACTORS LICENSE LAW( I declare under penalty of perjury (check one) ❑ I am a licensed under provisions of Chapter 9, Division 3 of the Business and Professions Code and m license is in full force and effect. License No. 0 Classification j� ❑ I, as the owner, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. (Sec 7044) ❑ I, as the owner, am exclusively contracting with licensed contractors. (Sec 7044) ❑ I am exempt under Sec. Business and Professions Code forthis reason NEW CONST. MULTI -OUTLET -NON-RESID. ( BRANCH CIRCUITS ) @7.50 POWER APPARATUS ) 8 SINGLE OUTLET CIR. Ex. Occup. ( OUTLET OR FIXTURES ) BAL @x.50 Ex. Occu FIXED APPWS. OR p' ( OUTLETS IRESID.1 EA. ) 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 WORKER'S COMPENSATION INSURANCE I declare under penalty of perjury (check one): ❑ This permit is for $100.00 (valuation) or less. ❑ 1 have placed on file with the County of Butte Dept. of Development Services, Building Division a Certificate of Workmen's Compensation Insurance or a Iticate of Consent to Self -insure. I shall not employ any person in any manner so as to become subject to the Worker's Compensation laws of California. Notice to Applicant: If after making this statement, should you become subject to the Worker's Compensation provisions of the Labor Code, you must forthwith comply with such provisions or this permit will be revoked. PERMIT FEE $ Contractor MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE $ Contractor I certify that I have read this application and state that the above information is correct. I agree to comply to all Butte County Ordinances and California State Laws relating to building construction, and hereby authorize representatives of the County of Butte to enter upon the above mentioned property for inspection purposes. I also agree to save, indemnify and keep harmless the County of Butte against all liabili , judgments, costs, and expenses which may in any way accrue against said Co u T consequence the granting of this permit. X Date j Signature of Applicant - O Owner Contractor ❑ Agent An OSHA permit is required for excavations over 5"0" d ep nd demolition or construction of structures over 3 stories in height. .-- Mobile Home Installation Fee $ Energy Inspection Fee $ occ I CONST. TYPE TOTAL FEE $ HAZ. I D. FEES IMP FLOOD X 41 PARCEL PID —� HD I 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. By4 D to $✓ `o �S PERMIT EXPIRES ON (De ke1 ReceiptND. 162702 /2177 5l 470 WHITE-D.D.S.-B.D. CANA -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT COUNTY OF BUTTE '� a 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 14YAMWI ; PERMIT NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected. Please notify this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediat y. 1 P !, �r IC , b J Date Inspector REV 10/412 ����"�.";'�'.flet'^?y-�}�!i.�.�"'.t..,��v^i4.�-.i..�..A'"�i��"n'"i��Va-✓''."+--.... *.ry..•':..+"r--:S!"'?�'..'y�", �`?T``1.+T��"'1'w'�l"r''r'4"4""t`•`�4 +..-a. � :` "� GOUNTYOF BUTTE - DEPARTM.ENTOFDEVELOPMENTSERVICES -BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 -TELEPHONE (916) 538-7541 - PERMIT APPLICATION DATA SHEET OWNER Gr• 4 ✓' (,U A. P. No. Proposed Building Use Buil 100spector Date .I7 At time of permit application, I was advised the following data must" be submitted prior to permit processing,and/or issuance: DATE RECEIVED BY ' -- 1, All items have been submitted . ........................................ �' 2. Plot plans, 3/4 sets, signed by preparer of plans . .......................... 3_ Complete plans, 3/4 sets, signed by preparer of plans. . j .4. Engineered plans and calcs, 3/4 sets, with wet signature on plans . ............. 5. Hazardous Material Form . .......................................... . 6. Energy Design Compliance and supporting documentation . .................. 7. Statement of Intent for Non -Heated and A/C Buildings . ...................... 8. Engineered truss details and layout in duplicate (required prior to plan check). .... 9. Mobilehome data and manufacturer's installation instructions, 2 sets. ........... 10. Fees of $......................................... 11. Impact fees as shown on attached schedule. .............................. r 12. California Department of Forestry plan approval/fees. ....................... . 13. Flood elevation letter (100 year flopIId) by,C lifornia Engineer . ................. . 14. Sanitation and plot plan approvaIC)(0 V� Health Department . ............ 15. City of Chico plumbing permit . .......................................... 16. Plot plan and business license approval from City of Biggs/Gridley. ............. 17. Planning approval for (A) Use: (B) Parking: . ........ 18. Contact Land Development about (A) Improvements (B) Drainage. .......... . 19. Driveway permit (construction approval required prior to occupancy). .. . . 20. Pre -inspection for IreInsDectio q° required. . to Building Inspector (Date) 21. Contractor's, license information. (No., Name Style, Classification). :.............. 22. Certificate of Workmans Compensation Insurance . .......................... 23. Owner -Builder Verification (Given to owner , Mail to owner _). .......... . 24. Recorded copy of Agricultural Acknowledgement Statement . .................. 25. Letter of signature authorization. ... �..................................... 26. Copy of recorded deed of parcel creation -and 60 right of way to a public road. .... . 27. Letter of intent on building use. ........: .................................. 28. Mobilehome utility clearance. ........ * ....... 29. Documentation of legal access . ...................... :.................. 30. Documentation of 50% subdivision developed or (A)'Road improvements completed - and (B) Parcel meets zoning area and frontage requirements . ............... - 31. Existing violations/expired permits . ...................................... . 32. Plan check list . ...................................... F. 33. -34. When you issue the per it s as follows: Mail owner. Mail to contractor. _ Telephone and hold for pickup at t^ office. Deliver with inspector. Other _ Parcel Creation Acreage Applicant 1( C lati�-✓L_ Date Copy of Haz-Mat form sent Health Dept. Fire Dept. Air Pollution Date Copy of plans sent Health Dept. Fire Dept. Other Date By The following data must be submitted prior to permit issuance: (Circle new item not checked above). 1. Index permit for above items No. 2. Additional items required: Contractor, designer, owner, was advised of above required data by _ phone _ mail Counter by _ Date Contractor, designer, owner, was advised of abovequ]red data by _phone _mail unter by _Date Plans checked by Dat - I/ Plans approved by Date Sets of plans 19 hold in File cabinet AP folder Copy - Department of Public Works F_H. USE ONL Plot Plan Anathed '` • Floor Plan Attached Sent to D.D. t TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance Owner Location AP# Plan Approved for: Sewage Disposal Water Supply �-- Hold .final for: Water Supply Final clearance 0. K. for: Water Supply C4P'.TT?RC2 fnr hyrjrasrna mnhila hnma Other. NOTE: Environmental PrpPA;O J i Bu';ta County } j Environmontal He1111 Date t I 2z �ouze�&> � V EP r , \ `v 1 Y"1 11. i \J C�ic) tens ALL MUCTURES AND EQUIPMENT N4CL BUTTE COUNTY OVERHANIGSS SHALL BE CLeAR OF ALL EASEMENTS. BUILDING DEPARTMENT A SET BACK OF / C� F - FROM THE SIDE AND /0 FPEJfi THE REAh PROPERTY LINES AND A P P&P V E D FT. FROM THE ROAD CENTERLINE SHALL BE NOTE:—All Materials & Workmanship Shall Be in CSR OF STRUCTURES AND EQUIPMXGEPT Accordance with Recognized Good Practices and ; FOR A 2 FT. SAVE OVERHA"G. of a quality prescribed for a Specified use in the Uniform Building, Plumbing & Mechanical Codes and the National Electrical CodF. This set of plans and specifications MUST be kept on the job at all times and it is unlawful to make any changes or alterations on same withon -- --- '—PWttWi permission f� Department of Public Works, County of Butte. A10 d�L. w/ Kagq Pbsf Qi4'8� , � • % "ter// �� _ .. _ . all - - - I- - t CIL- Orl U I "I d i �. ' ' T .� i— i � 'Yr t .j }_ � •�- _t �- .. �_. � _; + t.l t . f _ ! .. i �+�. _.k. � f— _�--- `_. ,_-_- -�— ; _._j _ OUNTY ifILD NG DEPAR TENT -- _ -� A P P. R Po rT �X b po 57�10 ., C - L/f,� J 8 G'inoc-n STAA-p F oSr . G aM Po Sr Cavga OQ*� . u.p 4.tfT P -Sp 57` 4---t - - F�—' Max. Rise r _ _q-"- Alin. Run - Run measured'toe to toe.- - 3N, rriax. tolmrance-b#t een- - l rao-stA emeiizct rige/rm- r ? �ly1s "�� C. /�ao�'L__ _.. _ Still DING -DEPART �' - I __ - •-ZX fo atSS �'Z4u d�G i T• part ` l � -f � � ; - !. -:_ � ; ,-• -. ,. .,_ ' -� .�. tom`° i��---:---• - --- - - --%�.`"��. 1 4*41 BUTTE COUK BUILD• - APPPR0 t $0n: AIL me awith p400aaieed Qood pry and ats, quaW prwmAbod Wr the Spwified uze eohe►nicarJ in IM Ung► Buil, Numb ing ap Con arA the Nations, jagewioal code. Ex(sriN4 Z Tbleset of -Plans Md 4poemmawm MW kept (a the jft � °' and is'S � to � or a1D oe�t written permission �!n th8 Works, counW Of Butte. f kcw p) N c . o Rd ct p 130 APPAcuxo ipLfn4s - LJwF- A 1-%"e B BUTTE COUNTY WILDING DEPARTMEN APPROVED q4- rigs �vtstoN 11-30L14- -- — ;RI 4X8 gM , 4 Dz8a � � t I l� t - LJwF- A 1-%"e B BUTTE COUNTY WILDING DEPARTMEN APPROVED q4- rigs �vtstoN 11-30L14- r r X N • m O m � O � C T "1 3 - �, . z �Z X N v O m � O � C T "1 3 - �, . z �Z X N v O �v v R( d �Z m b xC K O n � G H d AS- N u _ _ n Ok d 11 H I ' vwl. COUNTY OF 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 C•a 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. Date Inspector ¢J� REV 10/9 COUNTY OF BUTTE DEPARTMENT OF PUBLIC WORKS 1469 Humboldt Road, Chico, CA - (916) 891-2751 County Center Drive, Oroville, CA - (916) 538-7541 747 Elliott Road, Paradise, CA - (916) 872-6307 CORRECTION NOTICE OWNER PERMIT NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected. Please notify this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. - Ot�'7' uw - , 4- J, Z , 4z., Date _ i�/j Z Inspector f/ REV 11/91 / / r .'j ` RESIDENTIAL r 41-41-21 T 92-874B,E _-_-- CROWDER, William 3245 Clark Rd, Oroville cont: Mac Co Metal Buildings new garage 4 3 JOB FINALE Signature J=OK O = Not OK = Not Applicable RESIDENTIAL (%4 = Not Ready Date UNDERFLOOR (Plans) OK except #'s 1. Zoning -Setbacks -Easements -Flood -Slope 2. Ftg., Main; Soils-Elec. Grnd.-/ /" Ftg. Depth 3. Ftg:, Garage; Soils-Steel-Elec. Grnd.-/ /" Ftg. Depth' 4.'Ftg., Porches & Decks; Soils -Steel-/ /Ftg. Depth 5. Stemwalls, Main; Steel-Blockouts-Wrapped 6. Stemwalls, Garage; Steel-Blockouts-Wrapped 6a. Hold Downs and Special Anchors 7. Slab; Steel -Wrapped 8. Piers -Fireplace Ftg.-Steel 9. D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 10. UF. Gas Pipe; Size -Anchors - yard gas piping: size -test 11. Water Pipe; Test -Anchor -Regulator -Service Test 12. Electric; Underground 13. Pienums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts -Joists -Vents -Cripples 15. Access & Ventilation 16. Insulation Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PLUMBING (Permit),OK except a's 16. Water Htr.: Vent -Access -Combustion Air -Baffle 17. Water Pipe; Test & Anchor -Nail Protection ---------- ----------------------------- 18. D.W.V.: Test -Fittings & Anchor -Nail Protection - ---------- ---------------- _ 19. Shower Pan: Test. First Floor -Tub Access _ 20. Test Tub & Shower, Second Floor -Tub Access 21. Gas Pipe: Size & Anchors Date ------Card B-1 Date ----------Card-B-1---------- Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except n's 22. Fixture & Transformer Clearance -Ins. Protection --------------------------------------------------------------- -- - - 23.. Elec. Receptacles Spacing -Lights & Switches at Doors --- -- 24. Size Boxes & No. of Conductors_Stapled - ------------------- - 25. Romex Installed Close to Edge of Studs & C.J. --- -------- 26. Equip. Ground made "up w!Mech. Fastners-Bond Gas- & Water - - ----------------------------------------- 27. 2 Appliance Circuts in Kitchen & Conductor Size!GFI -------------------------------------- - -------- - ------- ----- 28. Subfeed Wire Size / / ga. Cu or AI-A.C. Wire Size / / ga. _Cu or -Al -- ----- - ----------------------- - --------------------- 29. Range Circ / / ga Cu or AI -Oven Circ. / / ga. Cu or Al. Insulated Neutral ❑ Yes ❑ No -------------------------------------------- 30. Service -Riser Conductors & Ground -Main Disconnect --------------------------------------------------------------------------------- 31. Equip. Clearances Panel s-Motors-Mech. Equip. -------------------------------------------------------------------------------- 32. Clothes Closet Light -Shower Light -Spa Light -------- - - -- ---- --- ---------------------------- 33. Smoke Detector --------------------------------------------------------------------------------- Date Card B-1 Date Card B-1 -------------------- ------------------------------------------------------------ Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) Ok except P's 34. A.C. Ducts Insulation & Support ------------------------------------------------7-------------------------------- 35. Vent Fan: Exhaust above insulation ------------ ----------------------------------------------------------- 36. Condensate Drain & Overflow: Size & Grade -------------------------------------------------------------- --------- 37 Furnance-Vent: Access -Comb Air -Return Air Vent -115 outlet ------------- ----------------------------------------------------------------- 38. Attic Access & Platform if Furnance in Attic ----------------------------------------------------------------------- --- ----- ------------------------- --------------------------------------------- Date Card B-1 Date Card B-1 ------------------------------------------------------------------------------- Date Card B-1 Date Card B-1 Date FRAMING (Plans) OK except #'s 39. Sils. Proper Material & Anchors ------------------------------------------------------------------------------- 40. Walls Studs _Nailing_ Spacing & Bracing -Plates -Sound -------------------------------------------- 41. Bearing Walls over Girders & Floor Nailing -- - ----------------------------------- -- ----------------------- 42. Draft Stop in Walls (rat proof) --------- - - -------------------------------------------------- 43. Fire -Stops: Furred Ceilings -Stairs -Chases -Tub ------------- ---- --- ------------ ---------------------- -------- 44. Headers & Beam -Size & Bearing ;Ingle & Duplex) Date FRAMING (Continued) -- _- 45. Htfigers-Post Caps -Anchors -Connectors 46. Cing. Joist-Rftr. ties-Purlin-roof. Brac-Truss-Shthng.-Ring. 47. Fireplace Ties or Type A Flue -Fireplace Throat clearance 48. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 49. Bdrm. Windows or Exiting Doors -Sill Hgt. & Dimensions 50. Garage Fire Protection Framing 51. Property Line Firewall & Openings 52. Ext. Doors -One 3' -Check Garage -3rd Story, 2 Exits --------------------------------- 53. _Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection _ 54. plywood : Roof Overhang -Attic Vents -Rafter Outriggers 55. Siding -Nailing Veneer 56. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access _ 57. Glazing Area -Glass Protection -Skylights- Plastic ------- --- 58. Shear Walls: Nailing -Bolts 59. Insulation -Walls -Ceilings 60. Infiltration -Walls -Windows - -- - ---------------------- Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s _ 61. Ext. Steps -Door & Sidelight Protection -Landings 62. Smoke Detector 63. Furnace; Vents -Clearance -Comb. Air -Connector- --------- In -Garage: Above Floor -Ducts -Meeh. Protection - - ----- 64. Bedroom Exiting -------------------------- ---- 65. G.F.I. & Bath Fixtures & Tub Access -Spa 66. Elec_ Trim & Subpanel: Breaker Sizes & Labels 67. Stairs &Rails 68. Fireplace or Stove: Clbarances-Hearth ----------- - --------------------- 69. Elec. Outlets at Wood Panel; Int. & Ext. ------------------------------------------- 70. Kit.Fixt. & Appliance; Grnd.-Air Gap -Cooking Clearance 71. Elec. Outlets & Receptacles at Kit. Counter -------------------------- - ------ --------------- - --- 72. -Garage -Fire -Door: Swing -Landing -Closer ------------------- Duct in Garage -Damper -- ----- - ---------------------------- -- - 74. Wtr. Htr.; Vents -Clearance -Comb. Air-Connector-P.R.V. In Garage: Above Floor-Mech. Protection 75. Plb_. Elec. & Mech. Equip. Listed for Location 76. Elec. Receptacles in Garage: (G.F.I.)-Romex Protection --- ----- ------------------------------- 77. Insulation -Foam -Looked in Attic ❑ Yes ------------------------------- ---78.-Guard-Rails & Deck -Const ruct.ion- Post Caps 9. Fdn. Vents & Crawl Hole Door -Drainage & Wood -Earth Clearance Looked under Floor ❑ Yes 80. Following mstid.; Drive ❑ Yes ❑ No; Walks ❑ Yes ❑ No; ------------ I ----- Planters --0 ---Yes ----- ❑ No ----- di. Stucco: Brown -Finish ----- -- 82. A.C. Unit: Disconnect. Electrical, Plumbing 83. Vents Above Roof; Plbg -Appliance-Fireplace.-Clearance to Openings ---------------------------------------- --- 84. Water Well; Disconnect, Electrical, Plumbing 85. Exterior Elec. Trim: G.F.I. Receptacle -Underground 86. Ventilation Throughout House - - - -- - ----------------------- 87. ---- -------------------87. Glass Protection 88. Corrections from Previous Inspections ----------- --------- - ----- 89. ------ -------89. Gas Test -Meters Tagged; Gas -Electric -- ------- ------------------------- ----- ----------- 90. Water & Sewer Connected -C/O to Grade -HD Approval 91. Energy -Compliance -Certificate -Other Certificates ------ -------------------------------- -- --- DaCard-B-1 ---te ---- ---------------- Date Card B-1------------------- --- Date Card -B-1- Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: V=OK O = Not OK Not = Not Readyable MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support Sketch MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES, (Plans)OK except #'s oning Requirements -Setbacks -Easements otings; Soils -Size -Depth -Spacing -Connectors -Steel y 3. Decks; Griders 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. C fists; Windows -Doors Electric F mg; Sils-Anchors-Studs-Rftrs-Tw6ses K.S. iding; Nailing -Veneer -Stucco -Mesh Roof; Shthg-Roofing j1 . Ext.; Steps -Doors -Landings Date Card B-1 Date rd B-1 Date Card B-1 Date I Card B-1 Date OOOLS (Plans) OIC xcept #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distances-GFI 5. Elec.; Pool Lighting; 15 volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. _ Boxes-Enclosures-Panelboards-Ins. to Main 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 3. Sewer; Location -Test -Fall -C/O Concrete 4. Water; Location -Test -Easement Needed (Sketch) 5. Electricity; Location-Clearences-Grnd-/ /Amp -Concrete 6. Gas; Location -Test -Wrap: / P L" ft. / /"Nat. or/ /"L"ft./ /"LPG 7. Well Clearance & Disconnect 8. Utility Clearance Date _ Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements -Setbacks Easements 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Exits; Insp.-Sketch 10. Cert. of Occupancy Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES, (Plans)OK except #'s oning Requirements -Setbacks -Easements otings; Soils -Size -Depth -Spacing -Connectors -Steel y 3. Decks; Griders 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. C fists; Windows -Doors Electric F mg; Sils-Anchors-Studs-Rftrs-Tw6ses K.S. iding; Nailing -Veneer -Stucco -Mesh Roof; Shthg-Roofing j1 . Ext.; Steps -Doors -Landings Date Card B-1 Date rd B-1 Date Card B-1 Date I Card B-1 Date OOOLS (Plans) OIC xcept #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distances-GFI 5. Elec.; Pool Lighting; 15 volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. _ Boxes-Enclosures-Panelboards-Ins. to Main 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 COUNTY Or BUTTE - DEPARTMENT OF PUBLIC WORKS 7 County Center Drive - Oroville. California 95965 - Telephone: 916/538-7541 APPLICATION AND PERMIT PERMIT NO. A ASSESSOR PARCEL NUMBER 041-4in—ngl ZONING ARMR-3 BUILDING PERMIT Ul OWNER r. TELEPHONE SO. FT. OCC. BUILDING VALUATION OWNER'S MAILING ADDRESS CONTRACT O R'S NAM E 9 TELEPHONE 365-1403 CON R O IN DDRE 61113 ro Fireplace CONSTRUCTION LENDE UNKNOWN $ 20 736.00 Total ValuationNnnp Filing Fee $ 15.00 LENDER'S MAILING ADDRESS Permit Fee $180.00 ARCHITECT OR ENGINEER LICENSE NO. Plan Checking Fee $ 0.00 Energy Plan Checking Fee $ ARCHITECT OR ENGINEER'S MAILING ADDRESS 'IF." Grnn C)7526 Penalty $ BUILDING ADDRESS Permit fee $ PLUMBING PERMIT Filing Fee 15.00 Each Trap 5.00 Solar or heat pump water heater 20.00 LOT NO. SUBDIVISION NAME PARCEL MAP Water piping 7.00 Each qas water heater or vent 7.00 USE OF STRUCTURE SF ❑ Duplex❑ Mobilehome❑ Other Garage SPECIFY Gas piping system -1 - 5 outlets 5.00 Building sewer 15.00 Mobile Home I S I G JW 1 15.00 TYPE OF WORK New 7 Addition ❑ Remodel ❑ Utilities ❑ Installation❑ Other ❑ Describe work: Garage _ Permit Fee $ Contractor ELECTRICAL PERMIT Filing Fee 15.00 Main service 600V OR LESS 18.50 200A OR LESS Main service 200ATO1000AI 37.50 CONTRACTORS LICENSE LAW I declare under penalty of perjury (check one): ❑ I am licensed under provisions of Chapt. 9, Div. 3 of the Business and Professions Code and my license is in full force and effect. License No. Classification Fl 1, as the owner, or my employees with wages as their sole compen- sation, will do the work,and the structure is not intended or offered for sale. (Sec. 7044) I, as the owner, am exclusively contracting with licensed contract-Mobile ontract- ors. (Sec. 7044) ❑ I am exempt under Sec. , Business and Professions Code for this reason NEW CONST.OR ADDNS. ( ACC. BLOGS. DWELLING OCCUP.tII �l 5 .6°$'" 40.30 NEW CONSTR. ULT' -OUTLET @ 5 00 NON-RESID BRANCH CIRC ITS POWER APPARATUS 6 (SINGLE OUTLET CIR. 20 76 Ex. Occup(OUTLETS OR FIXTURES 5AL_ 46 EX. OCCU p. OUTLETS (PRESID, IKEA.) I 3.00 Temporary service 15.00 Ho Mobileome Facilities 15.00 Misc. H 15.00 9 Permit Fee $55.30 — WORKMEN'S COMPENSATION INSURANCE I declare under penalty of perjury (check one): ❑ The permit is for $100.00 (valuation) or less. ❑ I have placed on file with the County of Butte Building Department a Certificate of Workmen's Compensation Insurance or a Certificate of Consent to Self -Insure. 1ZI shall not employ any person in any manner so as to become subject to the W. C. laws of California. Notice to Applicant: If after making this statement, should you become subjectpenult to the W. C. provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. Contractor MECHANICAL PERMIT Filing Fee 15.00 Heating Cooling g Hood 6.50 Ventilation Fee $ Contractor I certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby authorize representatives of the Countyot Butte to enter upon the above-mentioned property for inspection purposes. 1 also agree to save, indemnify and keep harmless the County of Butte against all liabilities, judgments, costs, and expenses which may in any way accrue against said County in co se ence of, the granting of this permit. X (�! � del (kfn �"11� Date —as _ I �j Signature of Applicant — OwnerX Contractor ❑ E! Agent An OSHA permit is required for excavations over 5'0" deep and demolition or construct- ion of structures over 3 stories in height. Mobile Home Installation Fee S Energy Inspection Fee $ ■off Ivt TWE V N I TOTAL FEE $ 340.30 HAz I DFEES IMP FLOOD CDF PAROL PD FI Iss This permit is hereby issued under the applicable provi- sions of the Butte County Code and/or resolutions to do work indicated a bve fo which fees have been paid. I TOR F•PUBLIC WORKS BY C DateJ� Q� PE IT E PIRES V Date s Receipt No. 110311 WHITE-D.P.W.,•ELLOW-ASSESSOR, PINK -INSPECTOR. GOLDENROD -APPLICANT rZ,O FROM: Building Department Environmental Health SUBJECT: Sanitation Clearance _ 301. 11 _ Owner Location Ap# Plan Approved for: Sewage Disposal ` Water Supply Hold final for -.,Water Supply Final clearance O.K. for: a or e m om . NOTE *** Senn ari n k - Water Supply Other ?C $�/ J OK IL . Date .^.r .-- � .. �„��rr:�."�"tr nn T.. -o -3Y•-. .. ti : .. .. ..n - � ^ i hr'�••�"�'ur.*�. <rr., ,. , COUNTY OF BUTTE - DEPARTMENT OFpPUBLIC WORKS - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, eA41FQRNIA 95965 - TELEPHONE: 916/538-7541 PERMIT PPLICATION DATA SHEET Permit No. OWNER WAMIly C�%JpI A. P. No. 0ZMU 0Z� Proposed Building Use Building Inspector Date 3 52 At time of permit application, I was advised the following data must be submitted prior to permit processing and/or issuance: DATE RECEIVED APPROVED 1. All items have been submitted . .................................... 2. Plot plans in duplicate/triplicate, signed by preparer of plans........ 3. Complete plans in duplicate/triplicate, signed by preparer. of plans . . i/ 4. Complete engineered plans andC<-aFc-3)with wet signature Qn_plans ., EJs._.�. 5. Hazardous Material Form ......................................... . 6. Energy Design Compliance and supporting documentation ......... 7. Statement of Intent for Non -Heated and AC Buildings .... : , * * * ... * , 8. Engineered truss details and layout in duplicate (required prior to plan check) 9. Mobilehome installation data including manufacturer's installation instructions....................................................... 10. Fees of $ 11. Chico Urban Area fees paid ....................... 0 ............... 12. Park fees paid .................................................... 13. School District fees paid ............. . 44—'-14. Sanitation approval from (�r��cJ•'�/� Health Department 3,71-472 15. City of Chico plumbing permit ..... 0 ............................... 16. Plot plan and business license approval from City of (see City for other requirements) 17. Planning approval for (A) Use: (B) Parking: ...... 18. Improvements may be required. Contact Land Development Section DPW ' + 19. Driveway permit (construction approval required prior to occupancy) 20. Pre -Inspection for required Pre-inspec. request to Building Inspector (Date) 21. Contractor's license information (No., Name Style, Classifications ... 22. Certificate of Workmans Compensation Insurance . 0 ................ 23. Owner -Builder Verification (Given to owner ❑, Mail to owner ❑) ..... 24. Recorded copy of Agricultural Acknowledgment Statement ......... 5. Letter of signature authorizat•on .. .......... 0 .............. 26. role ./-� When you issue the GGpermit, process as follows: Mail to owner. Mail to contractor. N$ Telephone 3a58 and hold for pickup at= Q -)&Q /Mice. Deliver w/inspector.' Other Appl icant ©ate Z5 Z - Copy of Haz-Mat form sent Health Dept. Fire Dept. Air Pollution Date Copy of plans sent Health Dept. Fire Dept. Other Date By The following data must be submitted riortop uv uance: (Circle new item not checked above), 1. Index permit for above items No. 2. Additional items required:elf r 28 Contractor, designer owner, was advised of above required data by_phoneY�nail_counter byy date 2$ 7 2- Contractor, designer, owner, was advised of above required data by_phone_mail_ccoun er by / date Plans checked by Date Plans approved by V%\�I % `r Date'—' S �Z Sets of plans on hold in File cabinet AP folder Copy—DPW COUNTY OF BUTTE - DEPARTMENT OF PUBLIC WORKS PERMIT NO. 7 County Center Drive - Oroville, California 95965 - Telephone: 916:538-7541 APPLICATIOWAND PERMIT ASSESSOR PARCEL NUMBER ZONING BUILDING PERMIT OWN TELEPHONE WJE SO. FT. OCC. BUILDING VALUATION O N 'S AIL�G ADDRESS _ `1fn(�►� 1 � 1- J CONTRACTOR'SNAME M,Co s . TELEPHONE &is- 403 CONTR CTOR'S MAILING ADDRESS rt (plg3 �A qco Fireplace CO STRUCTION LENDER UNKNOWN Total Valuation Is Filing Fee $ 15.00 LENDER'S ADDRESS Permit Fee $ ARCHITECT OR ENGINEER 'T LICENSE NO. 71v 122 Plan Checking Fee $ 140, co 0 Energy Plan Checking Fee $ ARCHITEC OR ENGINEER'S MAILING ADDRESS 3 E U" �. S CR Penalty $ BUILDING ADDRESS Permit fee $ PLUMBING PERMIT Filing Fee 15.00 Each Trap 1 5.00 Solar or heat pump water heater 1 20.00 LOT NO.SUBDIVISION NAME PARCEL MAP Water piping 1 7.00 Each qas water heater or vent 1 7.00 USE OF STRUCTURE SF ❑ Duplex❑ Mobilehome❑ Other SPECIFY Gas piping system 1 - 5 outlets 1 5.00 Building sewer 15.00 Mobile Home I S I G JW 1 @ 15.00 TYPE OF WORK New Y] Addition ❑ Remodel ❑ Utilities ❑ Installation❑ Other ❑ Describe work: _ Permit Fee $ Contractor ELECTRICAL PERMIT Filing Fee 15.00 Main service 600VORLESS 200A OR LESS 18.50 Main service 2ocATO IOOOA, 37.50 CONTRACTORS LICENSE LAW I declare under penalty of perjury (check one): I am licensed under provisions Of Chapt. 9, Div. 3 of the Buses and Professions Code and my license is in full force and effect. License No. Classification ClassificationLNS. ❑ I. as the owner, or my employees with wages as their sole compen- sation, will do the work,and the structure is not intended or offered for sale. (Sec. 7044) ❑ I, as the owner, am exclusively contracting with licensed contract- ors. (Sec. 7044) ❑ I am exempt under Sec. Business and Professions Code for this reason NEW CONST. ( DWELLING OCCUP.h OR ADDNS. ACC. BLOGS. 3.6Qsq.ft. NEWCONSTR ULTI.OUTLET NON ESI D. BRANCH CIRC ITS @ 5.00 POWER APPARATUS S (SINGLE OUTLET CIR. Ex. Occup(OUTLETS OR FIXTURES 20 76d A OR Ex. Occup. OUTLETS ED (RESID ) EA.) 1 3.00 Temporary service 15.00 Mobile Home Facilities 15.00 Misc. Wiring 15.00 Permit Fee $ — WORKMEN'S COMPENSATION INSURANCE I declare under penalty of perjury (check one): ❑ The permit is for $100.00 (valuation) or less. I have placed on file with the County of Butte Building Department a Certificate of Workmen's Compensation Insurance or a Certificate of Consent to Self -Insure. ❑ I shall not employ any person in any manner so as to become subject to the W. C. laws of California. Notice to Applicant: If after making this statement, should you become subject to the W. C. provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. Contractor MECHANICAL PERMIT FiIingFee 1 15.00 Heating Cooling g FHood 6.50 I Ventilation permit Fee $ Contractor I certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby authorize representatives of the Countyot Butte to enter upon the above-mentioned property for inspection purposes. I also agree to save, indemnify and keep harmless the County of Butte against all liabilities, judgments, costs, and expenses which may in any way accrue a inst sai ou�nty in consequence of the granting of this permit. Date 3� 19 I n ure of A licanr - owner 9 PP ❑ Contractors Agent ❑ An OSHA permit is required for excavations over 5'0" deep and demolition or construct- ion of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ OCC CONST TYPE TOTAL FEES HAZ rES I IMP I FLOOD COF PARCEL PO HD ISSUE This permit is hereby issued under the sions of the Butte County Code and/or work indicated above for which fees DIRECTOR OF PUBLIC By PERMIT EXPIRES Date I applicable provi- resolutions to do have been paid. WORKS Date I P Receipt No. I 103 1 ( WMITC-D. r. W.. YELLOW -ASSESSOR. PINK -INSPECTOR. GOLD EN Ra D-APPIICANT COUNTY OF BUTTE - DEPARTMENT OF PUBLIC WORKS 7 County Center Drive, Oroville, CA 95965 PHONE: 916-538-7541 DATE 4-30-92 JOE ECHELMEIER RE: PROPOSED GARAGE c/o SYSTEMS PLUS 1800 SOUTH BARNEY ST A.P. # 41-41-21 ANDERSON CA 96007 With reference to the above subject: / / Attached is: Application for permit Mobilehome Utilities Installation Sheet Building Plans Mobilehome Installation Information Sheet Engr. Calcs Typical Plan Sheet Owner -Builder Verification Form List of Codes Enforced OTHER X/ We need the following information: Permit application signed and completed where indicated with all copies returned. Fees of $ payable to Butte County Treasurer. Certificate of Workmen's Compensation Insurance.or check exemption statement. Contractor's License Law information or check exemption statement. Complete plans in including plot plans. Plot plans in Structural details in Complete plans and calcs in_ by registered engineer -or architect. Energy design including Street and drainage improvement plan approval from -Land -Development Section --(DPW).. sets of plans in accordance with the changes marked in red. Sanitation approval from Butte County Health Department at: 1 1469 Humboldt Road, Chico - - 7 County Center Dr., Oroville Skyway & Elliott Rd., Paradise Planning approval from Butte County Planning Department, 7 County Center Drive,* Oroville, for Completed Owner -Builder Verification form. Recorded copy of deed showing Recorded copy of agricultural acknowledgement statement. / X/ OTHER SEE ATTACHED Should you have any questions concerning the above, please contact JOHN HENRY of this office. BETWEEN 3 & 5 P.M. Yours very truly; c/o MAC CO BUILDINGS Wiliam Cheff 6183 MEISTER WAY ANDERSON CA 97526 Director of Public Works F. Glander JFG/aj lr Permit Applicant: William Crowder. Permit No. 92-874 A. P. No. 41-41-21 Date: 4-30-92 The above referenced building plans were reviewed by this office. Provide additional- information and/or make revisions to plans, specifications, and calculations as follows: 0P7 - Butte County lies in a designated wind zone of -75 mph. Engineer could use 75 mph, exposure B, at his discretion. �(. Provide complete lateral design which includes end walls along line 1 and 2. kCalculations refer to lines A and B as endwalls, which are sidewalls). Provide details for.shear transfer from roof diaphragm to endwall at line 1 and partition at line 2. Enclosed are marked up calculations for reference. If you wish to discuss any requirements, you may contact me at (916) 538-7541 between 3:00 PM and 5:00 PM, Monday through Friday. J'/M -11, Jo He Plan Check Engineer T. BOSSARD & ASSOCIATES DESIGN PROFESSIONALS ENGINEERING/SURVEYING PLANNING bUILDINGDESIGN 303 NE "E" STREET GRANTS PASS. OREGON 97620 (503) 479-4603 JOB SHEET NO. I OF 13 CALCULATED BY DATE L '1S'10 CHECKED BY q C Q�(1�1j�OPOUTTO RI -ti-T SCALE S TF, _4 11hl CjzTT'E lA P -W TL. W � \ r \ A' i �.;:. � a°�,;� ` a, •• ''i'. .. .. i. T. j. BOSSARD & ASSOCIATES DESIGN PROFESSIONALS ENGINEERING/SURVEYING PLANNING BUILDING -DESIGN 303 NE "E'• STREET GRANTS PASS, OREGON 97526 (503) 479-4603 JOB SHEET NO. CALCULATED BY w DATE CHECKED BY SCALE DATE &Wh ftft > (aft) 2W=7 T. J. BOSSARD & ASSOCIATES DESIGN PROFESSIONALS ) ENGINEERING/SURVEYING PLANNING BUILDING -DESIGN 303 NE "E" STREET GRANTS PASS, OREGON 97526 (503) 479-4603 JOB j� SHEtT NO. OF -L ±/ CALCULATED BY ' DATE CHECKED BY DATE SCALE , LTi OF A,tJ/_11=�'� -- Fb= 1,11x1.33 w►�.�r� I r:�= I �� �:-. ! . bi 1-.1.5 �• 1 2 r ro 5, •u.��l � k • • (I�I.o . I • � " ' X96 ����� = z �s ' I� • �6o Fel � � • �- _ r-- IZI gC--- A 2-1 `fb- 4: o 116 T—A _ 12 .1, 143 '' JC" Gni _-I-, U , - ��011 lF�. r r &.PhPft :•-r:-a r-: T. J. BOSSARD & ASSOCIATES JOB DESIGN PROFESSIONALS i SHEET NO. OF i ) CALCULATED BY. DATE DATE I� I •• a I ENGINEERING/SURVEYING PLANNING ; BUILDING Df SIGNC! 303 NE "E" STREET GRANTS PASS, OREGON 97526 (503) 479-4603 CHECKED BY " SCALE _ yel �T. t3AY = Cl _y i KLA 9+17 DATE .L1-': 5,1.=' 4 " X 6 I s . 2.7.13 3zCC> t I ; i I y !• h 1 lv DATE .L1-': 5,1.=' 4 " X 6 I s . 2.7.13 �1-r•^ i .-ti �TI.•.a. ..:p...«. i�._ ._�..____._.�_..`+'_.I`i .,-.. Lam. ` ►._...�...._�^�j'.t•` I.33 = I'S16, , T. J. BOSSARD & ASSOCIATES JOB I � I a'. �>av� I• ' I DESIGN PROFESSIONALS OF SHEET NO. I ` CALCULATED BY •y DATE ENGINEERING/SURVEYING PLAl4NING I F BUILDING DESIGN , DATE i 303 NE "E" STREET GRANTS PASS. OREGO 97526 (503) 479.4603 CHECKED BY ��q6 Ch1 SCALE I.33 = I'S16, I � I a'. �>av� I• ' I ��q6 Ch1 F'i = ,16329 I I i _ .163 162 C" Z Z' i tltl i er.on w4� i ., S , t teosl auam7 T. J. BOSSARD & ASSOCIATES; JOB Co DESIGN PROFESSIONALS • � i SHEET NO. � OF CALCULATED BY DATE ENGINEERING/SURVEYING PLANNING BUILDING.DESIGN d � 303 NE "E" STREET GRANTS PASS. OREGON 97526 (503) 4734803 CHECKED BY DATE 4 ! SCALE 12" 5A o: F-,,, I Lo2l ' Z 3 li S,= Z7--73 ` :196 �] �y- u5 Ls 16e, !' (MS) 7 T. J. BOSSARD & ASSOCIATES DESIGN PROFESSIONALS ENGINEERING/SURVEYING PLANNING !BUILDING DESIGN i 303 NE "E" STREET GRANTS PASS, OREGON 97526 (503) 479-4603 JOB' 1-01A40 SHEET NO. OF CALCULATED BY DATE �. 7, lb CHECKED BY DATE SCALE L '7; kl! ZI, SfAQ EXT. E5A TOW- f-l-ei 30 Lapp fl'4- tr WALL, S.5 FS 3.6� A= Coal[, V So swzw + V/ALL, + WALL r -r4,1 0 fT, 5AT 4, S6 K- . ;A FT" rl 9 -VI anon aa. ftrv0rdh** • (.0s) 295 -My T.1. BOSSARD & ASSOCIATES } DESIGN PROFESSIONALS ENGINEERING/SURVEYING • PLANNING BUILDING DESIGN 303 NE "E" STREET GRANTS PASS, OREGON 97526 (503) 479-4603 ----�-_� JOB Ac, - (zo SHEET NO. 8 1 OF CALCULATED BY -Na DATE CHECKED BY DATE TKLr7s SDs ten Nc s _ �a,�• Io�T. SAY (c%:)QT) J OA> =. I z, x t a� x S3•Spl�;lr- 9.4 L Z-1 Fr?' z• `1s� mow 1'0�v iZ'x.Ia'x?•5 + V./,AL• Q to I.Z FTLO' izY . rm6 �- 6.16 C 94 �- I0 K- . z 8' Door 17L ILu.33.sj,6F = �.S r,, +1 K- Z.� LOAD = 12 k { i x S3, 7.-1 K Q= fa�S►.i�UJ ; � �� WAU , .61 A It •116 F1'ti �n &Wh Pad. XtraOrdkmh (WS)295-002i , .. .----1'--•t•—r-----,-rr-T-T"r"t=iTi"-r—*'T'z."—r''"svi'!—'('"[=1-�"+.t,..-.. - _ ,�. T. ). BOSSARD & ASSOCIATES JOB DESIGN PROFESSIONALS SHEEt NO. 1 OF ENGINEERING/SURVEYING PLANNING + 'BUILDING DESIGN CALCULATED BY DATE 303 NE "E" STREET GRANTS PASS, OREGON 97526 (503) 479-4603 CHECKED BY DATE k e SCALE 1 10 1:�Avf� I 'VON ar"ll %ft > 12: FAVV J . � Vii_ 9•,�� , -�� �3\\� _ 3_ � �► , i ;4s�Z � / 6�zpsl'f�- I z� I I 1 J, k � I l 'G6 (ZI ar"ll %ft > T. J. BOSSARD & ASSOCIATES JOB I`1Ac, -tea DESIGN PROFESSIONALS sHEETNo. (Z� OF 1-311 j ENGINEERING/SURVEYING PLANNING! 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IJ.SE S/M/CQR SETA/L To c0/,/A/EC7- (f"o I,vAC L P,4NEL %o Z X P, T, SK/2T aoa/L D L o,4D rX 41vJF E,e To Hold/. %'o �-/NE B CoN�/Tio.v o/� (,)PC./FT Fo2cEJ CC J,/ 7114/✓ A7- C/NE A2 caK b A Modified Approach to Post -Frame Design Using Diaphragm Theory- COUNV OF BUTTE BUILDING DEPT K. G. Gebremedhiri, E. L. Bahler; S•. R. Humphreys h; -a 11 1992 ASSOC. MEMBER MECHANIZATION ASAE ASSOC. MEMBER ASAE ABSTRACT Amodified and more accurate approach to post -frame design including diaphragm theory is presented. Design tables of modifiers for resistance force to sidesways and shear force in the roof cladding due to diaphragm action are derived for up to 30 frames. The building envelope or diaphragm strength should be considered as -a design parameter in wall column design of post -frame buildings. When diaphragm resistance against sidesway was included as a parameter, the building width and length became critical to post design. INTRODUCTION Conventional cantilever analysis for post -frame buildings generally provides over-designed'wAll-Columns against wind loads. Knee braces and other redundant bracing are commonly recommended by many engineers to distribute horizontal loads, but these increase costs. Knee braces actually have negligible structural effect (Johnston and Curtis, 1984; Gebremedhin and Woeste, 1986). One of the most effective and inexpensive ways of providing lateral stability in a post -frame building is to use the roof as a horizontal diaphragm. This principle utilizes the shear strength of the building enJelope to resist lateral wind or seismic forces and to maintain building rigidity. Accepted design procedures now assume propped cantilever columns in designing post - frame buildings of agricultural type. A more accurate method of designing post -frame buildings is needed. Objective The objective of this paper is to present a modified and more accurate procedure of including diaphragm theory in post -frame design to that outlined by Hoagland and Bundy (1983). The modifications included are listed below and the procedure is illustrated later with an example: 1. Design tables of modifiers for resistance force to sidesway and shear force in the roof cladding due to diaphragm action are derived for up to 30 frames (Tables 1 and 2). 2. The resistance force to sidesway of the roof diaphragm is distributed equally among the nodes on the top chord of the truss to resist wind loading before final frame analysis. This treatment replaces application of a single resistance force fo sway at eave height (Hoagland• and Bundy, 1983). C. 3. The stiffness of the roof was calculated assuming that the length of the roof panel was from cave to cave adjusted for the roof slope rather than from cave to ridge. A full-scale load test of a post -frame building by Johnston and Curtis (1984) verified this assumption. 4.0 Bililhing width and length were considered as design parameters in the analysis. Assumptions 1. The truss is assumed to be symmetrical. 2. The number of frames and roofing panels arc assumed to be the same. 3. Shear flow is assumed to be continuous across ridge: DESCRIPTION OF THE DESIGN PROCEDURE A Modified Procedure for Including Diaphragm Action The following steps are used in the modified procedure of the post -truss frame analysis: _ 1. Apply wind (plus 'snow if applicable) and dead loads to the building frame analog and place a vertical roller at the cave line (node 8 of Fig. 1) to determine the lateral restraining force of the post -truss frame (Roller Reaction). 2. Determine the stiffness of the frame (k) by applying P, a 4.45 kN (10001b) horizontal point force at the eave (node 8 of Fig. 2) with the restraining vertical roller and all design loads removed. The frame deflects a distance A horizontally at node 8. The frame stiffness (k=P/0) is the force required to produce a unit deflection at the eave. 3. Select the diaphragm resistance force modifier (mD) and. the roof cladding shear force modifier (mS) from Tables 1 and 2, respectively, from the ratio of the frame stiffness to the diaphragm stiffness (k/c„) and the number of frames. Explanations for ch, mD and mS are given later and the derivations for mD and mS are given in Appendix A. !�•r► 4. Calculate the resistance force to sidesway and shear force in the roof cladding as Resistance Force to Sidesway_ = mD x Roller Reaction (Step 1) ........... [I] .0 eo Article was submitted for publication in April, 1986; reviewed and Roof Cladding Shear Force approved for publication by the Structures and Environment Div. of ...-:.ASAE in September, 1986. = mS x Rollcr Reaction (Step 1) ...... (2] The authors are: K. G. GEBREMEDHIN, Assistant Professor, Agricultural Engineering Dept., Cornell University, Ithaca, NY; E. L. BAHLER, vice President/Engineer, and S. R. HUMPHREYS, S. Distribute the resistance force to sidesway equally Engineer. SBI Buildings, Inc., Remington, IN. at the top chord nodes. opposite,the wind loading on the 1364 © 1986 American Society of Agricultural Engineers 0001.2351/86/2905.1364502.A0 TRANSACTIONS of the ASAE `,'�• ---------------------------------------------- Number of frames' --- k1ch 3 { 5 b .7 8 9 10 0.0100 0.975 0. ??0 0.990 40.971 0.957 0.913 0.925 0.908 0.0300 0.985 0.971 0.943 0.911 0.e7? 0.844 0.801 0.761 0.0S()0 6.976 0.952 0,906 0.868 0.811 0.762 0.702 0.650 0.0700 0.9bs 0.935 0.875 o. en 0.752 0.692 0.01 0.553 0.09')0 0.?57 0.917 0.345 0.782 0.5-19 0:532 0.554 0. 493 0.1100. 0.943 0.901 0.816 0.745 0.653 0.581 0.498 0.436 0.1;00., 0.739 0.895 0.733 0.711 0.611 0.536 0.451 0.359 0.1500 0. IN 0.870 0.763 0.611 0.57.3 0.496 0.410 0.341 0.1100 • 0.722 0.955 0.738 0.650 '0.534 0.461 0.375 0.316 0.19)0 0.113 0.810 0.715 0.613 0.5()3 0.430 0.31; 0.286 0.1100 0.905 0.82; 0.693 0. SW 0.180 0.402 0.317 0.261 1). 2;0 0.847 0.813 0.673 0.574 0.455 0.376 0.292 0.239 0.2550 41.867 0.8400 0.653 0.551 0.431 0.351 0.271 0.220 0.-170,0. 0. gat 0.781 0.634 .0. 01 0. I0? 0.333 0.252 0.203 0.2100 0.913 0.715 0.611 0.511 0.;34 0.314 0.235 0.137 0.310(- 0.966 0.753 0.s49 0.474 0.371 0.297 0.219 0.174 0.3300 0.&53 0.752 0.583 0.11; 0.1153 0.231 0.205 0.161 0,3500 0.551 0.141 0.558 ).4A 0.337 0.266 0.192 0.150 0.3100 0.8114 0.7.30 0.553 0.4115 0.312 0.253 0.18') 0.140 4.3?40 0.9;7 0.119 0.53? 0.1;1 0.301 0.240 0.170 0.131 0.!ICI) 0.930 0.1?t9 0.525 0.417 O. -:'S 0.229 0.160 0.123 -.4;0') 0.823 0.611 0.512 0.404 0.233 0.215 0.151 0.115 0.4590 0.916 0.690 0.500 ^.392 0.112 0.209 0.143 0.109 0.410! 0.810 0.630 0.42a 0.;80 4.261 0.199 0.135 0.192 ().4i00 0.503 0.671 0.476 0.569 0.51 0.199 0.12a 0.096 0.5100 6.791 (j:462 0.455 0.35; 0.241 0.182 0.121 0.091 0.50440 0.1-11 0.551 0.454 !).3;a 0.231 0.114 0.115 0.035 0.SSt'r. 0.124 4.•535 0.444 0.337 0.724 0.167 0.10, Mal 0.5199 0.718 0.531 0.134 0.330 0.11.5 0.161 0.104 0.071 0.51-00 0.7.12 (1.629 0.425 0.321 (,.203 0.154 0.0?'? 0.073 0.6100 0.1.56 0.6:1 0.416 0.311 0.:01 0.143 0.0'5 0.06? 0.5300 0.769 0.613 0.407 0.;()4 0.04 0.143 0.090 O.OSS 0.6500 0.155 0.606 0.373 0.297 0.193 0.131 0.036 0.06 0.6700 0.149 0.597 0.3'70 0.257 0.121 0.132 0,032 0.66 0.6700 0.143 0.592 0.332 0.232 0.175 0.127 0.079 0.05 0.7100 0.733 0.555 0.374 0.275 0.114 0.123 0.075 0.05 0.7300 0.73.3 6.519 9.361 0.269 0.165 0.119 0.072 0.05 0.7500 0.721 0.571 0.360 0.252 0.15+ 0.114 0.06? 0.04 'Number of frames Includes framed endwaBt. Values are for the critical (center) frame of the building. k1ch Is the ratio of lrame to roofing s ti f 1neu. TABLE I. ROOF DIAPHRAGM LATERAL RESTRAINING FORCE MODIFIER ImD) 1 ------- _______-__•__ f ---------------------------------------- Number of frames' ____________________________________ k)ch II 12 13 14 IS 16 11 -19- ----- • --- ----- _ 1'- --'a- ----- - --- ----- ----- ----- --- - ----- 0.0050 0.9#1 0.929 0.916 0.901 0.8x9 0.8%5 0.859 0.811 0.827 0.811 0.793 0.177 U. 15? 4.742 0 0.01) 0.887 0.3S1 0.e44 0.822 0.1?7 0.711 0.748 U. 121 0.698 0.671 0.619 0.6:5. 0.690 0.511 0 0.0150 0.838 0.811 0.780 0.751 0.719 0.690 0.658 0.629 0.5?9 0.571 0.541 0.515 0.421 0.35) 0..0200 0.791 0.761 0.724 0.690 0.653 0.620 0.595 0.553 0.529 0.490 0.15) 0.432 0.0250 0.153 0.715 0.674 0.637 0.597 0.551 0.523 0.471 0.156 0.426 0.395 0.35? 0.341 0.318 0.)300 6.115 0.615 0. 67? 0.590 0.517 0.510 0.472 0.438 0.4)4 0.311 0.344 0.318 0.292 0.210 0.0350 0.681 0.631 0.599 0.543 0.504 0.467 0.427 0.394 0.360 0.331 0.302 0.21) 0.152 0.231 0.0100 0.644 0.603 0.553 0.511 0.466 0.428 0.389 0.356 0.123 0.295 0.261 0.243 0.120 0.200 0.0459 O.bi4 U.S?2 0.520 0.4)1 0.432 0.394 0.356 0.311 0.291 0.264 0.231 0.215 0.1-13 0., is 0.0500 0.5?2 0.54; 0.471 0.411 0.402 0.355 0.326 0.295 0.264 O.I39 0.212 0.192 %.171 0.151 0.055) 0.565 0.51] 0.153 0.1?0 0.375 0.338 0.301 0.271 0.240 0.216 0.1?I 0.171 0.151 0.136 0.0600 0.542 0.492 0.138 0.395 0.350 4.311 0.218 0.119 0.219 0.146 0.172 0.154 0.135 0.121 0.065) 0.5?0 0.459 0.415 0.372 0.328 0.291 0.251 0.21? 0.201 0.177 0.155 0.131 0.122 0.103 0.0700 0. 01 0.448 0.394 0.352 0.3'',9 O.2i4 0.239 9.111 0.165 0.163 0.142 0.126 0.11'0 ).091 4.0750 U. 47? 0.418 0.315 0.333 0.240 0.255 0.222 1.175 0.170 0.159 0.1;0 0.III .0.4)' 0.031 9.0800 0.461 0.410 0.356 0.315 0.273 0.240 0.207 0.18: 0.157 0.13a 0.119 0.101 4.30,0 0.019 0.0859 0.144 0.3'73 0.340 0.247 0.257 0.225 0.114 0.170 0.146 0.121 0.199 J.4i)5 0.091 0.t)%I 0.0900 0.427 0.377 0.324 0.294 6.211 0.213 0.182 U. 159 6.135 0.11a O.Ic,) O.t;63 0.1;5 0.0.55 0.0950 0.412 0.3.52 0.307 0.270 0.2;9 0.200 0.11•) 0.119 0.116 0.109 0.09; 0.056 0.6:; 0.059 0.1000 0.391 0.341 0.196 0.157 0.2la 0.189 0.160 0.139 0.117 0.101 MH4 0.074 9.0,41 x.050 0.04 0.1050 0.1•8; 0.3;4 0.28; 0.145 0.207 0.179 0.151 0.130 0.101 0.094 0.079 4.0008 4.051 0.110) 0.310 4.311 0.271 0.234 0.196 0.161 0.142 0.122 0.102 0.033 0.411 0.053 0.053 (.015 0.115•) 0.359 U. 307 0.-25'-7 0.2"13 0.197 0.160 0.134 0.115 0.09& 0.082 0.06a 0.059 0.047 0.042 0.1200 40.345 0.218 0.249 0.214 0.178 0.152 9.126 0.1•)3 0.0?0 0.077 0.051 0.054 x1.015 0.031 U. 115•) 0.335 0.287 0.231 0.24 0.167 0.144 0.120 0.19: 0.061 0.072 0.05? 0.051 0.01? 0.0;S 0.13;P! 0.324 0.277 0.229 0.195 0.151 0.131 0.113 0.076 0.079 0.061 0.055 0.047 0.0;? 0.433 0.1;5() 0.314 0.263 0.221 0.138 0.151 1.1;1 0.101 0.071 4.075 0.053 0.051 0.941 4.9;6 C.4;4 0.149() f).i44 0.254 0.212 0.180 0.141 0.1111 0.102 9.084 0.070 0.051 0.043 0.041 40.03; 6.623 11.1459 U. 215 ().250 0.?04 0.113 0.141 0.11? 0.0?I 0.091 0.066 0.055 0.015 0:0;8 0.,0;1 0.026 0.159() O. Tib 0.242 0.Iil 0.1.55 0.I i5 0.113 0.012 0.017 0.063 0.053 0.04; C.03; it.(t2? 0.014 0.15541 4i.?'% 0.131 0.1-10 0.15? 0.127 0.108 0.031 0.073 0.059 0.050 0.640 O.Gi# 0.12] 4.(43 0.15''0) 9.25? 0.225 0.193 (.153 0.123 0.103 0.4193 0,01,) 0.055 0.041 0.033 9.031 0.025 3 ?.1659 0.201 0.214 0.176 0.141 0.113 0.071 0.077 0.065 0.053 0.044 0.0;5 0.0i0 0.074 0.02•`1 0 0.1700 0.254 0.217 0.110 0.14? 0.111 O.v;S 0.015 0.x:53 0.050 0.041 0.0'•3 0.019 0.0:2 0.018 0. ►150 0.247 0.205 0.161 0.111 0.107 0.090 0.072 9.060 0.013 0.039 0.931 0.02s 0.021 0.017 4 0.10,)0 0.110 0.740 0.159 0.132 0.105 0.037 0.069 0.051 0.045 0.037 0.0;0 0.025 0.011 0.016 1 0.9550 0.2;i 0.194 4.154 0.121 0.101 0.0a; 0.066 0.051 0.04; 0.035 0.023 0.023 0.01a 0.015 9 0.19)0 0. 227 4.183 0.145 0.1'?; 0.017 O.')9•) O.OS; 0.452 0.011 0.0:4 0.026 0. )2: 0.011 O.J11 0.1950 0.221 0.133 0.144 0.113 0.0?1 0.477 0.060 0.011 0.034 0.032 0.0?5 0.021 0.415 0.01; 1.2010 0.215 0.177 0.131 0.114 0.087 4.07; 0.4057 0.011 0.037 0.030 0.024 9.014 0.415 0.012 '_____________________'___- ---•-' 0.0100 0.0125 0.0150 Number of ramp ---------------------------------- 1 25 26 2? --1a t9 _SJ .0050 0.724 0.746 0.6+08 0.•511 0.653 0.6-11 0.621 O.S03 0.581 0.5;7 0.547 1.521 .0075 0.55; 0.S:O 0.543 0.191 0.465 0.415 0.400 0.4;7 0.4#1 9.4?2 0.101 0.311 0.131 0.4!4 0.3-11 0.170 0.19 1.334 0.0175 0.393 0.370 0.347 0.321 0.307 1.214 0.0200 0.355 0.3:3 0.311 0.211 0.211 1.254 0.022S 0.322 0.301 0.21? 0.251 0.242 0.125 0.0250 0.114 0.27; 0.252 0.1;5 0.217 0.20 . 0.0275 0.16? 0.24? 0.?24 4i. 112 ).145 o. lie 0.0300 0.247 0.229 (t. 207 0.P2 0.116 1.11? 0.0325 0.223 0.2)9 0.1?I ').1%5 O.ISO 0.111 0.0350 0.210 0.1;3 ^•I%5 4.I b4 0.145 I.I;i 0.0375 0. 1115 0.113 •`.161' 11.141 0.133 0.121 0.010() 0.18, 0.155 ;5 0.122 0.111 0.414"[5 0.159 0.15; ?.1;1 '!.I.'# 0.112 0.111, 0.0450 4.151 0.14? ....% 9.115 0.103 0.04; 0.0415 0.145 0.11, 1.113 O.Ics O.Jis 0.696 0.05()40 0.1417 0.123 (t.lU, 4.:;? 4.995 0.014 0.9525 0.123 0.115 0.102 0.4?2 O.O31 0.05`5) 0.124 0- " ^.')45 b.:i5 0.0 75 0.05; 0.0575 0.11; 0.1(1 0. )6? 0.46;5 0.070 OAS; 0.0690 0.1)S 0.0,15 4.4:30 4.474 4.455 0.053• 0.0625 0.100 0.581 0.('03 0.409 0.051 0.054 0.0650 0.094 0.(:3: 0.013 it.(55 0.057 0.0.) 0.0515 9.657 0.019 0.43? 0.)61 9.05; 0.411 0.0700 0.05# 0.071 ri• y_. 0.951 0.4:5•) 0.011 0.0125 4i.(.30 0.071 (j.•)51 0.•:54. 0.047 0.041 0.0150 0.075 0.455 0.057 0.451' 0.044 0.03? 0.()715 0.011u.eb; 1.454 40.04% 0.011 0.035 0.0300 0.669 O.Cy4i 9.851 9.00 0.03? 0.031 0.0825 0T1.,S1 0.055 0.04? 0.412 0.035 0.932 0.0950 0.051 0.4;3 5).015 A.-1110 0.0;4 0.4;0 0.0a75 0.413 0.451 6.441; 0.4:9 0.0;2 0.4:'1 0.000 0.055 0.941 0,.441 (.4'.•h 0.40;,) 0.011 0.0425 O.CS; 1.145 6.;;'% 0.034 0.0?9 0.025 0.9-150 0.k,51 0.4f4 i.4;; 9.032 4.027 4.024 0.0175 0.043 0.411 4.0;5 9.50;4 0.026 0.(2: J.IN,O 4.9:� ().4:i 4.0•;3 9.J2� 0.024 0.0:1 a Z C O H N T O N P= r^ '� R r b Y') ' n _ + P •R -0 P Y•1 N+ i - ;j 11 M1 O •+ N O m N J r1) V`I ••♦ N ? •� .� Idn 7) n Y' 1 = m M1 M1 d M b N N N N T+ •! +++ M H H H H H — — H — — — ✓I H— N !+ iV 1"'+ N fV •I _ . 1. I. O N_ - M1 d r M N N T •� N m O MN H m r 0++ f0 b H + N+ M R+ N T it � I O_ a � w r� •i .w Y; N Y'� Y1 T T + + T + + r M ^ M M n r 1.'1 r•1 H+ M N M y N fV fV 'fV N N N l a - - •_ A P N l N= •O ap N d r= W 0 r'3 M1 ry P M1 m O N+ :1 '1 PP W r� M1 b b N N N N T T+ T- T— 11) — H HH H— H H M H H— N — N ———— 1 b-0 P P m= 1•• O (��I� d •� R O N M^�+ M P'o— •= �"N T 0• � H +_ m H /? T I _. N 1 m N O b N T b H P b H N O P m M1 •O N N •/ H N •� O O P m I 1 P m m M1 M1-0 —0'N N N- T T T+ T H — — H H H H H H - - — H H N — — — N N N 1 H M1— 'N M1 O• b M1 M1 P-0 C H-0-0+ P P N N O P— m m? b N M1 P� T'H W M1 O-0 T � O T N P M1-0 d^ R •! —0 O M1 N •f) r :O d N^ R 1 N I N O P P N m •O H r P O H r O P m d N N+ H M N r �• 4 0 R P W m M1-0 I I P m h M1 O-0 b N N N N+ T T++ T- M M r M- r •1 - r - — H M ✓I N N- r N— N I N ^I b 9 T r N T= fV d N r N 1 m ++ O W d N N-0 M1 P r •/• R H r NO -0 h N W m M1 1% T% m 1 N N+ W H m m N H r P M1 N T H r O P m M1 b N N ✓f N N r C O P P d 1 - I P m 1► A O-0-0 N N Y) NTTTT T+HH•7HH H M M ------ N N N N N N N y .. "'�ai ^ O 1I'3 pQ N ff�� yy7� O^ O N pp^ O H O^ O N C N O N O M1 N O. ^? N o^ A N O N O; ._ :•:?;•. 1 N y N N O N N O Yl 4 O O N S C !+ •7 C 1 1 O O N N N N H H M H I N 1 N d 1� •O M1 <O m P •f• = J`[ 1 0 0 !J o 0 0 0 0 0 0 o e o 0 9 0 0 0 0 •J o o G� •J o 0 0 0 0 0 o c p tl 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 R ti b m n T N W M_ tr h V) -0 M1 W -a M1 r + r + p r^ N I P b O N O �• P M1 N ••• O P W O N H H N N r r 0 0 0 P P m W m 1 W M1 d-0 N N T+ T M H H H r1 H H— N - N N N ————— N— N — N— — r r r r r r 1 M1 M' H H N N + +_ N N O M1 b N r^ N r h M1 A= N M1^ m P �• b T ^ m y t`I M1 N b o. O b P M1 N+ r 0 W M1 -0 N H H N N r 0 0 0 P P m m m M1 I W A b N N N T •► T H H r.I H H H H N N N N N N N- N N - - - h N N - - r r r r r r H b m N 0 M1 O N r m ••• N-0 H N N r m l•I H R O-0 �f P N N M1 N M1 m r N r P m M1 P r I N � M r R T P b M1 H r^ r m O N �l T M1�+ Yl � •T H r� r r M1+ O N+ r^ 1 ++ T T H H H- H H H !a N N N— N — !a f+ N N N N !I !a h N r r r r r r N+ m-0 M1 N P H N /� Y1 b+ P O •7 W+ H O r n m� N �• M1 f0 r N_ •7 P __ r d r m + O •� _ N r M M1 H P d M+ m M1 N•+ N O P 1 m M1 O — — + T++ H H H H r1 H H N N N fV N h N N N N N N N— N N N— r r m r r r 1 H N+ H H m T O M1 + �' N + N M1 P m+ N H N r N N h+ P O b M1 + O W fz M1 W O O T 7 N W T M1 b •• O+ + d-� m Pa d r b •� a fa m N P N b N W N M O W b N M N r O P W M1 0 0 N+ H H N N r r •� C O P P P W W m I M1 b-0 N N T T++ H 14 H .Y 1.9 MI H !+ fV N— N— N — — h h — — - N N — — r r r r r r m^ d-0 N P .p N .� _ O O ff! O M1 O N + b P H N d d M1? P N l +• O C N H b H rT � H-0 N ^ m J+ r d •H - N 6• + C h P! + r d 0 Yl r m N N O m-0 N H N r O R N N r O O V P m W m I M1 O b off N T++ T H— ✓f — .q ••f H N N- N N N h N — --- -- h N N— — r r r r r r _ ••• T O M1 r R m d+ •7 N O P A b N+ M N N ^ O C P P m m m M1 1 M1 O N pNN N+ y+� +— H H H M .•1 M ••I — N— N — - N h— N N -0'1. P •Y rA r P M1 N+ H N O P? W •O N N T rN.1 O•f N N •� r O O O P P P W W m h I 1 • • • • 1 b-0 N N T T T H H M H H H H N N N N N N N N N N N N N N N N N N r r r r r ... r I r m O P P O T-0 �• r m H O N m R N b I M1 N M d N P N •� b P+ O f0 /� b b M1 P r r N R+ P + P N •� .^ C b H 0 M1 �. m •� 1 H m T O M1 K N O m b N T N r O P m M1 M1 b N N+ M M N •� O O O P P P W W m M1 1 b N N N--------------------- TT-HH✓/HHH-NNN---hN- N N N N N -------- r r N I 00 Ir IIR H+ M1 N m N H N N •N1 YOl o -o P n vo—i P H m r I P N+ W N H . 0• M1-0 . .'I fV r O P m M1 O b N+ . H H N N r r 0 0 •3•• P P W m m m M1 1 I N -------------- N N N N N N N ------------------ P m + P fV + m M1 P R r^ b H r r N !_ N 117 N m O M C M1 r N'H P O m N N+ O O O P P W W W O) M1 I N N T T T+ H H H M H H H H N N !V --— N — N N N — — — — N N N r r r r r r r r 1 1 1 P r H M1 b W r N M1 + M1 d O N P R m M1 M1 P N M1 H ^! R O N N R H I O r 11 r m%� HP m THrOOPWM1Nm M1P b I N+ 1 + T T H- H - ✓) H H H — — N - r r r r r r 1 r O N N-0 r+ P P ((pp N P R-0 M1 H (�pp b N V• = O N r^ O r N n O H N !1 H N W N 1 r O r r P OO W W R r H O P f•r b O N P_ O N r M P N m N N P O H O m N r I /� N H �• P M1-0 N H N r O P P W 1 b O N N+ H N N r r O V O P P P m m m m M1 -------------------- N -------------------- ------------- NNNNNNNNNN—rrrrrrrrITTr+)—H---••)-H— N ----------- N N N N ------------- .c Nrrrrrrrrrrl G I A= N S .3:9 0; O N O N S N S N O SS N P N O' = Yl N Yt H O N O 1i 3 O-0 ; m m 00• O• O i i S O O 0 0 0 0 0 0 VO 0 0 0 0 0 0 0 0 •� r r — r r r r r t o ai e e o e o e o e o e o o .:• o !� as o e o e: n o fa o 0 0 0 •� o o •i cc o +a 0 0 0 0 1 1 M1 N N m H O N N N p •� m R+ H 1+ Y1 � � r M N m 1 ^ M1 b T N N^ b ur r y1 ✓I —+ O-0 lP•I T O P N+ (� N ^I^ M1 l = h R 0+ N P W -0 N N H H N N N r r 0 0 0 0 P P R m W t0 m m .. ^ /� 1 1 H H N N O N N N .pp•.•• r r r r r r r r r r r r r r r r r p O O O O O O O O O O O O `� P 1 r P �� r•1 � O /b A M1 d M t� H M N N� H� V O O pp •O N N? m m Yol N_ b^^^! � 1 C P P P P m m l L • H N N N N N N �+ r- r r -— -- r - - - -— r r r 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 •� N O O N N M1 y r O N-0 N H M1 T+ M1 rH's S 0 � P d� N O m b+ N O R^^^ I p I m m b T N .•� S m M1-0 N H N N N r r O O O P P P P m W W m h I I I1 N N r N N fV - 1y/- r r r r r ---- - - - - -- r O O O O O O O O O 0 0 0 0 0 1 1 I M1 1 T 1-0V •� O P w A •O ff N T+ h H N N r r .n p O O O P A P P P {m0 m m m m n M1 1 r r r r- r r r-- r r r r r r 1 �• O O O O O O O O O O O O O O O I 1 b! P m rM1► 1.0� r N N 1 T i1 rhe N N N r' r 0 0 0 S P P P P P m m W m m m n- A M1 -- P P P W m m W m W m M1 M1 M1 —0 b I I e r r ..• r +. .. r r r r r r ... 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 _ IO •� N M1 N O N O b 1 pp M1^ H ? P � O e r N+ Tl M1 R r M R N y1 q r P M1 N H r O m N N r p^ b^+^ r ry P a0 M1 d Y r� f+ f•a r p ' •► � P P P P P P m W� m W m m M1 M1 /� • M1 b d-0 b b b b b b-0-0 b Yl N N N N• Y /11 O O -0 O O O O O O O O O O O O O O O O O O O O O O O O � O1 0 0 0 C. -. I .. .' 1• � T T � � � � O •O N N � � + + + + T + + + T 1� � � P i•�. P T 60i T f00 n INS rN. b � O 1 O.1 • I H 1 1 T T++ r r H H •� H r� H H H H H 1•I H 1 1 o e o IDD 0 0 0 O e o 0 o e o 0 0 0 0 0 0 I G ' oe oo q 0000�• o o^oe�. o 00 o f Q , `� I$S�So�S�BooYf'S�SS$�SM1o�oo.^S000es ao�Seo$A I � 3 I 0 0 0 O O r r •� N N N N N H H H H H T T + N N N N 1 b b-0 d b� M1 I aD 0 0 0 0 0 0 0 0 o aD 0 0 0 0 0 0 0 0 0 aD e o 0 0 0 7 0 0 0 fi g P a O O O. v TRANSACTIONS of the ASAE .' x^ r y' ^dr .. s OJ92kPoi40p3_IL aft -N w "tjf l T f a. f{r R .,thy t It a15� s( �� .'- 43�kPo _ .ti "p w ..., 17 is BlRoller 't' Resltaing ' 1 - 1 �, . n 1 or v `— 0048kPa(I.Opsf) b> ave = t -*'•a' -':y .� •s,G0,48kPa(l:Opsf) a 5 13 - ' Ow © _ E Y r N_ N A O ' y N C M Q 3 = M 9 Fictitious members simulating heel plate O 10 © qO 0 E N ' II Detail A 12Detail 8 1 .Detail A 0eloil 8 Q 1 �, IS 19 ,� • 16 1 � or v `— 0048kPa(I.Opsf) b> ave = t -*'•a' -':y .� •s,G0,48kPa(l:Opsf) a 5 13 - ' Ow © _ E Y r N_ N A O ' y N C M Q 3 = M 9 Fictitious members simulating heel plate O 10 © qO 0 E N ' II Detail A 12Detail 8 rhtr r1r%r L 1220m (401`0 j' Fig. 1—Analog of the post -frame design example with sideway restrained. . H —P k.. o L7 7�7 t : " POSTS and'TRUSSES are 2.44m(8ft)oc. ~ ,Flg. 2—Analog of the post -frame stiffness. Qt92kPo(4.Oosf) ,. t2 p241MPolsP St1 Rte— 043? "NAP 21 a - A ! 8 I 1 R CL w) `— b> ave = t -*'•a' -':y .� •s,G0,48kPa(l:Opsf) A O 14 y N C jrt 7 9 E 1 .Detail A 0eloil 8 i; 1220m Mill ~ i Fig. 3—Analog of the post -frame design example with die modified diaphragm lateral resistance force to distributed equally at the nodes of the top chord of the truss. r.• vrcttts-tN rn 'rig. 3), then analyze the butlutng rraroc. 6. Check shear in the roofing near end walls. Every post -frame. building analysis ".requires three loading conditions (Steps 1.- 2, .and S) for the entire building frame. The frame analog is _ statically indeterminate, so the solution is. obtained from a plane structures analyzer program, such as SOLVER (Gebremedhin, 1986) or PPSA II (Suddarth and Wolfe, 1984). An important feature of the modified procedure is elimination of associated bookkeeping of directions and summations of axial forces and moments for the wall columns before the combined stress analysis when a single sidesway force at cave height is applied. In addition, applying .a single sidesway force does not show web and bottom chord buckling when npt appropriately supported. Selecting Diaphragm Resistance Force and Roofing Shear Force Modifiers To select the diaphgragm resistance force modifier (mD) and the roof cladding shear force modifier (mS), required in Step 2, the in -plane stiffness of the roof diaphragm (ch) and the stiffness of the building frame (k in Step 2) need to be known. The principles of analysis and background of these parameters are discussed below. The stiffness of the frame (k) has already been defined (Step 2 in Precedure) as a unit horizontal eaves force required to produce a unit deflection at the cave. It depends solely on the geometry of the frame, the size of the members and the degree of redundancy. The value of shear stiffness (c) for a given length of a diaphragm system . is obtained from testing typical sections of the roofing system. Various investigators including: Luttrell (1967), Byron (1973), Turnbull and Guertin (1975), Hausman and Esmay (1977), White (1978), Johnson (1979), Hoagland and Bundy (1983), and Gebremedhin and Irish (1985) have studied various types of roofing diaphragms. Roof panel stiffness is a function of panel length. Luttrell's (1967) formula converts panel -stiffness data for a given length to other lengths as c= Et K2 12(1+u)g/p+(L7) 131 where E = modulus of elasticity of the cheating material, N/mm2 (psi) t thickness of sheating material, mm (in.) U = Poisson's ratio=0.3 g/p = length of material in one corrugation to the projected width of the same element, and ranges between 1.13 to 1.24 L = panel length from center to center of end fasteners measured parallel to corrugations, mm (in.) Kz = constant depending on the diaphragm cross- sectional shape and the end -fastener configuration, mm4 (in.'). If c is known for a given length from'testing typical sections of the roofing system, substitute to find Ki at that length; then use the same K2 to find c for other lengths. Luttrell (1967) defined c as the slope of the load - 1368 eteriecoon curve to the -nearly linear region 'octow approximately 0.4 of the ultimate load. Equation 131 gives the shear stiffness for any panel length for a flat roof. For sloped roofs, as in a pole building, the value c is modified to c, as cl, = c cost 9 ... . ......... .............1.41 where ch is the horizontal component of the shear stiffness of the roof diaphragm, and 0 is the roof slope. Thus, the relative stiffness of frame to roof is given by k/ch, and this is the value used for obtaining mD and mS in Tables 1 and 2, respectively. Note that these Tables are applicable only where all frames and all roofing panels are the same. Because the roof cladding assists the frames in resisting only in -plant displacements, the bending moments in a claddcd frame may be regarded as 1. the moments with the caves restrained, Plus 2. mD times the moments due to forces which are equal and opposite to these restraints (and which cause in -plane displacements). The modifiers, mD and nlS, are reduction factors which depend on the relative stiffness of a frame to a roof, the number of frames in the buiding and the position of a particular frame in the building. As mD approaches 1.0, more load is carried by the roofing to tine end walls. As mD approaches zero, more load is resisted by the frames. An mD value of zero is a simple frame sidcswav condition.:\n ml) value of 1.0 causes the least sidcswav movements at thccave. The critical frame, on a building with symmetric shear walls, is always the one at or closest to the center of the building length. This paper presents mD and mS values for up to 30 frames. Derivations for mD and mS values are given in Appendix A. These derivations are based on a similar approach as in Byron (1973). Byron presented a design method of single -story, steel -frame, steel shcatcd portal frame structures in a form that is suitable for practical application. Hoagland and Bundy (1983) also used Byron's principles in their post -frame analysis and have tabulated moment reduction factors (m), which is equivlent to (1-mD), for 12 frames. To determine the "sidesway" moments in the posts, Hoagland and Bundy (1983) applied a single concentrated force at the cave equal to "m" times the lateral restraining force (Step 1 in Design Procedure). The concentrated force is applied in the opposite direction to the restraining force. This procedure requires associated bookkeeping of forces and moments in the restrained and sidesway cases before calculating the combined stress interaction values of the wall columns using a plane structures program. Procedure for Calculating the Combined Stress Interaction Value for the Wall Column The design of the wall column is a two-part process: (a) from the base of the post to the point of inflection, and (b) from the point of inflection to the cave. For the section of the post above the point of inflection, the maximum combine([ stress interaction value must be less or -'equal to 1.0 at all cross sections. This calculation involves finding the 'maximum moment in this section of the post. For this section, the effective buckling length is the distance from the point of inflection to the top of the TRANSACTIONS of the ASAE post and the interaction equation for the combined stress is (NFPA, 1986) ]?� Fb_Jf� where .F'� = determined by 1,/d fb = maximum moment divided by section ` 44,modulus of 3 - 2x6's. F' b =LDF Fb(rep), (Fb(iep) because of wall girts assumed which brace compression edge of post, and LDF=1.33 for load duration factor for wind loading) 1, = effective buckling length of column d = column depth about the strong axis For the section of the post below the point of inflection, there is another relative maximum moment at the base of the post. This section, of the post can be treated as a short column and the interaction equation must be altered as follows: I= fc +Mbasc 51.0 ....................(6J �c Mall where f, = axial load divided by the area of 3 - 2x6's F'� = Fc - 1.33 is allowable compressive stress for short column with "normal duration" loading Mb,,, = maximum bending moment at the column base Mi11 = allowable moment capacity of the bottom section of the post (1.33 - Bending stress Section modulus of solid -sawn 6x6). EXAMPLE Description of the Post -Frame Analog - Posts were 3 - 2x6's nail laminated 2.44m (8 ft) on centers. In this analysis, the wall column was divided into two sections (Fig. 1). The bottom section was taken as 3.35m (11 ft) with a normal'duration bending stress of 11.06 MPa (1604 psi) and an average modulus of elasticity, MOE, of 6895 MPa (1.00 million psi) specified. The remaining section was No. 1 KD 15 Southern Pine with 12.75 MPa (1850 psi) normal bending stress and 12411 MPa (1.80 million psi) MOE. -The specified MOE and the allowable normal duration bending stress were reported by Woeste et al., (1985) for a 3.35m (11 ft) long nail laminated wall column 'test assembly fabricated with 3 2x6's No. 1 Dense KD Southern pine. Since the calculated MOE represents a composite value for the entire jointed assembly of solid wood and joint, one should break the wall column up into two sections to use this information in an analysis routine. The building widths, 7.30m (24 ft), 12.20m (40 ft) and 17.10m (56 ft),. representing relatively narrow, medium, and wide span post -frame buildings and *six building heights between 2.44m and 6.10m (8 ft to 20 ft) in 0.61m (2 ft) 'increments were analyzed to illustrate the effectiveness of diaphragm action and to determine the maximum allowable number of frames 2.44m (8 ft) on centers for each building height and width combination. Eon c.A..I Nun 10041 .0 to .IN tool .... Lon:na.A oo Fig. 4—Typical Iaminatcd post/truss connection. Trusses were 2.44m (8 ft) oil centers. The following member sizes wre used in the analyses: for the 7.30m (24 ft) wide building, 2x6's were used for the top and bottom chords, for the 12.20ni (40 ft) wide building, 2x10's and 2x8's were used for the top and bottom chords, respectively, and for tate 17.10m (56 ft) wide building, 2x10's were used for the top and bottom chords. MSR 1950f -1.5E grade lumber was used for all top and bottom chords. All webs were 2x4's No. 2 KD 15 Southern Pine. The 7.30m (24 ft) wide truss was a single W web truss also known as a Fink truss. The two other span trusses were. double W web trusses. Fig. 1 is a double W web truss. Nodal points (joints) arc numbered as shown in Fig. 1. In the analysis, the chords were modeled as continuous members pinned only at member ends where the pitch of the chord abruptly changes. Web members were modeled to be pinned at member ends. The post to truss connection was modeled as a double pin joint. A typical laminated post to truss connection is shown in Fig. 4. The distance bewtccn pins is governed by the distance between the centerlines of the top and bottom chords of the truss in this example. The heel truss joint was modeled as an assembly of chord members and fictitious members simulating the heel plate as recommended by The Truss Plate Institute (1985). Design Loads A 0.625 kPa (13 psf) design wind pressure, 0.192 kPa (4 psf) top chord dead load and 0.048 kPa (1 psf) bottom chord dead load were used for the analysis (Figs. i and 3). Design wind loads were calculated according to ANSI (A58.1-1982). The bending load from the wind makes up the dominant component of the allowable load on the posts. The._ posts in closed wall structures arc laterally supported along the weak axis; therefore, the wind acts as a uniform force along the strong axis of the post. Calculating cb, Roof Stiffness The calculation for the roofing stiffness for the 7.30m (24 ft) wide building is shown below as an example. Assume a roofing stiffness of 228 N/mm (1300 Win.) for aqua a �..tv. WZ''Ar .:.kms to (O tri v:t.:., LA'1'L'tCAL UEFL"LC:TION A'r'L•AVL (A), COMBINED STRESS INTERACTION VALUE (I) OF POST AND THE LIMITING FACTOR .. , FOR DESIGN OF POST -FRAME BUILDINGS USING DIAPI IRAGM TIiLORY - Building height, in (fcl Frame r width, 2,44 3.05 m (fi) r_ (8)... :. O0) 3.66 4.27 4.33 5.49 (I 2i (14' 7.30 No. of frames 30+ 30+ 30+ 11 8 7 (24) 16 32 53 61 27 24 (0,64) (1.25) (2.10) (2.40) (1.03) (0.93) 0:45 0.66 0.86 0.89 0.66 0.71 ...." .' Limiting . V V V 12,20 No. of frames 30+ 30+ (40) . 29 14 12 10 16 31 (0.64) (1.24) 43 32 29 23 (1.89) (1.27) 0:1134 (0.90) 1 0.49 0.66 0.74 0.62 0.64- 0.69 Limiting V V V V 17.10 No. of frames 30+ 27 20 16 14 12 (56) 15 28 30 28 28 20 (0.61) (1.12) (1.19) (1.12) (1.11) (0.81) 1 0.47 0.63 0.60 0.60 0.6: 0.65 Limiting le'/d le/d V V V V V is shear force in the roof cladding-, (le/d) is web buckling along clic weak axis; • is non limiting at 30 frames. a 3.66m (12 ft) long test panel (Hoagland and Bundy, design load conditions were analyzed using SOLVER, a 1983). Using equation'(31, K: is calculated for the test plane structures analyzer. The maximum allowable panel. K2=2366 assuming E=200 GPa (29.00 million number of frames spaced 2.44m (8 ft) On centers was psi) and t=0.437mm (0.0172 in.). Using equation [3] calculated for each building width and height again to convert to a 7.62m (25 ft) long d}aphragm, combination analyzed. The maximum allowable number c=947 N/mm (5403 lb/in.). For 3.5/12 roof slope, ch=c of frames (total length of the building) was determined cos' 0=947 (0.922)=873 N/mm (4980 Ib/in.). before a design limit was reached and the results are The c,, values calculated for each building width given in Table 3. Post strength, post horizontal shear, analyzed are: shear force in the roof cladding, web or bottom chord C, = 873 N/mm (4980 lb/in.) for the 7.30m (24 ft) buckling can each be limiting factors in a design. The wide building maximum combined stress interation value (I) for the en = 2280 N/mm (13,000 lb/in.) for the 12.20in (40 post, the lateral displacement at the cave (0) and the ft) wide building limiting design factor arc included in Table 3. C, = 4440 N/mm (25,320 lb/in.) for the 17.10m (56 ft) wide building Building Width and Leng(h as Design Parameters Estimating Allowable Design Shear in Roof Cladding Increasing the building width increases the roof stiffness. A longer panel (in the direction of load) is Hoagland (1983) reported 2190 N/m (150 Ib/ft) of stiffer than a shorter one of otherwise identical ultimate shear for screw -fastened test steel panels to 2x4 construction (Luttrell, 1967). As the building width. purlins on edge. Hausmann and Esmay (1977) reported increases, the load is carried more by the roofing to the an 18% difference in shear of a diaphragm screwed at end walls. Increased roof stiffness reduces lateral 380 mm (15, ia.),o.c. and one nailed 254 mm (10 in.) o.c. movement at the cave line (A in Table 3) and frame For a 228 mm (9 in.) o.c. nail fastener spacing, typical in sidcsway moments. Therefore, smaller posts can be farm building steel diaphragms, 10% -difference in shear specified or the number of allowable frames (total length is estimated. Assuming 1.5 factor of safety, a design of the building) can be increased. shear of 1752 N/mm (120 ib/ft=0.9 - 150/1.5 - 1.33) When diaphragm resistance to sidcsway was included was used in this analysis. Wind load duration factor of as a design parameter, the building width and length 1.33 is used since tested diaphragm failures occurred in became critical to post design. Diaphragm action is more the purlins as shown in Hoagland's (1983)'report. effective in controlling lateral deflections and reducing post forces as the building length decreases and building RESULTS AND -DISCUSSION width increases. 'analogs The combined stress analysis for tension and bending The post -frame subjected to the assumed was calculated according to the procedures in .the A 1370 }-. ; TRANSACTIONS of the ASAE Natlonitl - -Forant Products Association (1986). Tho combined stress analysis for compression and bending was calculated as discussed previously. Compression force in the wall columns was.very small. The maximum compressive stress calculated was 283 kPa -(41 psi). The combined stress interaction values (I) of the wall columns are less than 1.00 for each building width and height combinations analyzed (Table 3). Post buckling was not limiting. - For the design loads considered, the wall columns on the leeward and windward sides of the 7.32m (24 ft) wide frames analyzed are in tension. For the 17.07m (56 ft) wide frames, all wall columns on the leeward side are in tension and all columns on the windward side are in compression. For the intermediate 12.20m (40 ft) wide frames, all columns on the leeward side and the columns on the windward side of the 4.27na (14 ft), 4.88m (16 ft) and 5.49m (18 ft) high frames are in tension but the columns of the shorter frames are in compression. Shear force in the cladding calculated from equation (21 was compared to the design shear force (120 lb/ft - width of building). For the building analogs analyzed, shear force in the roof cladding (V) was limiting at building heights 3.66m (12 ft) and higher except for the 7.30m (24 ft) wide by 3.66m (12 ft) high building where no design factor was limiting at 30 frames. For the 2.44m (8 ft) and 3.66m (10 ft) high buildings, no design factor was limiting at 30 frames for the 7.30m (24 ft) and 12.20m (40 ft) wide buildings but web buckling along the weak axis was limiting for the 17.10m (56 ft) wide buildings. The allowable number of frames can be more than 30 frames for the buildings where no design factor is limiting. Thus, the notation 30-1- was used in Table 3. The allowable number of frames dropped sharply when shear force in the roof cladding became the limiting design factor. For example, the allowable number of frames dropped from 30-f- to 11 for the 7.30m (24 ft) wide building when the building height was increased, in the analysis, from 3.66m (12 ft) to 4.27m (14 ft). These •results (Table 3) suggest strongly that building length and width should be design parameters of wall column design in post -truss frame buildings. It is essential that.. truss webs be adequate for tension or compression force as that could be the weakest link in the truss. It is also important to note that the bottom chords of the truss could be in compression depending on the load conditions. Thus, these members should be checked for proper Iateral support. Additlonal Design Considerations The end walls of the building should be capable of carrying the total shear forces from the diaphragm down to the base of the wall into the foundations. Large openings or doorways in the end walls complicate this problem and necessitate carrying the total shear force with only a portion of the total end wall length. End walls must be additionally braced if they contain large openings. More information is needed on racking stiffness and strength of shear walls -with openings. CONCLUSIONS 1. In post -frame analysis, including diaphragm action increases the lateral stiffness of the building and reduces bending moments in the posts. 2. Dlaphragni fiction.is..biorc-effective in controlling lateral deflections and -post forces as the building length decreases and the building width increases. This gc.lzcrally allows smaller posts to be used. . 3. More load is carricd by the roofing to the end walls as the building width incrcascs. 4. Shear force in the roof cladding become a limiting design factor as the building height incrcascs. Post buckling was nc%-cr limiting in this analysis. S. Building length - and width should be design parameters in wall column design of post -frame buildings. References 1. American National Standard ASS.I. 1982. Minimum design loads for buildings and other structures. American National Standard Institute, New York. NY. 100 p. 2. Byron, E. R. 1973. The stressed skit design of steel buildings. Crosly Lockwood Staples, London, 159 p. 3. Gcbrcmedhin, K. G. 1986. SOLVER -An interactive structures analyzer for microcomputers, APPLIED ENGINEERING IN AGRICULTURE 2(1):10.13. 4. Gcbrcmcdhin, K. G. and F. E. Woestc. 1986. Diaphragm design with knee brace slip for post -frame buildings. TRANSACTIONS of the ASAE 29(2):538.542. S. Gcbrcmcdhin, K. G. and W. 1V, Irish. 1986. Ultimate load - deflection characteristics and failure modes of ceiling diaphragms for farm buildings. Wood and Fiber Science 18(4):565.578. 6. Hausmann, C. T. and M. L. Esmay. 1977. The diaphragm strength of pole buildings. TRANSACTIONS of the ASAE 30(1):114.116. 7. Hoagland, I:. C. 1953. Strength and stiffness of screw-fastcned roof panels for pule buildings. M.S. Thesis, Agricultural Engineering Department, Iowa State Univcrsity. Ames. 72 p. 8. Hoagland, R. C. and D. S. Mundy. 19S3. Strength and stiffness of screw-fastcned roof panels for .pole buildings. TRANSACTIONS of the ASAE 26(2):512.515. 9. Hoagland, R. C. and D. S. Bundy. 1983. Post frame design using diaphragm theory. TRANSACTIONS of the ASAE 26(5):1499. 1503. 10. Johnson, J. NV. 1979. Lateral tests of wood roof sections sheathed with lodgcpolc pine decking. Forest Products Journal 29(1):41.43. 11. Johnston, R. A. and 1. O. Curtis. 1984. Experimental verification ul stressed -skin .!ciign of pule -frame 'buildings. TRANSACTIONS of the ASAE 26(1):159.164. 12. Luttrell. L. D. 1967. Strength and behavior of light -gage steel shear diaphragms. Cornell Engineering Research Bulletin 67.1, 41 p. 13. National Forest Products Association. 1986. National design specificatin for wood construction. National Forest Products Association, Washington, DC, 87 p. 14. Suddarth, S. K. and R. NV. Wolfe. 1984. Purdue Plane Structures Analyzer ll (PI'S.\ II): A computerized wood engineering system. USDA Forest Products Laboratory, Madison, WI, 38 p. 15. Truss Plate Institute (TPI). 1985. Design specification for metal plate connected wood trusses. Recommended design practice. Madison. WI, 47 p. 16. Turnbull, J. E. and S. M. Guertin. 1975. Shear and buckling resistance of cladding materials used as structural diaphragms in farm buildings. Canadian Agricultural Engineering 17(1):7.11. 17. White, R. N. 1975. Diaphragm action of aluminum -clad timber -framed buildings. ASAE Paper 78-4501, ASAE, St. Joseph, MI 49085, 37 p. 18. Woestc, F. L'.. C. E. Sicgcl, L. J. Soudcr, and A. L. DeBonis. 1985. Nail laminated posts with metal reinforced joints. TRANSACTIONS of the ASAE 28(3):681.853. APPENDIX A .Derivations of n1D and mS Values As an example, consider a typical rectangular building of five frames. If each frame is acted upon by a side load W, the forces on the frames and roof cladding will be as shown in Fig. Al. Let k = frame stiffness, kN/nun W -r P Ft sfttuirn`c tiati..: ..-, k_,: •:,: K... on (AS) „: r" P :�� P ' bccomcc q orts [AGj and [A 7] into cquati r�'£r P P - s R e 7 4 r,,y -r, wr .•—.,, ,. -from. S - �•, - sS ; a.A from�4 _ (mD)2 1 r.{.1) r (—] `AY fo t _ Z m• 2 � r} s r Ts I Frame s r ..:•, i` itqs�S.-4� s. .. - y - + µ'9F..fR :C't •. .•[A8] fl1• AI—Forces between frames 'and' sheatlne (n a rectan alar } O bull Ing w(th all f names loaded. "„. B (MD)3 1 = horizontal caves deflection of unclad frame Values of the red under design loads,';inm reduction factor at the second and third �a =horizontal eaves deflection of clad frame under frames f atfive frame ratio of he frame design load,- miri ”" building may be calculated for any " 4 . (n denotes the number of the stiffness. Similarly, equations can be set u frame . :: �a stiffness to the roofing C = roofing stif'fness, kN/mm building with any number of frames, and the Peleoa a P = force between frame and values of mD calculatcd, relevant (subscript denotes frame number) kN This operation has been carried out using a computer r ) and the calculated is arc given c Table 1, b values of mD and k/c relative stiffness of frame to panel For the frames: p MS arc calculatcd fo; k/cti ranging p = W/k For the cladding: 0.75 at 0.02 increments for buildings bup on 0.01 and �2 = W/k - P /k 10 6arnes P', — P: C. 3 long, between 0.005 and 0.20 at 0.'005 upto for ' 2= Pr/c' buildings from 11 to 24 frames long and between 0.005 �� W/k - p,/k and 0.10 at 0.0025 increments for buildings . From compatibility, � ,a Pr/c-l-(P'.Pi)/c 30 frames long, g from 25 to and = _— At 2 It should be noted from equations [A6) and [A71 that From the relation. p , A� — �3 the interaction forces bet%%,cen the roofing and frames 2 2—�'2 and putting r=k/c and 3 are given by .rP2 + 2 P3 2 + P = W .........(Al) P2 = (mD)2 • lV ....... . Rearranging and (A 9 j (t+l)P2 +r P _ W • 2 3 ...................[A2) P3 = (m D)3 • 1V ...................... From the relation A3=A The shear force in the roofing near the end wall rP2+2P3+2P3+P3=W ••) ..............(A3 Pl=P +2P3 - 2 2 Simplifying and rearranging can then be expressed as rP2 + (r+l)p3 = W ....... ' . .[A4j PI = (mD)2 • W+ 1(m D) 1V 3 ' (All] Arranging rr Bbecome equations [A2] and 1 into a matrix form rearranging (r+l) r/2 P2 W PI - ((mD)2 + 2 (mD)3) • lV Alt r - 4A5j For a 5 frame building, the roofing shear force modifier (r� 1) P3 W cart thus be expressed as Th C MS = (mD)2 + 1(mD) reduction factor -to be a 2 3 [Al3] "- restraint force'in the unclad frame 2 �'so"tllten giveenwa (mD)2 where y Noting that for a symmetrical frame under side loading g by only. W=the horizontal caves reaction due to ful (mD)2 P2AV • • • • ' restraint (Roller Reaction of Ste • • •:• • ... • • - • •[A6] Equation [A13) then becomes p 1 l eaves In Procedures). and for frame 3 _ PI = MS • Rolicr Re action . (mD)3 ' P3 /W ... _ ............. [A14) • •' • ' ' • • • • • • • • .(A7,) Note that equation [A14) is the same as equation (2) in 1372 Procedures. TRANSACTIONS of the ASAE Technical Data Information L'0(/�i����� �� for eu1" Powerpane129-Gauge Roof Pane! Diaphragms APR U 1991 1.0 Background The diaphragm panel systems listed have been tested for shear capacity using recommendations from ASTM E455-76 "Static Load Testing of Framed Floor or Roof Diaphragm Constructions for Buildingsl" and ASAE EP484-1990 "Diaphragm Design of Metal -Clad, Post -Frame Rectangular Buildingsl". The shear strength of a wood -frame metal- cladded diaphragm is related to the mechanical properties of the following diaphragm panel components: a) metal cladding thickness and profile b) cladding fasteners c) lumber purlins d) nails, or special hardware used to install the purlins In addition to the impact of the mechanical properties of the diaphragm panel components, there are other important factors of diaphragm shear strength to include: a) fastener pattern in steel cladding b) purlin spacing and orientation and c) rafter (or truss) spacing 2.0 Limitations The relative impact on shear strength of each component cited in Section 1.0 Background has not been definedl. Therefore, when using the data of Table 1, no variations of metal cladding, fastener characteristics and pattern, or purlin lumber are permitted beyond the diaphragm panel specifications given in Section 6.0. 2.1 Data Applicability The test data presented are applicable for buildings that utilize the method of diaphragm design to resist design wind loads. The test data are not applicable for roofs with skylights, or roofs with panels altered from the panel sections tested. Full length panels on a single roof slope are required for use of Table 1. Table 1. Shear Capacity of Powerpanel Roof Diaphragm (See Section 3.0 Note for Building Designers) Maximum Diaphragm Panels Equaling or Roof Shear Exceeding the Roof Shear Intensity, I Intensity*, I (lbs/ft) 100 P-1, P-2, P-3, P-4, P-5, P-6 105 P-2, P-3, P-4, P-5, P-6 180 P-3, P-4, P-5, P-6 190 P-4, P-5, P-6 200 P-5, P-6 210 P-6 *See Section 4.0 3.0 Note for Building Designers There are numerous design considerations required of the building designer when designing a building for wind resistance. Diaphragm shear capacity of the reported diaphragm panel constructions, as verified by panel tests, is only one of the many inputs used by the building designer to provide adequate building resistance against wind induced forces. Test details and test results including load -deflection curves are available upon request. Contact Alumax Building Products, Reidsville, NC (800) 448-4033. 4.0 Maximum Roof Shear Intensity, I The determination of the appropriate loading, and subsequent structural analysis, is a matter of structural engineering. However, provided the wind load is specified by an appropriate authority, Section 5.0 can be used to calculate a Maximum Roof Shear Intensity, I (lbs/ft). This is shear per foot of slope length that occurs at the end walls of a building. The calculation is based on a propped cantilever structural analog3. 5.0 Calculating Maximum Roof Shear Intensity, I The formula given in Section 5.1 is for a clear -span rectangular enclosed building with equal side-wall heights and homogeneous roof panels as tested. 5.1 Rigid Ground Support of Wall Columns ' When the wall columns are supported at floor level so as to prevent rotation of the base of the column, the Maximum Roof Shear Intensity, I (lbs/ft) can be calculated by: I --.[3/8 (gwwHiL-gLWH1L) + gwRH2L - gLRH2L] / (2W) where qww = . design windward wall pressureqLw =design leeward wall pressure qWR = design windward roof pressure qLR = design leeward roof pressure L = the building length W = the building width Hl and H2 are, given, by Figure 1. Building Schematic. Wind pressures have positive signs (+) for inward pressures, and negative signs (-) for outward: pressures (suction). The equation for I must be modified for cases when the pressures are not uniform throughout the entire height of wall or roof slope.. qWR H2 WIND Hi gWVV qLR qLW W Figure 1. building Schematic 5.1.1 Example for 51 The design loads were determined for a specific building to be as follows: qww _ + 9.6 psf (plus signs indicate inward pressure) qWR = + 2.6 psf qLR = - 9.1 psf (minus signs indicate outward pressure, or suction) qLw = - 6.5 psf H1 is the outside wall height, not inside clear. H2 is the height from the eave to the ridge. L is the building length, and W is the building width. For example purposes, choose: H1 = 16.5 ft., H2 = 7.5 ft., L = 120 ft., W = 60 ft. Using the equation for I: I = [3/8 (9.6 psf x 16.5 ft. x 120 ft. - (-6.5 psf) x 16.5 ft. x 120 ft.) +2.6 psf x 7.5 ft. x 120 ft. - (-9.1 psf) x 7.5 ft. x 120 ft.]/(2x60 ft) I = [3/8 (19,008 lb. + 12,870 lb.) = 2,340 lb. + 8,190 lb.]/(2x60 ft.) I = 187 lbs/ft By the provisions of two Model Building Codes in the U.S. (BOCAS, UBC6),,allowable stresses specified for working stress design can be increased one-third when considering wind forces acting alone (or when combined with vertical loads). This adjustment was not used in preparing Table 1, and therefore, when the one-third provision applies by the code of jurisdiction, the I -value calculated (in this case a load requirement) can be reduced by a factor of 1.33. Assuming the one third wind provision applies to the building example, I = (817 lbs/ft.)/1.33 = 141 lbs/ft. Powerpanel Construction P-3 has adequate diaphragm shear strength for this example. 5.2 Non -Rigid Ground Support of Wall Column When the wall columns are effectively pin -supported at the base of the exterior wall, the wall columns act as simple beams. Thus the coefficient in the equation for I of 3/8 is replaced by 1/2 for this special case. 2 5.2.1 Example for 5.2 Using the same building example of 5.1.1., the calculated maximum shear intensity is I = 221 lbs/ft. Using the one-third working stress increase, or load decrease, the result is I = (221 lbs./fL) /1.33 = 166 lbs./ft. Powerpanel Construction P-3 has adequate diaphragm shear strength for this example. 6.0 Powerpanel Diaphragm Panels The wood -frame metal-cladded Powerpanel panels tested used the 29 gauge Powerpanel profile manufactured by Alumax Building Products. Each construction P=1 through P-6 tested used the Typical Industry Fastener Pattern in Figure 2, except for systems P-3 through P-6 which require stitching and a gable end fastener pattern. All constructions tested uses a 2x4 purlin spaced 24 inches on -center (oc). Larger purlins and/or closer purlin spacings are permitted when applying Table 1. Purlin lumber was from Group III, Table 8.1A of the National Design Specification for Wood Construction4. For panel constructions given in sections 6.1 through 6.6, purlin and blocking lumber may be selected from Group III, II, or I of Table 8.1A: Likewise, all systems tested used an 8 ft. truss rafter spacing, and a closer rafter spacing is permitted. Sections 6.1 through 6.6 give the construction specifications necessary for the use of Table 1 data and Powerpanel steel installed. Definitions of Fastener Location Field -Fasteners installed throughout the roof according to Figure 2. Typical Industry Fastener Pattern. Stitch =Fasteners installed through the top of overlapping ribs of adjoining sheets of steel cladding. Gable End -Fasteners installed at the gable ends (only) to transfer the shear from the steel cladding to the endwall structure. EAVES AND RIDGES ALL INTERMEDIATE PURLINS Figure 2. Typical Industry Fastener Pattern 6.1 Construction P-1 Purlins recessed and installed with Kant -Sag JDS-24 purlin hangers. Two 8d common nails (2-1/2 in. length) installed in top of purlin hanger. Four 8d (1-1/2 in. length) galvanized nails installed in each purlin end. Four additional 8d (1-12 in. length) galvanized nails installed in the wide faces of the rafter, two each side. Moisture content of purlin and rafter lumber must not exceed 19% at time of installation. Fasteners: Field -Typical Industry Fastener Pattern with #12x1-1/2 in. screw, hex head with'neoprene washer. 6.2 Construction P-2 Purlins on -edge on top of truss rafters and nailed with one six-inch, 0.177 in. diameter (60d) threaded and hardened nail. Purlins lapped one foot each side of truss rafter providing a two foot lap at joining purlins. Fasteners: Field -Typical Industry Fastener Pattern with #12x1-1/2 in. screw, hex head with neoprene washer. 63 Construction P-3 Purlins recessed and installed with Kant -Sag JDS-24 purlin hangers. Two 8d common nails (2-1/2 in. length) installed in top of the purlin hanger. Four 8d (1-1/2 in. length) galvanized nails installed in each purlin end. Four additional 8d (1-1/2 in. length) galvanized nails installed in the wide faces of the rafter, two each side. Moisture content of purlin lumber and rafter must not exceed 19% at time of installation. Fasteners: Field -Typical Industry Fastener Pattern with #12x1-1/2 in. screw, hex head with neoprene washer. Stitch -#12x5/8 in. self -tapping screw, hex head with neoprene washer, 12 in. on -center. Gable End -Attach steel to gable end rafters with Field fasteners 12 in. on -center. 6.4 Construction P-4 Purlins on -edge on top of truss rafters and nailed with one six-inch, 0.177 in. diameter (60d) threaded and hardened nail. Purlins lapped one foot each side of truss rafter providing a two foot lap at joining purlins. Purlin blocking, 2x4, installed at gable end truss rafters only. Install purlin blocks with one 60d threaded and hardened nail, on each end, not less than 2-3/16 inch from block ends Pre -bore purlin blocks (1/8 in. diameter) to prevent splitting. Fasteners: Field -Typical Industry Fastener Pattern with #12x1-1/2 in. screw, hex head with neoprene washer. Stitch -#12x5/8 in. self -tapping screw, hex head with neoprene washer, 12 in. on -center. Gable End -Attach steel to purlin blocks at gable ends with Field fasteners 12 in. on -center. 6.5 Construction P-5 Purlins recessed and installed with Kant -Sag JDS-24 purlin hangers. Two 8d common nails (2-1/2 in. length) installed in top of purlin hanger. Four 8d (1-1/2 in. length) galvanized nails installed in each purlin end. Four additional 8d (1-1/2 in. length) galvanized nails installed in the wide faces of the rafter, two each side. Moisture content of purlin and rafter lumber must not exceed 19% at time of installation. Fasteners: Field -Typical Industry Fastener Pattern with #12x1-1/2 in. screw, hex head with neoprene washer. Stitch -#12x5/8 in. self -tapping screw, hex head with neoprene washer, 8 in. on -center. Gable End -Attach steel to gable end rafters with Field fasteners 8 in. on -center. 6.6 Construction P-6 Purlins on -edge on top of truss rafter and nailed with one six-inch, 0.177 in. diameter (60d) threaded and hardened nail. Purlins lapped one foot each side of truss rafter providing a two foot lap at joining purlins. Purlin blocking, 2x4, installed at gable end truss rafters only. Install purlin blocks with one 60d threaded and hardened nail, on each end, not less than 2-3/16 inch from block ends. Pre -bore purlin blocks (1/8 in. diameter) to prevent splitting. Fasteners: Field -Typical Industry Fastener Pattern with #10x1-1/2 in. woodtite screw, hex head with neoprene washer. Stitch -#12x5/8 in. self -tapping screw, hex head with neoprene washer, 8 in. on -center. Gable End -Attach steel to purlin blocks at gable ends with Field fasteners 8 in. on -center. 7.0 References 1. American Society of Testing and Materials (ASTM). 1990. E 455-76 Method of Static Load Testing of Framed Floor or Roof Diaphragm Constructions for Buildings. Volume 4.07, ASTM, 1916 Race street, Philadelphia, PA. 19103. 2. American Society of Agricultural Engineers. 1990. EP 484-1990 Diaphragm Design of Metal -Clad, Post -Frame Rectangular Buildings. ASAE, 2950 Niles Road., St. Joseph, MI. 49085-9659. 3. Bender, D.A., T.D. Skaggs, and F.E. Woeste. 1990. Rigid Roof Design for Post -Frame Buildings. Paper #904525, ASAE, St. Joseph, MI. 49085-9659. 4. National Forest Products Association. 1986. National Design Specification for Wood Construction. NFPA, 1250 Connecticut Ave., N.W., Washington, D.C. 20036. 5. Building Officials and Code Administrators (BOCA). 1990. BOCA National Building Code. BOCA, 4051 W. Flossmoor Rd., Country Club Hills, IL. 60477. 6. International Conference of Building Officials. 1988. Uniform Building Code (UBC). ICBG, 5360 South Workman Mill Rd., Whittier, CA. 90601. 8.0 Acknowledgments Stitch screws were provided by Guardian Fasteners, 4754A North Royal Atlanta Drive, Tucker, Ga. 30084; and the 60d threaded and hardened nails were provided by Dickson Weatherproof Nail Co., Evanston, Illinois. Purlin hangers were provided by United Steel Products Co., Montgomery, Minnesota. 2/91 APR U 3 1992 90-4525 PAPER NO. RIGID ROOF DES/GN FOR POST -FRAME BU/LD/NGS D.A. Bender, P.E. T.D. Skaggs F.E. Woeste, P.E. Assoc. Professor Grad. Res. Asst. Professor Agricultural Engineering Department Agric. Engr. Dept. Texas A&M University Virginia Tech College Station, TX 77843-2117 Blacksburg, VA 24061-0303 Written for presentation at the 1990 International Winter Meeting of the AMERICAN SOCIETY OF AGRICULTURAL ENGINEERS American Society of Agricultural I Engineers Hyatt Regency Chicago in Illinois Center December 18-20, 1990 SUMMARY: Computationally intensive design methods have been developed to account for the effect of roof diaphragm action on post -frame buildings. This paper presents a much simpler procedure for designing roof diaphragms based on a rigid roof assumption. Roof shear predictions using the two design approaches were in excellent agreement for a variety of building length -to -width ratios. KEYWORDS: . post -frame, structures, diaphragm design Papers presented before ASAE meetings are considered to be the properly of the Society. In general, the Society reserves the right of first publication of such papers, In complete form. However, It has no objection to publication, In condensed form, with credit to the Society and the author. Permission to publish a paper in full may be requested from ASAE, 2950 Niles Rd., St. Joseph, MI 49085.91359. The Society Is not responsible for statements or opinions advanced In papers or discussions at Its meetings. Papers have not been subjected to the review process by ASAE editorial committees; therefore, are not to be considered as refereed. St. Joseph, MI 49085-9659 RIGID ROOF DESIGN FOR POST -FRAME BUILDINGS' D.A. Bender, P.E. T.D. Skaggs F.E. Woeste, P.E. ABSTRACT Rigorous design methods have been developed to account for the effect of roof diaphragm action on post -frame buildings. These methods are computationally intensive and require sophisticated structural analysis software. This paper presents a much simpler procedure for designing roof diaphragms based on a rigid roof assumption. Critical roof shear is calculated based on the assumption that the roof diaphragm acts as an infinitely stiff deep beam. The rigid roof method was compared with the more elaborate computer-based methods for a variety of building length -to -width ratios. Roof shear predictions were in excellent agreement with the results from the computer-based methods. INTRODUCTION Post -frame construction has historically been used for many agricultural applications. More recently, this type of construction has gained acceptance in commercial and industrial markets. Much of the efficiency of this construction method can be attributed to structural support from the roof diaphragm. Therefore, it is important to account for this diaphragm action in design procedures for post -frame buildings. Extensive research has been conducted to refine diaphragm design techniques (e.g. Hoagland and Bundy, 1983; Gebremedhin et al., 1986). ASAE Engineering Practice EP484 (1990) describes details of the diaphragm design procedure, as well as standard test methods for diaphragm panels. Basically, diaphragm design accounts for the semi-rigid support at the top of the wall posts provided by the roof and/or ceiling diaphragms. This design method requires computer-based frame analyzers to perform the necessary calculations (e.g. Purdue Research Foundation, 1986; Gebremedhin, 1986). The method predicts maximum shear in the roof diaphragm and the maximum bending moment in the post. Even with recent developments in computer software (e.g. Gebremedhin, 1988; Gebremedhin et al., 1989), the diaphragm design method is computationally intensive. OBJECTIVE The objective of this study was to present a simple method for predicting maximum roof shear in post -frame buildings. The method is compared to the more elaborate computer-based diaphragm design approach, over a range of building sizes. DESCRIPTION OF DESIGN METHODS The design methods described in this paper are applicable to metal -clad, post -frame rectangular buildings. These methods are limited 'to single -story buildings that have identical frames and a uniform diaphragm construction throughout the roof, with endwalls that are sufficiently rigid to transfer roof shear loads to the ground with negligible lateral deflection at the eave. Both design methods discussed in this paper account for roof -diaphragm action; however, for clarity of presentation, computer-based methods will be referred to as Flexible Roof Design, and the proposed simple method will be called This article has been assigned Journal Paper No. TA-_, by the Texas Agric. Expt. Stn. of Texas A&M Univ. The authors are D.A. Bender, Assoc. Professor and T.D. Skaggs, Graduate Research Asst., Agric. Engr. Dept., Texas A&M Univ., College Station, TX; and F.E. Woeste, Professor, Agric. Engr. Dept., Virginia Tech, Blacksburg, VA. Bender - 2 Rigid Roof Design. The major difference between the two methods is that the roof is analyzed as a semi-rigid deep beam in Flexible Roof Design, and it is assumed to be a completely rigid deep beam in Rigid Roof Design. Flexible Roof Design Approach Details on the Flexible Roof Design approach can be found in ASAE Engineering Practice EP484 Diaphragm Design of Metal -Clad, Post -Frame Rectangular Buildings (ASAE, 1990). A summary of the Flexible Roof Design procedure follows: 1. Determine roof diaphragm stiffness. This involves testing a representative section of roof panel, and adjusting this value to approximate the stiffness of the entire roof diaphragm. 2. Determine the frame stiffness. The stiffness of the posts and truss without metal cladding attached is usually determined using a structural plane frame analyzer. 3. Determine total sidesway force. This is the total force imposed by the wind load that must be resisted by the post -frame and the roof diaphragm. 4. Determine sidesway and shear force modifiers. These modifiers are calculated from the principles of compatibility of the lateral displacement of the frame and roof cladding at the eave line. The sidesway modifier indicates how much of the total sidesway force is resisted by the frame, and how much by the roof diaphragm. Shear force modifiers are used to calculate the maximum shear force in the roof diaphragm. 5. Calculate the maximum shear force in the roof cladding. This force is the product of the total sidesway force and the shear force modifier. The maximum shear force must be less than the allowable load carrying capacity of the diaphragm panel for an adequate design. 6. Calculate resistance force of the roof diaphragm. This force is the product of the total sidesway force and the sidesway force modifier. 7. Analyze post -frame building including roof diaphragm action. This final step involves applying the diaphragm resistance force to the frame that was analyzed in Step #2, and rerunning the computer analysis software. One of the outputs of this analysis is the maximum bending moment in the post (usually at the groundline). Combined stress interaction (NFPA, 1986) is used to determine the adequacy of the posts, and all of the necessary inputs are available from the computer analysis. Rigid Roof Design Approach for Calculating Maximum Roof Shear By assumptions of the rigid roof analysis, the total shear load added to the roof by each frame is 3/8 of the total wind load, plus the net horizontal reaction of the wind pressure on the sloped roof. This calculation is based on the fact that the reaction on the propped end of a cantilever beam under a uniform load is 3/8 of the total load. The reactions of each frame, plus the net horizontal force from the roof pressures, are accumulated along the length of the building to produce maximum roof shear at the endwalls. Maximum roof shear, VM,,x, for the frame loading schematic shown in Figure 1 is given by VMA X _ 318 (qWW - gLw) HIL + (qWR - qu) H2L 2 where q,,,,,, = design windward wall pressure qLw = design leeward wall pressure qvw = design windward roof pressure qLR = design leeward roof pressure HI = sidewall height [1] Bender - 3 H2 = roof height L = building length W = building width. The wind pressures have positive signs for inward pressures and negative signs for outward pressures. Equation 1 must be modified for cases when the pressures are not uniform throughout the entire height of wall or roof slope. COMPARISON OF RIGID AND FLEXIBLE ROOF DESIGN Scope and Assumptions The two design procedures were compared for rectangular post -frame buildings with symmetrical triangular roofs (4/12 slope) and one load theory by which the net horizontal force on the roof is zero. Referring to Figure 1; the case was studied where gp,1e equals qm and the roof has equal slope lengths. All other load theories that require an asymmetrical loading combined with a symmetrical or asymmetrical roof will produce a net horizontal force. However, regardless of analysis method (Rigid or Flexible Roof Design), the impact of the net force would be a constant addition to the shears calculated for our study case. Relative percentage differences between shear values calculated by the two methods are therefore the maximum to be expected when any load theory is used in an actual building design. The truss and post spacing was assumed to be 8 ft on -center, and the building span was 60 ft. Wall heights ranged from 12 to 20 ft, and building length -to -width ratios ranged from 1:1 to 8:1. A 16 -ft x 22 -ft panel with 29 -gage Strongpanel steel was assumed for this study'. The panel had 2x4 purlins 2 ft on -center on edge, on top of the rafters, 2x6 rafters 8 ft on -center, and 2x4 blocking between purlins at the rafters. The panel was loaded as a simple beam, using procedures specified in EP484 (ASAE, 1990). The load -deflection plot is shown in Figure 2. The shear stiffness, c, for the test panel is calculated by c = (1 /2) (P/DS) (a/b) [2] where P is 0.4Pw,, P,,,, is the load at failure, Ds is the shear deflection of the panel at 0. 4P.,,, and alb is the aspect ratio of the panel. Substituting actual test values into Equation 2, the shear stiffness of the test panel was 3,070 lb/in. Example Load Calculations Wind load calculations followed procedures given in Hoyle and Woeste (1989). These procedures were summarized from information found in the three model building codes and the ANSI A58.1 load standard (ANSI, 1982). Wind load procedures vary depending on the source, and appropriate code loads should be used for actual design. Wind pressures, q, were calculated by q = CPPb1 [3] where CP is a pressure coefficient, Pb is the effective wind velocity pressure, and I is the importance factor. The effective wind velocity pressure, Pb, is based on the wall height for the windward wall. However, Pb is based on the mean roof height for the leeward wall and the roof. 2 Source: Alumax Building Products, Perris, CA. Bender - 4 This investigation focused on Exposure C, 80 mph design speed, and an importance factor equal to 1.0. Effective wind velocity pressure is a function of wall height and wind velocity. Table 1 shows the adjustment to correct from the baseline wind velocity of 70 MPH to 80 MPH. For example, the effective wind pressure, Pb, for a 16 -ft wall is 18.42 psf. The mean roof height for our example building is 21 ft. The value of effective wind pressure, Pb, adjusted for a mean roof height of 21 ft is determined by linear interpolation to be 18.60 psf. The wind load on the windward wall based on a wall height of 16 ft, wind pressure of 18.42 psf, and pressure coefficient of 0.8 is 14.73 psf. Similarly, the wind load on the leeward wall based on a mean wall height of 21 ft, wind pressure of 18.6 psf, and pressure coefficient of 0.5 is 9.30 psf. Example Calculations for Rigid Roof Analysis To illustrate the two design methods, calculations are shown for a building with 16 -ft sidewalls, 60 ft wide and 120 ft long. The maximum roof shear, Vm x, based on the propped -cantilever model is 3/8 of the total wind load acting on each sidewall plus the net horizontal force on the roof, all divided by two. VM,,X is calculated using Equation 1 as follows VMAX = 3/8[14.73 - (-9.30)](16*120) + [(-13.02) - (-13.02)](10*120) = 8,651 !b [4] 2 This maximum roof shear occurs at each endwall. VM,,X can be reduced by a factor of 1.33 for wind forces acting alone, or when combined with vertical loads, depending on local building codes (BOCA, 1990; ICBO, 1988). Example Calculations for Flexible Roof Analysis The Flexible Roof analysis is again illustrated for a 16 -ft x 60 -ft x 120 -ft post -frame building. The structural analog used in the PPSA plane frame analyzer is shown in Figure 3. The assumptions for the Flexible Roof analysis are summarized as follows: 4/12 roof slope Top chord snow load 20 psf Top chord dead load 4 psf Bottom chord dead load 6 psf qww = 0.8 * 18.42 * 1.0 = 14.73 psf (in), for windward wall qLw = 0.5 * 18.60 * 1.0 = 9.30 psf (out), for leeward wall qwR = qLx = 0.7 * 18.60 * 1.0 = 13.02 psf (out), for windward and leeward roof Critical load combination = dead + wind + 1/2 snow 22 -ft 29 -gage test panel with stiffness, c, equal to 3,070 lb/in Step l - Determine roof diaphragm stiffness: As mentioned previously, the stiffness of the 22 -ft 29 -gage test panel was 3,070 lb/in. Since the span of the example building is 60 ft, the test panel stiffness needs to be adjusted to determine the stiffness of the roof slope length. This adjustment is accomplished using Luttrell's equation, resulting in a building diaphragm stiffness, c,,, of 44,193 lb/in. Details on this adjustment can be found in Section 3.4 of EP484 (ASAE, 1990). Step 2 - Determine frame stiffness.- From tiffness.From a PPSA computer frame analysis with an arbitrary horizontal load of 100 lb, the frame stiffness is Bender - 5 k = 100 lb / 1.587 in = 63.01 lb/in Step 3 - Determine total sidesway force: From a PPSA computer analysis with the design loads shown in Figure 3, the total force, R, required to resist sidesway is R = 1.265 lb Step 4 - Determine sidesway and shear force modifiers: The ratio of frame stiffness to roof stiffness is k/c,, = 63.01 / 44,193 = 0014 This ratio is off the charts of ASAE Standard EP484; however, the shear and moment modifiers can be calculated as a function of k/c,, and the number of frames (16 frames for this example) using the method described by Gebremedhin et al. (1986). The resulting shear and moment modifiers, mS and mD, are 6.8061 and 0.9613, respectively. Step 5 - Calculate maximum shear force in roof cladding: The maximum shear force in the roof cladding, VM,,X, is calculated as follows VP MAX = mS * R = 6.8061 * 1,265 lb = 8.610 lb The shear calculated using the Rigid Roof method (Equation 4) was 8,651 lb. The shear from the Rigid Roof analysis is nearly equal to the shear from the Flexible Roof analysis. The discrepancy (less than one percent) represents both a conservative and insignificant error with respect to roof shear. RESULTS AND DISCUSSION The Rigid and Flexible Roof Design calculations were repeated for building length -to -width ratios ranging from 1:1 to 8:1, and sidewall heights ranging from 12 to 20 ft. The results of these additional runs are summarized in Table 2 and depicted graphically in Figures 4 through 8. The roof shear values predicted using the Flexible and Rigid Roof analyses were in excellent agreement. In all but one case, the roof shears calculated using Rigid Roof exceeded those using Flexible Roof, which would lead to conservative designs. These results are not surprising since the Rigid Roof model assumes the roof acts as an infinitely rigid beam. The one exception (noted by parentheses in Table 2) is for a length -to -width ratio of 3:1 with a 20 ft sidewall. For this case, the difference is 0.4 percent which is not practically significant. Shear predictions from the Rigid Roof model do not always exceed those of the Flexible Roof method due to differences in the way the groundline is modeled, i.e. fixed versus pinned at two locations (Figure 3). The results of this study are based on analyses conducted for one particular diaphragm panel construction that provided a base stiffness for subsequent studies. Additional analyses were conducted to determine the robustness of the Rigid Roof method for panels that were more/less stiff than the test panel used in this study. All of the 17 building size scenarios listed in Table 1 were analyzed for a test panel that was three times stiffer than the base stiffness (c in Equation 2). Roof shear predictions using the Rigid Roof method were conservative for 6 out of the 17 scenarios. The largest unconservative error was observed for the building with 20 -ft sidewalls and a length -to -width ratio of 3:1. For this building, the maximum roof shear predicted using the Flexible Roof method increased from 16,908 lb (using the original test panel stiffness) to 17,297 lb. Hence, the percentage error only increased from Bender - 6 0.43% to 2.7%. When test panel stiffnesses are decreased from the base stiffness, the roof shears predicted by the Rigid Roof method become more conservative. The Rigid Roof design method appears to be an effective way to calculate maximum roof shear for a wide range of panel stiffnesses. SUMMARY AND CONCLUSIONS Post -frame building design procedures that account for roof diaphragm action are computationally intensive. A simple alternative method, called Rigid Roof design, was presented that is based on the assumption that the roof diaphragm acts as an infinitely stiff deep beam. The simple design method was compared to the more elaborate computer-based methods for a variety of building length -to -width ratios and sidewall heights. The shear predictions using the two approaches were in excellent agreement for all building sizes studied. The roof shears predicted using the Rigid Roof method were generally conservative, as compared to the Flexible Roof method. Even though only one diaphragm panel construction was analyzed in this study, the conclusions are valid for other panel constructions as well. All analyses were repeated for a test panel that was three times stiffer than the base panel stiffness. The roof shear predictions using the Rigid and Flexible Roof methods were nearly equal, with a maximum unconservative error of 2.7%. Roof shear predictions using the Rigid Roof method are more conservative as test panel stiffnesses decrease. The Rigid Roof design method is not intended to replace the more elaborate Flexible Roof Design methods described in EP484 (ASAE, 1990). Rather, Rigid Roof allows design professionals to accurately evaluate the diaphragm strength requirements of post -frame buildings without computer calculations. Research is needed to develop similar simple methods of calculating the maximum post moment and location for any applicable load theory. REFERENCES ASAE. 1990. Diaphragm design of metal -clad, post -frame rectangular buildings. ASAE Engineering Practice EP484, American Society of Agricultural Engineers, St. Joseph, MI. Building Officials and Code Administrators (BOCA). 1990. BOCA National Building Code. BOCA, Country Club Hills, IL. Gebremedhin, K.G. 1986. SOLVER - An interactive structures analyzer for microcomputers. Applied Engineering in Agriculture ASAE 2(1):10-13. Gebremedhin, K.G. 1988. Computerized system for diaphragm design of metal -clad post frame buildings. Transactions of the ASAE 31(1):215-220. Gebremedhin, K.G., E.L. Bahler and S.R. Humphreys. 1986. A modified approach to post -frame design using diaphragm theory. Transactions of the ASAE 29(5):1364-1372. Gebremedhin, K.G., S.S. Jagdale and R. Gupta. 1989. An expert system for optimizing computer aided design of post frame buildings. Applied Engineering in Agriculture 5(3):447-452. Hoagland, R.C. and D.S. Bundy. 1983. Post -frame design using diaphragm theory. Transactions of the ASAE 26(5):1499-1503. Hoyle, R.J. and F.E. Woeste. 1989. Chapter 8 - Load and defection criteria for wood structures. Wood Technology in the Design of Structures (5th Ed), Iowa State University Press, Ames, Iowa. International Conference of Building Officials (ICBO). 1988. Uniform Building Code (UBC). ICBG, Whittier, CA. National Forest Products Association (NFPA). 1986. National design specification for wood construction. NFPA, Washington, D.C., 87p. Purdue Research Foundation. 1986. Purdue plane structures analyzer (PPSA). Version 3.0, Department of Forestry and Natural Resources, Purdue University, W. Lafayette, IN. Bender - 7 Table 1. Effective wind pressures (Hoyle and Woeste, 1989). Wall Height (ft) Effective Wind Pressure (psf) 0-20 (80/70)2 14.10 = 18.42 30 (80/70)215.50 = 20.24 Table 2. Comparison of Maximum Roof Shears 2:1 12 Maximum Roof Shear (lb) L: W Wall Flexible Rigid Difference Ratio'.. Height Roof Roof Between Two 8,651 (ft) Method Method Methods (%)2 1:1 12 3,291 3,447 + 4.77 1:1 14 3,834 4,022 + 4.89 1:1 16 4,390 4,614 + 5.09 1:1 18 4,966 5,229 + 5.31 1:1 20 5,546 5,856 + 5.59 2:1 12 6,318 6,464 + 2.30 2:1 14 7,461 7,541 + 1.08 2:1 16 8,610 8,651 + 0.47 2:1 18 9,790 9,805 + 0.15 2:1 20 10,973 10,980 +0.06 3:1 12 9,256 9,911 + 7.08 3:1 14 11,169 11,563 + 3.53 3:1 16 13,065 131265 + 1.53 3:1 18 14,991 15,034 + 0.29 3:1 20 (16,908) (16,836) -0.43 5:1 20 26,901 27,816 + 3.40 8:1 20 38,234 43,920 + 14.87 ' Building length -to -width ratio. 2 [(Rigid Roof Shear - Flexible Roof Shear) / Flexible Roof Shear] * 100 % WIND I > T MIR q LR T H2 H, qWW W Figure 1. Frame loading schematic. u.o 1.2 1.8 2.4 DEFLECTION (INCHES) Figure 2. Strength and stiffness results for a 16 ft x 22 ft test panel with 29 -gage Strongpanel steel, 2x4 purlins on edge, on top of rafters and 2x4 blocking between purlins at rafters. Bender - 8 q LW 16.0 12.0 N a Y 8.0 O 4.0 0.0 0.0 u.o 1.2 1.8 2.4 DEFLECTION (INCHES) Figure 2. Strength and stiffness results for a 16 ft x 22 ft test panel with 29 -gage Strongpanel steel, 2x4 purlins on edge, on top of rafters and 2x4 blocking between purlins at rafters. Bender - 8 q LW 6 psf floor level 60 ft Bender - 9 Figure 3. Structural analog of the 16 -ft x 60 -ft x 120 -ft building used to study the simplified procedure for calculating maximum roof shear. I loft l6ft 5 f t Bender - 10 2 50 Building Length (ft) Figure 4. - Shear predictions using the Rigid and Flexible Roof Design methods for a building with 12 -ft sidewalls. Building Length (ft) Figure 5. Shear predictions using the Rigid and Flexible Roof Design methods for a building with 14 -ft sidewalls. 14 12 v c 10 O L v c`3 8 O L 00 6 cc 4 16 -ft sidewall R/g/d Root , - F/exlb/e Roof Bender - 11 50 70 90 110 130 150 170 190 Building Length (ft) Figure 6. Shear predictions using the Rigid and Flexible Roof Design methods for a building with 16 -ft sidewalls. 16 M 14 C 12 O v 10 U 8 0 0 6 cc r 18 -ft sidewall Rigid Roof Flexible Roof 50 70 90 110 130 150 170 190 Building Length (ft) Figure 7. Shear predictions using the Rigid and Flexible Roof Design methods for a building with 18 -ft sidewalls. LA _a 'C 35 i 5+ 60 20 -ft sidewall Bender -. 12 Rlgld Roof - - " Flexible Roof 150 250 350 450 Building Length (ft) Figure 8. Shear predictions using the Rigid Roof and Flexible Roof Design methods for a building with 20 -ft sidewalls. t J. BOSSARD & ASSOCIATES DESIGN PROFESSIONALS ENGINEERING/SURVEYING PLANNING IIUILDING DESIGN :ma Nr •'r•• III nrri OIIANIS PASS. (MIEGON 01626 (snJ) 47n.400 JOA—1-�1,41g_- L) " SHEET NO.I OF__I- 0 L CALCULATED BY _ pAT_[t_I sJ .1 O cncCKrnnY BUILDINGDEPXArr SCALE --- — — --- APR 11 3 1QQ7 �?E�..�1-1 GjZjT�L1 A . • . t E TL. wI WD Lc>4D iia` t-laTwop I bEslc�N \vlNt) = 8o t -IFF] I I I - GI I O - 2.c> Fr, f s Z Qs = 1,7 Ser�Nl�- Lx=�AD • ZaN� q- R [z�x 6t4&co w I ] •3 h =16 sol tom.. amu;t- I Sv� raw ti•�11'-� �- - � �,� I.�KS� site I .�s ksl b•�R-� I - ��, • I .so�,l 640, 1)E To ' 21 wlRill &&Ph peft T. J. BOSSARD & ASSOCIATES ✓ i DESIGN PROFESSIONALS ENGINEERING/SURVEYING PLANNING • BUILDING DESIGN 303 NE "E" STREET GRANTS PASS, OREGON 97526 (503) 479-4603 JOB SHEET NO. 2 OF—J:7 L�x CALCULATED BY w DATE - I Z ~I `9 /M CHECKED BY DATE SCALE I F.-•�"\L1 ..�...o� mob/ �� �?�'w>6 `v I wp' l_.oAp f,4FAL.LJ M., ' To Ar- r-, A E3 - 1 1 ff- r WlQP 1.0,E axil �t p fJ1 _ _ MrLl ki AI`i 31- 5xz�l Ps1= swcW .LOAD Z,c 8 e Zi ° %. -� f b = I . ps— l C to r -AY) .Zc7 - � {��- r�l•�.IUtic/ .I-.r�i�i� %car •,�'�'-. l.v�. �,::�I I.50 Ksl e. 7_�5.� 2�f-"alb -•�6 � I�� Ksl ti ar"ll Poft ,ro,O(*M.. M5, 2WOD27 T. j. BOSSARD & ASSOCIATES DESIGN PROFESSIONALS ENG INEERINGISUR VE YING PLANNING BUILDING DESIGN 303 NE "E" STREET GRANTS PASS, OREGON 97528 (503) 479.4603 JOB I`'� SHEET NO. '� _GrI OFj_� CALCULATED BY —'� " DATE CHECKED BY' L� DATE �� f OF x"1,33 At� AII� ��--�,�� �, - I � I :. i:-. �;�s �. �- _ Ir ly 2.32 ;�� .•�: •C.z] 2 f7 660 til �l D 6 DZ = (Z . �� ) Tffl,I ill I�r q -=� o I i Ofe-- I i i . &Wh P*dl I1b70rdinh (W5) 1950027 / ..--' ;r.l- T. J. BOSSARD &ASSOCIATES JOB MAG - C4 DESIGN PROFESSIONALS SHEET NO. of :1 i iI -15 ENGINEERING/SURVEYING PLANNING j .BUILDING DESIGN CALCULATED BY --I -VZ DATE r 303 NE "E" STREET GRANTS PASS. OREGON 97526 (503) 479-4603 CHECKED BY DATE r I I.2x 15Af T. J. BOSSARD & ASSOCIATES JOB MAC' Go DESIGN PROFESSIONALS lo i SHEET NO. ,i OF <s1z [12, y/ I ENGINEERING/SURVEYING PLANNING ; BUILDING DESIGN CALCULATED BY DATE- � I J '16 (503) 479-4803 303 NE "E" STREET GRANTS PASS. OREGON 97528Z CHECKED BY GATE SCALE ' ,• Iiq,,�b.Ps� r I I.2x 15Af a rAVr�l lo ,i <s1z [12, 3�-[I �l ' ,• Iiq,,�b.Ps� � L 1 cl i 162 s..ZZ' � ! I I P jZ 11f1�' �f 1`3 i � � • + �=5�j b ' i �S, r ' I � � , J I � I I ' • ` � I 1 r T. j. BOSSARD & ASSOCIATES DESIGN PROFESSIONALS ENGINEERING/SURVEYING PLANNING. BUILDING DESIGN 303 NE "E" STREET GRANTS PASS, OREGON 97526 (503) 479-4603 JOB CO SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE SCALE 21of 10 FT, F, t�g40 T .19 6, 11 1Lzj 19. 1] �, 611 s> -z: z7--73 T. BOSSARD & ASSOCIATES DESIGN PROFESSIONALS ENGINEERING/SURVEYING PLANNING tBUILDING DESIGN 303 NE "E" STREET GRANTS PASS. OREGON 97526 (503) 479-4603 joB rl Ac co SHEET NO. OF CALCULATED BY -1 M DATE, CHECKED BY DATE SCALE &30 poft M-om WASr5 fv�. + x TOW -1 Z-1 Z- rl ZooF LCAIP � v 33.5 fe-m -S. Z, r, I -- -T VIA14-, I(, s.c., PS r :;,6c=, I Fll'- Lot> S, Fr%o-4 e;I 7,&e + A= 0 �', wN-L S6K A= 4-66, FT` f &30 poft M-om �., T. J. 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I SJdNIOISSIJOSd NbISIG Kj �_ sor S31d1�0$SV YR omvSS08 ot I d . ^err ► r t,, �r3�t--,r�:1:r;!_t >;r__,s_z_�a�.�}_ ,. 4.�, I �w �_� r[y� t_-k-h,t,5ks1,J.-1 It ,.i • .- T. J. BOSSARD & ASSOCIATES JOB I`"iAG -Ld DESIGN PROFESSIONALS SHEET NO. OF 1.3 I ENGINEERING/SURVEYING . PLANN/NO '.E ;BUILDING DESIGN CALCULATED BY .7V OATS I i 303 NE "E" STREET GRANTS PASS, OREGON.97526 (503) 479-4603 CHECKED BY DATE SCALE .r. y -W 3zPsF/z i i i 1 {� Iz ulZ' xj6.3zPS� j i m> -3"Z' l J , r � r ' t r � ' reosl asaaal r ' r '`.!""°•r:iT`5"��"'��N�'^p"a^e"y'y!'s`a�..«y�op�:aw�: i!y.o-, Y +r•••�aw �-r�� ,_,i ,�.T..r. r..;.vT T. J. BOSSARD & ASSOCIATES: JOB M/LC - Ga l DESIGN PROFESSIONALS SHEET NO. OF I t 1�� ENGINEERING/SURVEYING PLANNING: BUILDING DESIGN CALCULATED BY DATE ' 303 NE "E" STREET GRANTS PASS. OREGQN 97526 (503) 479-4603 CHECKED BY DATE . I SCALE WS) 206000t T. J. BOSSARD & ASSOCIATES DESIGN PROFESSIONALS ENGINEERINGISUR VE YING. PLANNING BUILDING DESIGN. 303 NE "E" STREET • GRANTS PASS, OREGON ?7526 (503) 479-4603 JOB MAL' SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE SCALE .061 r -/Fr) . oo& lk Op. S-.61 ki &10 Fbft RhOrdbuh (WS) 2910827 E ) 4 E 2 I t OW 2g KSI !� cN cK. x/81 p -rn c-:TPAI+4 C: -:;L t-ulu i I �. 1 F (EU3128S0027 T. j. BOSSARD & ASSOCIATES JOB r DESIGN PROFESSIdNALS I3 rs SHEET NO. OF "" I 12, . IS ENGINEERING/SURVEYING - PLANNING' BUILDING DESIGN CALCULATED BY DATE - 303 NE "E'• STREET GRANTS PASS, OREGO.N 97526 )503) 479-4603 CHECKED BY DATE SCALE E ) 4 E 2 I t OW 2g KSI !� cN cK. x/81 p -rn c-:TPAI+4 C: -:;L t-ulu i I �. 1 F (EU3128S0027 3/s/l9z cl �q (47l0f/.5 P&-nou4e -Tc,�) I /CONslS7-E-N T ate, FCOVA.16s rf-k�5- D�si��/�'D A5 &IngEDc=D� YET /,t -p -c rll4mzl�� D /S GG5'SE0 'DolD.i 'my n x IN CO rn A= Nn :8g m. 42).m. Ly.z _a C) 0M,Z ; D oa,M >. ^Z N =• LI i 00 > z D. XM,0" "i S. V .Nrn I �x rZ D T x M Z= ta C) DZ MLO en o= 0 1 y i t f rCP .10 ` - W f r f t-� s s ti m C0.0 f0 1:• �+ X19 x 0 � r J W t f rCP ri � ` - W f r f t-� s s ti m C0.0 f0 1:• �+ X19 x rI c J` N . rCP ri � ` - W C JI (P v O s m r - W .n �, c •% w v. s < G C �• "' V, (1 .� S c J` N . rCP ri � ` - W C JI (P v O s � v O IS 1' S r< r n c J N 4-4 c V. VI V .y Ln r l' u r - W a w+ < ►" V, (1 S r 1T1 IS 1' S r< r n c J N 4-4 c V. VI V .y Ln r l' u e i ../,' `F t,,i�1'+ f: I.r.�.9�'.'i"; u,W 4. 1• � r tJ 34•°-�,:hk'�'�" s� 1. � 1 ( •i. ^7^<. ibi. riA-. ^'r CF+;/'mak •n •• rc a �+�isj i ti . `ti`s y . -, s _ - '• _, 5'ECu%3fsPRP (L1 naP ". MACKENZIE ENGINEERING -INCORPORATED , 0090.3.W. BANCROFT STREET PORTLANO.OREGON 97201(503) 224•9560 ..BOX 69039 PORTLANO. OREGON 97201 FAX (503) 226.1285 BY Ow F . OATE JOB NO.... SNT. OF MACKENZIE ENGINEERING INCORPORATED 1968• ALL RtGMTS RESERVED • i �- � -, _.. "..r iH Vit. � - - i -,:.� a vy1r - � ( i � '• m;� �'�f cN�L t:F l=e��`Cc c.F.Ec.'nv[ r� i01iI.' 030 i �'+,i� i' � - a•�. � �7�¢i7`. STs. � y �. .... F. iL�:q 8 . IS, Cl v15 SG �)5 5u ... "e F -c 1VL WLR S e i ../,' `F t,,i�1'+ f: I.r.�.9�'.'i"; u,W 4. 1• � r tJ 34•°-�,:hk'�'�" s� 1. � 1 ( •i. ^7^<. ibi. riA-. ^'r CF+;/'mak •n •• rc a �+�isj i ti . `ti`s y . -, s _ - '• _, 5'ECu%3fsPRP (L1 naP ". MACKENZIE ENGINEERING -INCORPORATED , 0090.3.W. BANCROFT STREET PORTLANO.OREGON 97201(503) 224•9560 ..BOX 69039 PORTLANO. OREGON 97201 FAX (503) 226.1285 BY Ow F . OATE JOB NO.... SNT. OF MACKENZIE ENGINEERING INCORPORATED 1968• ALL RtGMTS RESERVED "-• � "•�{- • U U �S y p :,. C. G I.1$ 'r�'Z 'r .:J 15 �.' i `'115 ' rJ, � . } . J"1$ 3`'1 � . V o'1,S ' .S � t . 0 0 L-1 ` a Lt l ~ A J. (1) =-,51� d be •-- b,. bz © 9 9 PcR `," �yC�IU.J cl b\ - .eb3,;\ 1�, = 1 " �t = 1•�i 15 b " 2-Q-0itt�6) + y (-DOLS-1 (,v II t5-) t-C.o)s l +- .v�S7 ,+ 0-1-)035 4- .b(s (�, �,+ 6) i ,. . AF..i'ER>,.q-t �ZF2AT�►:I S = . �S(s51`i1 Sb " 1 =. •q",Ol co 1%6 -" Fc- BY F� r �rLi>nr l'' ,PRnPERTI LS (X-yc� DATE 1 1616 1 MACKENZIE ENGINEERING INCORPORATED JOB NO. 0690 S.W. BANCROFT FTREET PORTLAND, OREGON 97201(503) 224.9560 SNT. ` ' OF P.o. BOX 69019 PORTLAND, OREGON 97201 FAX (503) 226.1263 ' . ' Q MAC KI NZIE ENGINEERING INCORPORATED t9m, ALL RIGHTS RESERVED 09.&VU0dtl00NI 7NItl33NI•JN3 31ZN3XDvn I S9Ll•9LL (COS) XVd lOZLB NO'J3tl0'ONVIltlOd 60069 X08'O'd .. j0 —j-- IHS O0969IZZ (COS)10U6 NOEJ3UO'ONY UOd 133tl1S "OWONV6'M'S 0690.-� j� 031VU.OdbOONI ONI833NIJN3 31ZN3>13V.w U — 1 ON eorIL -" I. 1 31V0 ,:- •1-,.N:t �S� �`�� 'SL = ��:�.5'E1� -i1� ;'h ��)`•1.C1►ZO'���" � 5S�1h1i`� _�.��,.�.._... `t�s�'f•��{�tSt�1t'.°��)�1)gZS41o' -} `�3.�5•I �g)�5(O'. =+ ►•�Ln'ti[�,.:.. s�4 -�< 5t. � 1($�,c.:L9'-t1-t -t�tSn�3�'t)1, � ��s��.lh:•s)1 � ��s��zt'��-�+11. j`t���� L�•n� 1kt�so°as • tl) � �1'. ��� 1�•rl)1 i tis ��; �z• sl�-t $L����• . 11 .. -k♦�11c�'��'1���4L�C'11�1.-t z`t1E�•81)x'L)gCtiZ1o• 't �444,ti�' hh1S l )� �8 ti C�,,•u)Ztt���•�,,\ xt S��o• `s,�.)t S' 9] + [(tc5it �ti�S�)'�') st,lo+ iso �s�•>S = c.�,T h X011 -n0 1 SI SIO' Og4.1 bl' SSSLOO' a 511-�i.1• tiL1 L�� 0)g=zho S4.'t►,tr;a O.L.'Ln'L' 1;9-)co0o' bl.50)c1' sv\k %m �(Zc)0)S L-t.►:c:' S4bSL1• -1lS�oo• `oBbh�J... I.Ig��r,,�. tr'= °9S =951 cr''d 'll=IS� C ' xj l,� . CY�-La,r', J0 s"o3 mad) a1 d1 uziadn21d RI -1.53S..: r11v.,;5 Ss�-i9 rmSri f'ntSSdZJd\--^% "I et:1 L' .. rv( ' . �v L 7 n -v --j 5L\)•)5r,)stw-t ii:SL00, 9L,S,ti'e\n• 4 - - Ct 51 h 58�'L f IS LQ1 X01 4 o't_0.,-S-:+ <<.'�Z +5�•. .zi D I APIA RA,,6tA Ac j -)y ) wl SyPPc�RTs a 2"I' o[c. •Sttiy dal\ = I.,LIS-1 .L -IU t 1l. (_ ( �<\DUE Tv BE►�OIr�CS ►-�v►-�E►�T'� 'I Li 3 3 - I`-13(ouS Tro 5cftrwS I"i wC"-D �uE Tb QAv.)E 5H r NPLvin ' .�3(Z5 >nO3)C•uls)3 CZ�Cs•3�c + 2. C5.3.LA)L. C00TRut LIaG SHFoR = 1�3 A L-1�3 I cl I Pv= (S)+LeT- 71ME Lr,M)�G� IN 3 ?lam � SOS TAT I j Lu N)), -j 6 Sug- Ew. (3tNgIt'icr. S-rRt:sS - IH3 - -IS 6101 < I,S(bU) = 1 tU. K.% -j. PST 5TCtL. PANE1.INCr ` 8Y u 1 SrCi1aN , RSP;; RTS t : Cv'� 1 i� �IAP}iRJaC�M OATE �- Ia I S cl VALUE S JOB NO.ffl v� l MACKENZIE ENGINEERING INCORPORATED - 0690 S.W. BANCROFT STREET PORTLAND, OREGON 97201 (503) 221.9560 SMT. S OF :.Y.O: BOX 69039 PORTLAND. OREGON 97201 FAX (503) 228.1285 Q MACKENZIE ENGINEERING INCORPORATED 1966. ALL RIGHTS RESERVED T . 11 b 5 3 5 �..�..,.. __ = S 1-10 11. Cts = ?c�UUU 80� CG 1 ��11 = �I•I��,s>> c,�st�s1 = i zlfj-) 1�1 I'L dal\ = I.,LIS-1 .L -IU t 1l. (_ ( �<\DUE Tv BE►�OIr�CS ►-�v►-�E►�T'� 'I Li 3 3 - I`-13(ouS Tro 5cftrwS I"i wC"-D �uE Tb QAv.)E 5H r NPLvin ' .�3(Z5 >nO3)C•uls)3 CZ�Cs•3�c + 2. C5.3.LA)L. C00TRut LIaG SHFoR = 1�3 A L-1�3 I cl I Pv= (S)+LeT- 71ME Lr,M)�G� IN 3 ?lam � SOS TAT I j Lu N)), -j 6 Sug- Ew. (3tNgIt'icr. S-rRt:sS - IH3 - -IS 6101 < I,S(bU) = 1 tU. K.% -j. PST 5TCtL. PANE1.INCr ` 8Y u 1 SrCi1aN , RSP;; RTS t : Cv'� 1 i� �IAP}iRJaC�M OATE �- Ia I S cl VALUE S JOB NO.ffl v� l MACKENZIE ENGINEERING INCORPORATED - 0690 S.W. BANCROFT STREET PORTLAND, OREGON 97201 (503) 221.9560 SMT. S OF :.Y.O: BOX 69039 PORTLAND. OREGON 97201 FAX (503) 228.1285 Q MACKENZIE ENGINEERING INCORPORATED 1966. ALL RIGHTS RESERVED EP�PHRPVr� - Ncrt(,n1 vi I SjppuPLT S C :I ate K .z ...C11 z 1'1b ►$3S5 ►�5A)s S 2. o tb cc` = 'L'TT1 (ILA SU0 Loi►� C ��� �y _ �.�ti�l C���. ���d� z . 3 ►111 � � KS r_ M��� � 3 Atli► �3;StS5� Nra Ta 4c-wl ►Wcd MwMENT Vc,I = ,ei, til = "L 1.b "1 KL1= OvC Tu ScR.E'%jS it.) c..tcywf�(2_-A 10'1 PLT 3 `3ti J OVE TO PM 6 L .51+�rsQ ,53(1�.Sx103�(,U►Si3 2.�5 ) L S•��i .3ci0 ALF •���1 Z.�V15 J Co1.J TRo Ll..(,jcr Crag tol•1.SPtiJ= (sysrr��a eo L��v.1G� Um 1T Tu PtrF .CS S i Ptknjeo Lao (Pic.,) S L. P WE L t ►J G- �IAPNRAc,M �JAtvES MEMACKENVE ENGINEERING INCORPORATED 0590 S.W. BANCROFT STREET:PORTLANO, OREGON 97201 (503) 224.9580 P.O. BOX 89039 PORTLAND, OREGON 97201 FAX (50.7).228.1283 . By.* Y DATE 2.12.-A G �a I JOB NO. I V SHT. OF MACKENZIE ENGINEERING INCORPORATED IN& ALL RIGHTS RESERVED C- 0 g z m. D� G. a N C 1 Y c m ' D cit �. A G x v' m Zis z 8"m L4 0 �:1 m 5to Z 7 � Zn 0 3 3 r m R 3021 s o-4 c to 23 0 r9 xm Z n o wZ N 4 N w 10 O m O v� Lot� �v 0 C- 0 g z m. 0 G. N C 1 s� 1 o c .d n w ul b 7 < -� co C m zu C/) UDLn000 ��q s, G. 1 s� 1 c e .P 7 3 3 r DD s c m.: 3 3 r DD s Ir v� v fo Z � „ r �► Jc . CP JC 1, c c C• N � vl u� N � Z� 11 �- tn f COUNNOPOUTM BUILDING DE T Cot#OV 011" 1311 rre APR U T Powerpanel Test Data '� lyyZ for Post-Frame End Walls With Diaphragm Loading 1.0 Background The maximum shear in a roof due to wind loading occurs in both end bays of a rectangular clear -span building. The roof shear in each end bay must be transmitted to the end wall and finally to the ground or foundation system. The post -frame end wall thus functions as a diaphragm that delivers the shear load in the roof to the embedded posts (or post -slab connection). When a door is placed in an end wall, a portion of the end -wall diaphragm strength is lost and the stiffness of the end wall is reduced. The information presented herein gives the necessary data for the design of end -wall constructions with doors. When no door is installed (the end wall is solid), the same test data can be used to select constructions needed to design post -frame end walls. Stiffness data are also included to aid building researchers in determining the impact of end -wall deflections on the total building design process. 2.0 Definitions The following definitions apply: Building Designer - person(s) responsible for the structural analysis and design of the building to meet the loading requirements of the code of jurisdiction, or building authority. End -Wall Diaphragm Section - the diaphragm construction between end -wall posts. Maximum Roof Shear, V (lbs) - the maximum shear load in the roof that must be transmitted by the end -wall diaphragm panels to the ground or foundation system. Maximum Roof Shear Intensity, I (lbs./ft) - this loading occurs at the end wall and can be calculated by the Technical Data Information for Powerpanel 29 -Gauge Roof Panel Diaphragms'. It may also be calculated by ASAE EP -484.1 Diaphragm Design of Metal -Clad, Post -Frame Rectangular Buildinge or any other method of analysis deemed appropriate by the building designer. Allowable End -Wall Shear Capacity, SC (lbs.) - the allowable shear capacity of the end -wall. 3.0 Scope The data presented gives the allowable shear capacity of five Powerpanel end -wall diaphragm constructions. End -wall diaphragm panel strength is only one of the many inputs used by the building designer to provide adequate building resistance against wind induced forces'. Diaphragm related considerations not included in this brochure for end -wall design are (but not limited to): 1. the connection system between the roof diaphragm and end -wall diaphragm 2. the connection system between the end -wall diaphragm and the ground (or foundation system) and 3. the design of the post foundation to resist uplift forces on comer posts or door posts, produced by end -wall shear forces. Design procedures for post foundations are given by ASAE EP -486 Post and Pole Foundation Design', and Wirt and others. Inforgiation presented herein is intended to serve as input to the building designer responsible for the building design. The applicability of the test data presented must be determined by the building designer. 4.0 Assumptions and Limitations 4.1 Assumptions required for applying test data of Section 5.0. All assumptions a) through g) must be satisfied to apply the test data and calculations of Section 5.0. a) All end -wall posts are 8 ft. or less on -center. b) The end -wall posts may be solid -sawn, nail -laminated, or glue -laminated, either attached to a slab or embedded in the ground. Post lumber is from Group II or I (See Appendix A). C) The metal cladding and thickness, nails, and screws are the same as the systems tested described by Section 6.0. d) Ceiling height is between 12 and 20 ft. e) End -wall sections having fewer or more than the two end -wall diaphragm sections tested (Section 7.0) have a proportionately lesser or greater shear strength, respectively. f). The end -wall diaphragm is attached to the truss top chord, and the gable section of the end wall has the same shear strength as the end -wall diaphragm sections tested without a gable. (See Appendix B for test configuration.) g) The end wall, excluding the door opening, is assumed to be without any other opening. 4.2 Limitations The relative impact on shear strength of each component of the end -wall diaphragm has not been defined. Therefore, in using the test data, no variation of metal cladding, fastener characteristics and pattern and framing details, is permitted. 5.0 Calculating and Meeting End -Wall Shear Requirements 5.1 Meeting End -Wall Shear Requirements For an adequate design, the calculated end -wall shear load (V) must be less than the allowable end -wall shear capacity (SC) of the end -wall construction. Mathematically, 5.2 Calculating End -Wall Shear Load where V<SC V=I X W I is the maximum roof shear intensity (References 1 and 2) W is the building end -wall width in feet. (1) (2) 5.3 Calculating the Allowable End -Wall Shear Capacity Table 1 gives the allowable diaphragm shear strengths for end -wall construction Q-1 through Q-5 for both 12 and 20 ft. ceiling heights. Theoretically, the 12 and 20 ft. test diaphragm shear strength should be the same for the same construction. Since it is not practical to test every building height from 12 to 20 ft., the building designer can select the lower allowable for two test heights reported, or use an interpolation rule based on their experience and judgment: 2 Table 1. Allowable End -Wall Shear Values for 12 and 20 ft. Building Heights. Section 6.0 gives construction details for end -wall diaphragm constructions Q-1 through Q-5. Allowable End -Wall Shear Strength, R (Ibs/ft) End -Wall 12 ft. 20 ft. Construction Ceiling Ceiling Q l 100 70 Q2 170 165 Q3 19b " 190 Q4 330 340 Q5 515 570 The allowable end -wall shear capacity is given by SC=(W - DMR (3) where W is the width of the building in feet (Figure 1) DW is the door (or opening) width in feet (Figure 1), or the distance between end -wall structural posts surrounding the door, whichever is greater. If more than one door is installed, DW is the total of door widths. R is the allowable end -wall shear strength in lbs/ft from Table 1. Note: See Section 4.0 DW "1 W Figure 1. End wall showing door opening, gable -end truss and posts. 3 5.4 Example for Section 5.0 A 16 ft. door is required in the end wall of a 60 ft. wide building. The ceiling height is 20 ft. and the door height is 16 ft. The maximum roof shear, I, has been determined (Reference 1 or 2) to be 104 lbs/ft. The end -wall shear load is given by Equation (2) V = IxW V = 104 lbs/ft. x 60 ft. = 6,240 lb. Note: Depending upon the building code, this load requirement may be reduced by a factor of 1.33. See for example, UBC (1991), paragraph 2303(d), or BOCA (1990), paragraph 1114.3. Decreasing the load is equivalent to increasing the allowable working stress. By selecting end -wall construction Q2 and the lowest value for the two heights tested, the allowable end - wall shear capacity is calculated by equation 3 with R = 165 lbs/ft. (Table 1) SC = (W - DW) R SC = (60 ft. - 16 ft.) 165 lbs/ft. = 7,260 lb. By equation (1), end -wall construction Q2 is adequate: V < SC 6,240 lb. < 7,260 lb. Construction Q1 would not be adequate since, for the example, SC would equal 3,080 lb. ((60 ft. - 16 ft.) x 70 lbs/ft.) using the lowest value for the two heights tested. In addition to the requirements of Equation 1, the end -wall post spacing cannot exceed 8 ft. For the example, a post spacing of approximately 7 ft. - 4 in. will meet the diaphragm requirement with structural posts positioned at the edges of the door. Note: End -wall post spacing may be controlled by other than diaphragm shear loading. 6.0 Poweroanel End -Wall Diaphragm Constructions The end -wail diaphragms tested used the 26 or 29 gauge Powerpanel profile manufactured by Alumax Building Products. In addition to the specific requirements for each construction Q1 through Q5 given in 6.1 through 6.5, respectively, the end -wall diaphragm systems tested have special requirements as follows: a) Splash board is 2 x 8 or larger and from lumber Group II or I (See Appendix A). b) The splash board is attached to each end -wall post with seven (7) 20d double hot -dipped galvanized, threaded and hardened nails. If necessary, provide prebored holes in splash board 0—prevent splitting. c) The end -wall diaphragm is attached directly to the truss top chord. - Full length steel sheets (from splash board to truss top chord) are required. d) The diaphragm constructions Q1 through Q5 are fastened to the splash board and truss top chord with #12 x 1 5/8 in. screws, (Deep Grip SPEX with ULTRA Seal Coating, EPDM rubber on 9/16 in. diameter G-90 galvanized washer distributed by East Coast Fasteners and Closures), on both sides of the major ribs (See Figure 2). At all intermediate girts the same screws are required on one side of the major ribs (See Figure 2). e) Girt lumber is from lumber Group III, II, or I (See Appendix A). f) Moisture content of girt lumber must not exceed 19 % at time of installation. g) Girts (2 x 4 or larger)- are attached flatwise with two 20d threaded and hardened nails at each post location. h) All steel is 29 gauge Powerpanel except for Construction Q-4 that uses 26 gauge Powerpanel. 4 Splash'Board and Truss Top All Girts Figure 2. Fastener Pattern for Splash Board, Truss Top Chord, and Intermediate Girts. 6.1 Construction Q-1 In addition to the requirements of 6.0, the girt spacing is 36 in. or less on -center. 6.2 Construction Q-2 In addition to the requirements of 6.0, #12 x 1/2 in. stitch screws, hex head with neoprene washer, 8 in. on-ceuter, are required. Girts are 36 in. or less on -center. 6.3 Construction Q-3 In addition to the requirement of 6.0, #12 x 1/2 in. stitch screws, hex head with washers, 8 in. on -center are required. Install 2 x 4 blocking on the end -wall posts where the end -wall metal cladding ends (at sidewalls and door faces) and fasten steel to blocking with //12 x 15/8 in. screws (Deep Grip SPEX) 8 in. on -center. Blocking lumber is from Group III, II, or I (See Appendix A). Install blocking with one 20d threaded and hardened nail, each end, not less than 2 in. from block ends. Girts are 36 in. or less on -center. 6.4 Construction Q-4 In addition to the requirements of 6.0, 26 gauge Powerpanel is required with stitching 8 in. on -center, /112 x 1/2 in. hex head with neoprene washer. Install 2 x 4 blocking on the end -wall posts where the end -wall metal cladding ends (at sidewalls or door faces) and fasten steel to blocking with //12 x 1 5/8 in. screws (Deep Grip SPEX) 8 in. on -center. Blocking lumber is from Group III, II, or I (See Appendix A). Install blocking with one 20d threaded and hardened nail, each end, not less than 2 in. from block ends. Girts are 36 in. or less on -center. 6.5 Construction Q-5 In addition to the requirements of 6.0, 1/2 in. CDX plywood is'required. Install 2 x 4 blocking on the end - 5 wall posts where the end -wall metal cladding ends (at sidewalls or door faces) and fasten steel to blocking with 1112 x 1 519 in. screws (Deep Grip SPEX) 8 in. on -center. Blocking lumber is from Group III, II, or I (See Appendix A). Install blocking with one 20d threaded and hardened nail, each end, not less than 2 in. from block ends. Plywood is nailed on all edges 4 in. on -center with 0.0915" x 1 7/8 in. Senco EC20 nails (or equivalent). Girt spacing is 24 in. on -center or less. In addition to the screw requirements of 6.0, the 29 gauge steel is stitched with x/12 x 1/2 in. screws, hex head with neoprene washers, 8 in. on -center. Girt spacing is 24 in. on -center or less. 7.0 Test Assemblv and Stiffness Data For purposes of providing information for post -frame research work and to document the test results reported herein, load -deflection plots (Figures B.1 through B.5) for the end -wall constructions are given in Appendix B. Also, a schematic of the test assembly for the 12 ft. ceiling height is included to show the loading and support conditions for all tests. The test assemblies used a nail -laminated column and "pin" reactions at their base, thus test results obtained are conservative for solid -sawn posts attached to a slab or embedded in the ground. 8.0 References 1. Alumax Building Products. 1991. Technical Data Information for Powerpane129-Gauge Roof Panel Diaphragms. Alumax Building Products, P. O. Box 480, Reidsville, NC 27320. 2. American Society of Agricultural Engineers (ASAE). 1990. EP -484.1 Diaphragm Design of Metal - Clad, Post -Frame Rectangular Buildings. ASAE, 2950 Niles Road, St. Joseph, MI 49085-9659. 3 . 1991. EP -486 Post and Pole Foundation Design. ASAE, 2950 Niles Road, St. Joseph, MI 49085-9659. 4. American Society for Testing and Materials (ASTM). 1991. E564-76 Standard Method of Static Load Test for Shear Resistance of Framed Walls for Buildings. Volume 4.07, ASTM, 1916 Race Street, Philadelphia, PA 19103. S. Building Officials and Code Administrators (BOCA). 1990. BOCA National Building Code. BOCA, 4051 W. Flossmoor Road, Country Club Hills, IL 60477. 6. International Conference of Building Officials. 1991. Uniform Building Code (UBC). ICBG, 5360 South Workman Mill Road, Whittier, CA 90601. 7. Walker, J. N. and F. E. Woeste. 1992. Post -Frame Building Design. ASAE Monograph, ASAE, 2950 Niles Road, St. Joseph, MI 49085-9659. 8. Wirt, D. L., F. E. Woeste, D. E. Kline, and T. E. McLain. 1991. Design Procedures for Post - Frame End -Walls. Applied Engineering in Agriculture, ASAE, 2950 Niles, Road, St. Joseph, MI 49085-9659. 9.0 Acknowledgements The 20-d threaded and hardened nails were provided by W. H. Maze Company, Peru, Illinois. The 1112 x 15/8 in. screws (Deep Grip SPEX with Ultra Seal Coating) were provided by East Coast Fasteners and Closures, Inc., New Albany, Indiana. Ed Bahler, Jr., FBI Buildings, Inc., Remington, Indiana, is recognized for his critical review of this brochure. Cal Siegel, Modem Pole Builders Inc., Ripon, Wisconsin, is recognized for his input on common construction practices is post -frame. 6 Appendix A. (Source: National Forest Products Association. 1986. National Design Specification (NDS) for Wood Construction. NFPA, 1250. Connecticut Avenue, N.W., Washington, DC.) TABLE 8.1A. GROUPING OF SPECIES FOR FASTENING DESIGN .. ocu srrcas graded. Bused on weight and volume when oven -dry. Also applies when species tame includes the designation'North% �:�• Applies when graded to NLGA rules. Note: Coarse grain Southern Pine, as used in some glued laminated timber combinations, is in Group C. i Group for lag screw, do bolt, nail, spike, Grouping for timber connector loads wood screw and metal plate connector loads onnoctor pest rc load Species of Wood Group Species of Wood gravity •• group• (G) Ash Commercial White Ash, Commercial White 0.62 Beech Beech 0.68 Birch, Sweet & Yellow Birch, Sweet & Yellow 0.66 Group A Douglas Fir -Larch (Dense)*** Group I Hickory & Pecan Hickory & Pecan 0.75 Maple, Black & Sugar Maple, Black & Sugar 0.66 Oak, Red & White Oak, Red & White 0.67 Southern Pine (Dense) Douglas Fir - Larch*** DouglasFir- rc Group B Southern Pine Group II Southern Pine 0.55 Sweetgum & Tupelo Sweetgum & Tupelo 0.54 Virginia Pine - Pond Pine 0.54 California Redwood California Redwood Douglas Fir, South Douglas Fir, South 0.48 Eastern Hemlock -Tamarack••• Eastern Hemlock 0.43 Hem -Fr*** Eastern Hemlock -Tamarack••• 0.45 Eastern Softwoods 0.42 Group C Group III Hem -Fr••• 0.42 L.odgepole Pine Lodgepole Pine 0.44 Mountain Hemlock Mountain Hemlock 0.47 Northern Aspen Mountain Hemlock -Hem lir 0.44 Northern Pine Northern Aspen 0.42 Ponderosa Pine •••• Northern Pine 0.46 Ponderosa Pine -Sugar Pine Pooderosa Pine••• 0.49 Red Pine •••• Ponderosa Pine -Sugar Pine 0.42 Sitka Spruce Red Pine •••• 0.42 Southern Cypress Sitka Spruce 0.43 Southern Cypress 0.48 Spruce -Pine -Fir Spruce -Pine -Fir 0.42 Western Hemlock Western Hemlock 0.48 Yellow Poplar Yellow Poplar 0.46 'men Aspen Balsam Fr Balsam Fr 0.36 Black Cottonwood Black Cottonwood 0.33 California Redwood, Open grain California Redwood, Open grain 0.37 Coast Sitka Spruce Coast Sitka Spruce 0.39 Coast Species 0.39 Group D Cottonwood, Eastern Group IV Cottonwood, Eastern 0.41 Eastern Spruce Eastern Spruce 0.41 Eastern White Pine- Eastern White Pine- 0.38 Eastern Woods 0.36 Engelmann Spruce - Alpine Fir Engelmann Spruce - Alpine Fir 0.36 Idaho White Fine Idaho White Pine 0.40 Northern Species 035 Northern White Cedar Northern White Cedar 031 West Coast Woods (Mixed Species) 035 Western Cedars••• Western Cedars••• 035 Western White Pine Western White Pine 0.40 White Woods (Western Woods) 035 .. ocu srrcas graded. Bused on weight and volume when oven -dry. Also applies when species tame includes the designation'North% �:�• Applies when graded to NLGA rules. Note: Coarse grain Southern Pine, as used in some glued laminated timber combinations, is in Group C. i By: of Su ^t -pt of Public Wo 7 a Conty Center I)rNw. Ua 95965i - APO WHEN RECORDED MAIL TO: WK STREET ADDRESS CRY, STATE, and Zi -89 35 `I 6Q 89-035160 R e c Fee .00 Total .00 Recorded I Official Records County of I Butte PUBLIC WORKS Candace J. Grubbs I Recorder 11:14am 14 -Sep -89 BG i , easor- JTKS LIPS LS a NOTICE OF MANUFACTURED HOME, (MOBILEHOME), OR COMMERCIAL COACH, INSTALLATION ON A FOUNDATION SYSTEM Recording of this document at the request of the locoi agency indicated is in accordance with California Heolt� and Safety Code Section 18551. This document is evidence that such local agency has issued a certificate of occupancy for installation of•the unit described hereon, upon the real property described with certainty below, as of the date of recording. When recorded, this document shall be indexed by the county recorder to the named owner of the real property and shall be deemed to give constructive notice as to its contents to all per- sons thereafter dealing with the real property. William Scott Crowder REAL PROPERTY OWNER/LESSOR 1804 Locust St. MAILING ADDRESS Chico, Butte, CA 95926 CITY COUNTY STATE ZIP 3245 Clark Rd. INSTALLATION MAILING ADDRESS, IF DIFFERENT Paradise, Butte, CA 95969 CITY COUNTY STATE ZIP Garland Homes UNIT OWNER (If also property owner, write "SAME") 2838 Esplanade MAILING ADDRESS Chico, Butte CA 95926 CITY COUNTY STATE ZIP UNIT DESCRIPTION Kit Butte County Bui_ldine DeDar LOCAL AGENCY ISSUING PERMIT and CERTIFICATE OF OCCUPANCY 7 County Center Dr. MAILING ADDRESS Oroville, Butte, CA 95965 CITY COUNTY STATE ZIP 2652-89 16 538-7541 BUILDI PERMIT NO. TELEPHONE NUMBER L&W SI URE Of 1LOC-Af AGENCY OFFICIAL DATE Garland Homes DEALER NAME (If not a dealer sale, write "NONE") 92038 DEALER LICENSE NO. 74-B-20 MANUFACTURER'S NAME DATE OF MANUFACTURE MODEL NAME/NUMBER + 11878A and B 52 x 26 IDA 102418 and 102419 SERIAL NUMBER(S) LENGTH X WIDTH INSIGNIA/LABEL NUMBER(S) REAL PROPERTY LEGAL DESCRIPTION ASSESSOR'S PARCEL NUMBER 4' m2 BEING A PORTION OF THE SOUTHWEST QUARTER OF SECTION 15, TOWNSHIP 21 NORTH, -RANGE 3 'EAST, M.D.B. & M., AND MORE -PARTICULARLY, DESCRIBED AS FOLLOWS: f COMMENCING AT THE _SOUTHWEST CORNER -OF SAID SECTION. 15; THENCE ALONG THE WEST LINE OF SAID SECTION NORTH 00 DEG. 31' WEST, 260.00- FEET; THENCE -NORTH -89- DEG. .06'-•13" EAST, -•1,992.07 FEET TO . THE TRUE POINT OF BEGINNING FOR THE PARCEL HEREIN DESCRIBED; THENCE' -FORM SAID TRUE POINT OF BEGINNING, NORTH -00 -DEG. 15' -41" WEST, 258.29 FEET; THENCE NORTH 89 DEG. 03' 38" EAST, 661.31 FEET Q1or�NT OFNoel TO THE WEST LINE OF CLARK ROAD; THENCE ALONG SAID WEST LINE, aP ,c SOUTH 00 DEG. 32' 30 EAST, 172.52 FEET TO THE BEGINNING OF A o 3,970.0 FOOT RADIUS CURVE TO THE RIGHT; THENCE ALONG THE ARC OF > I SAID CURVE, THROUGH A CENTRAL ANGLE OF 01 DEG. 14' 44", AN ARC o I DISTANCE OF 86.30 FEET; THENCE SOUTH 89 DEG. 06' 13" WEST, 661.66; coy o° FEET TO THE POINT OF BEGINNING. I yVHITY DL4 Eii 'OF'DOGWENT- WK STREET ADDRfTS cr", STATE, ,ad a 2EQLEM BY. 01 Butte 111,��.? of Pub!!C Wd �X.un,ty Center Odd Callforn{e 4Sgf 5 AM WHEN RECORDED MAIL TO: NOT COMPARED WITH ORIGINAL DOCUMENT SEP 14 1989 - _ R9-035160 1 ACE ABOVE TM IN FOR RECORDER USE NOTICE OF MANUFACTURED HOME, (MOBILEHOME), OR COMMERCIAL COACH, INSTALLATION ON A FOUNDATION SYSTEM Recording of this document at the request of the locai agency indicated is in accordance with California Health and Safety Code Section 18551. This document is evidence that such -local agency has issued a certificate of occupancyfor instollation of the unit described hereon, upon the real property described with certainty below, as of the date of recording. When recorded, this document shall be indexed by the county recorder to the named owner of the real property and shall be deemed to give constructive notice as to its contents to all per- sons thereafter dealing with the real property. William Scott Crowder REAL PROPERTY OWNER/LESSOR 1804 Locust St. MAILING ADDRESS Chico, Butte, CA 95926 CITY COUNTY STATE ZIP 3245 Clark Rd. INSTALLATION MAILING ADDRESS, IF DIFFERENT Paradise, Butte, CA 95969 CITY COUNTY STATE ZIP Garland Homes UNIT OWNER (If also property owner, write "SAME") 2838 Esplanade HAILING ADDRESS Chico, Butte CA 95926 CITY COUNTY STATE ZIP UNIT DESCRIPTION Kit Butte County Building De LOCAL AGENCY ISSUING PERMIT and CIRTIFICATE OF OCCUPANCY 7 County Center Dr. MAILING ADDRESS Oroville, Butte, CA 95965 CRY COUNTY STATE ZIP 2652-89 16 538-7541 BUIPERMIT NO. TELEPHONE NUMBER LDI SI URE Of OC AGENCY OFFICIAL DATE Garland Homes DEALER NAME (If not a dealer sale, write "NONE") 92038 DEALER LICENSE NO. 7A—R-9n .....,.V�n�� W.CK a rnAMr. DATE OF MANUFACTURE MODEL NAME/NUMBER 11878A and B 52 x 26 IDA 102418 and 10241 SERIAL NUMBER(S) LENGTH X WIDTH INSIGNIA/LABEL NUMBER(S) REAL PROPERTY LEGAL DESCRIPTION ASSESSOR'S PARCEL NUMBER 41-41-21 •7 a� BEING A PORTION OF THE SOUTHWEST QUARTER OF SECTION 15, TOWNSHIP 21 NORTH, •RANGE 3 EAST, M.D.B. 6 M., AND MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCING AT THE SOUTHWEST CORNER OF SAID SECTION 15; THENCE ALONG THE WEST LINE OF SAID SECTION NORTH 00 DEG. 31' WEST, 260.00 FEET; THENCE NORTH 89 DEG.' 061 13" EAST, 1,992.07 FEET TO THE TRUE POINT OF BEGINNING FOR THE PARCEL HEREIN DESCRIBED; THENCE FORM SAID TRUE POINT OF BEGINNING, NORTH 00 DEG. 15' 41" WEST, 258.29 FEET; THENCE NORTH 89 DEG. 03' 38" EAST, 661.31 FEET TO THE. WEST LINE OF CLARK ROAD; THENCE ALONG SAID WEST LINE, SOUTH 00 DEG. 32' 30 EAST, 172.52 FEET TO THE BEGINNING OF A 3,970.0 FOOT RADIUS CURVE TO THE RIGHT; THENCE ALONG THE ARC OF SAID CURVE, THROUGH A CENTRAL ANGLE OF 01 DEG. 14' 44", AN ARC DISTANCE OF 86.30 FEET; THENCE SOUTH 89 DEG. 06' 13" WEST, 661.66 FEET TO THE POINT OF BEGINNING. QOP,4ENT OF,rDG� o , CO41y`NITY OE�Co� Address or Location of Lego! Description of Real Property CAT CCU C 0- B 3245 Clark Rd., Paradise 41-41-21. NO. 2652-89 v BEING A PORTION OF THE SOUTHWEST QUARTER OF SECTION 15, TOWNSHIP 21 NORTH, RANGE 3 EAST, M.D.B. & M., AND MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCING AT THE SOUTHWEST CORNER OF SAID SECTION 15; THENCE -ALONG THE WEST LINE OF SAID SECTION NORTH 00 DEG. 31' WEST, 260.00 FEET; THENCE NORTH 89 DEG.'06' 13" EAST, 1,992.07 FEET TO -THE TRUE POINT OF BEGINNING FOR THE PARCEL HEREIN DESCRIBED; THENCE FORM SAID TRUE POINT OF BEGINNING, NORTH 00 DEG. 15' 41" WEST, 258.29 FEET; THENCE NORTH 89 DEG. 03' 38" EAST, 661:31 FEET -TO THE WEST LINE OF CLARK ROAD; THENCE ALONG SAID WEST LINE, SOUTH 00 DEG. 32' 30 EAST, 172.52 FEET TO THE BEGINNING OF A -3,970.0 FOOT RADIUS CURVE TO THE RIGHT; THENCE ALONG THE ARC OF SAID CURVE, THROUGH A CENTRAL ANGLE OF 01 DEG. 14' 44", AN ARC -DISTANCE OF 86.30 FEET; THENCE SOUTH 89 DEG. 06' 13" WEST, 661.66 FEET TO THE POINT OF BEGINNING. A ® Mobiiehome/Manufactured Home Commercial Coach has been affixed to the real property described above by installation on a foundation system pursuant to Health and Safety Code Section 18551. Owner's name: William Scott Crowder Owner's address: 1804 L6cust St., Chico, CA 95926 i INSIGNIA OR HUD NUMBER: IDA 102418 and 102419 11878A and B SERIAL NUMBER OR V.I.N. MANUFACTURER'S NAME KIT .A Apwa—v WwPWko_) 04M E 1 aC r7180) i f YEAR OF MANUFACTURE: 1989 9/13/89 (916) 538-7541 GARLAND HOMES TOTAL HOUSINGCONCEPTS 2638 ESPLANADE, C"HIICO, CA 95926 • (916) 3438940 T0: ,FuT?G CovAlrK Gentlemen: This verifies that at the time of installation I will be the owner of the 71 /T A4 S Manufactured House that will The installed on the property owned by *!2 ,¢,,- (,�UTA" SGo 7- ,&CeV40,C Located at .tom ! i and that I am in agreement to have the house attached to the property on a permanent foundation. Very truly yours, GARLAND BRADLEY GB/bf Zr A,,,, STATE OF CALIFORNIA DEPARTMENT OF HOUSING AND COMMUNITY DEVELOPMENT f DIVISION OF CODES AND STANDARDS% `Z.m, coli REGISTRATION AND TITLING SECTION 476.6c (New 12/86) STATEMENT OF FACTS Date ,uC� `� , 19 I/We, _W14-(-1AAe SCo7-r c,Q,oCtJOdR the undersigned, hereby state: SERIAL NO.(S) MOBILEHOME DECAL NO.(S) MFR. TRADE NAME f'r 7 - The The unit described above is located on private property which is owned by the registered owner of the mobilehome. I certify under penalty of perjury that the foregoing is true and correct. Executed on ,ac,Y 2 9' /P&? at c o (City), Ci4 (State) Signature Address 1(60(,4Z -,9C-0057' ST 'City _eflleco , State I INTERDEPARTMENTAL MEMORANDUM TO: WOU� FROM: Kristy Hemstalk, Cashier SUBJECT: Credit Deposit Check DATE: A check deposited by your department has been returne`4: by the bank and cannot be redeposited. A copy of the check is -enclosed. It will be charged back to you on .a credit deposit within the - next two weeks. Within the next three working days, please provide the informa— tion as to which funds to charge. If we are not provided with information from you, we will charge the check to the fund we feel is correct. You can then verify the credit deposit when received and if the fund is incorrect, process a transfer. This procedure has become necessary because of the lack of response to this 'memo by some departments and the time involved in making follow—up phone calls. If you have any questions, please .:all me. (533-7350) TO: Kristy Hemstalk — Treasurer's Office Amount,*'. Check #: Name &'Department: � Seel tun 20-8. 1 of the But l e County Cod(_' _035130 { re(Iiiir0s this ocknuwledgonienL be recorded 15- prior, Lo- rssuirncc of n build-ing perinit. -- -- - ;89 15`7 8 Fari_?_ 35160 The properLy described herein is adjacent 89-025728 1 Rec Fee 5.,00 j to fund or Included within an area zoned 1 Total 5.00 t I'nr agriculLuro.l purposes, and residerrLs Recorded 1 of Lhls properLy may he sub.joct Lo incon- I Official Records 1 voniences or discomfort arising from Lhe ' County of t c BIDWELL TITLE CO. use of agricu t t.uru l chemicals, including, Butte I)rlt. licit. limited to herbic i.des, pesticides, Candace J. Grubbs I , and ferLilizers; and from the pursuit Recorder of agriculturul operations including, ; 8c00am 11 -Jul -89 1 RB but. not limiLed to Cul Ovation, plowing, �— -- — - - ---- J - ---t- spruyi ng, pruning, rind harvesting which occasionally genera Le dust, smoke , no i. se, and odor. Butte County hus estnbl ishc•d .1gric cit Lrrrnl zones which have as a priority use for product ive agricultural wi r llin purposes, and re•srdr•r ., Said zones and on adjacent. property should be prepared to ,rccopL such inc rruvr rrrc lire or disconlurm from normal, farm necessary o-peraLiuns. ALL THAT CERTAIN REAL PROPERTY SITUATE IN THE STATE OF CALIFORNIA, COUNTY OF BUTTE, DESCRIBED AS FOLLOWS: BEING A PORTION OF THE SOUTHWEST QUARTER OF SECTION 15, TOWNSHIP �...., 21 NORTH, • RANGE 3 EAST, M. D..B. & M., AND MORE PARTICULARLY DESCRIBED AS FOLLOWS: —vatc;- COMMENCING AT THE SOUTHWEST CORNER OF SAID SECTION 15; THENCE ALONG THE WEST LINE OF SAID SECTION NORTH 00 DEG. 31' WEST, 260.00 FEET; THENCE NORTH 89 DEG.' 06' 13" EAST, 1,992.07 FEET TO THE TRUE POINT OF BEGINNING' FOR THE PARCEL HEREIN DESCRIBED; THENCE FORM SAID TRUE POINT OF BEGINNING, .NORTH 00 DEG. 15' 41" WEST, 258.29 FEET; THENCE NORTH 89 DEG. 03' 38" EAST, 661.31 FEET TO THE WEST LINE OF CLARK ROAD; THENCE ALONG SAID WEST LINE, SOUTH 00 DEG. 32' 30 EAST, 172.52 FEET TO THE BEGINNING OF A 3,970.0 FOOT RADIUS CURVE TO THE RIGHT; THENCE ALONG THE ARC OF SAID CURVE, THROUGH A CENTRAL ANGLE OF 01 DEG. 14' 44", AN ARC DISTANCE OF 86.30 FEET; THENCE SOUTH 89 DEG. 061 13" WEST, 661.66 FEET TO THE POINT OF BEGINNING. _ PROPERTY OWNERS: ILI S ofL/r. ) On Lhis c he day of �1U , 19, SS. the undersigned Notary Public.,prrsurra ll' y uppeored County of /3yTrt ) v El Personally known to me, ] Proved 1.0 me on the Nasi, . of suLisDuctory evidonco. Lo be the person(s) whose name(s) OFFI IAL SEA rrihed to the wrrhin insLrumeni. and acknowledged Lh;il MAURINEtJOHNSO Xe uted Lhe same fur the purposes Lherein contained. IN WI'I'NI`ti • Mot t J OR �E EOI', I hereur; Lo set my hand and of f i c i a I Sea I WM CORM My Comm. Expires Feb. 5.1993 I'rc sent AJ). No. Notary Puh cEND OF DOCUMENT COUNTY OF BUTTE DEPARTMENT OF PUBLIC WORKS 196 Memorial Way, Chico — Phone: 891-2751 7 County Center Drive, Oroville — Phone: 538-7541 747 Elliott Road, Paradise— Phone: 872-6307 •i CORRECTION NOTICE OWNER T N O A routine inspection indicates that the following violations of County Ordinance exist at the above address and should be corrected. Please notify this office when correction of work is completed. If you have any question pertaining to this matter, or need additional explanation, please contact this office immediately. Inspector 7 Date �� " COUNTY OF BUTTE DEPARTMENT OF PUBLIC WORKS 196 Memorial Way, Chico — Phone: 891-2751 7 County Center Drive, Oroville — Phone: 538-7541 747 Elliott Road, Paradise— Phone: 872-6307 CORRECTION NOTICE OWNER A routine inspection indicates that the following violations of County Ordinance exist at the above address and should be corrected. Please notify this office when correction of work is completed. If you have any question pertaining to this matter, or need additional explanation, please contact this office immediately. 17 / Inspector. / Date _ { FCROWDER, 1 2652-89B,P,E William lark Rd, Oroville �. Contr: Dan Wentling PERA (mobilehome/perm fdn) PERN - - — - t OWNER ti CONTR. ASSESSOR PARCEL LOCATI Temp. Power Pole Called PG&E Temp. Elec. Service Of Called PG&E Temp. Gas Service Called PG&E JOB FINALED (Date) Signature = vr< o = NotOK RESIDENTIAL (Single and Duplex) - = Not Applicable = Not Ready Date UNAtRFLOOR (Plans) OK except #'s Date FRAMING (Continued) Z9 hg -Setbacks; -Easements -Flood -Slope 45. Hangers -Post Caps -Anchors -Connectors Ftg., Main; Soils-Steel-Elec. Grnd.-//.2,/" Ftg. Depth 46. Cing. Joist-Rftr. Ties-Purlin-Roof Brac.-Truss-Shthng.-Rfng. 3. Ftg., Garage; Soils -Steel-/ /" Ftg. Depth 47. Fireplace Ties or Type A Flue -Fireplace Throat Clearance 4. Ft 2., Porches & Decks; Soils -Steel-/ /"Ftg. Depth 48. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles temwalls, Main; Steel- Blockouts-Wrapped 49. Bdrm. Windows or Exiting Doors -Sill Hgt. & Dimensions 6. Stemwalls, Garage; Steel-Blockouts-Wrapped 50. Garage Fire Protection Framing 7. Slab; Steel -Wrapped 51. Property Line Firewall & Openings 8. Piers -Fireplace Ftg.-Steel 52. Ext. Doors -One T -Check Garage -3rd story, 2 exits 9. D.W.V.; Fall -Fittings -Test -2 way C/O -Sewer Test 53. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 10. Gas Pipe; Size -Anchors 54. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 11. Water Pipe; Test -Anchors -Regulator -Service Test 55. Siding -Nailing Veneer 12. Electric; Underground 56. Stucco Mesh -Drip Screed -Fd. Vents_Underflr. Access 13. Plenums & Ducts; Clearance- Material-Su pprt-Ins. 57. Glazing Area -Glass Protection -Skylights -Plastic 14. Girders -Sills -Anchor Bolts -Joists -Vents -Cripples 58. Shear Walls; Nailing -Bolts 15. Insulation 59. Insulation-Walls-Clg. 60. Infiltration-Walls-Wndws Card -131 Date and -131 Date Card -B1'% Date Card -131 Date Card -131 Date Card -131 Date Card -B1 Date Card -131 Date Date PLUMBING (Permit) OK except #'s 16. Water Ht. Vent -Access -Combustion Air -Baffle Date FINAL (Plans) OK except #'s 17. Water Pipe; Test & Anchors -Nail Protection 61. Ext. Steps -Door & Sidelight Protection -Landings 18. D.W.V.; Test-Fttngs & Anchors -Nail Protection 62. Smoke Detector 19. Shower Pan; Test, First Floor -Tub Access 63. Furnace; Vents -Clearance -Comb. Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 20. Test Tub & Shower, 2nd Floor -Tub Access 21. Gas Pipe; Size & Anchors 64. Bedroom Exiting 66. G.F.I. & Bath Fixtures & Tub Access -Spa 66. Elec. Trim & Subpanel; Breaker Sizes -Labels Card -81 Date Card -131 Date 67. Stairs & Rails Card -B1 Date Card -131 Date 68. Fireplace or Stove; Clearances -Hearth Date ELECTRICAL (Permit) OK except #'s 69. Elec. Outlets at Wood Panel; Int. & Ext. 22. Fixture & Transformer Clearance -Ins. Protection 70. Kit. Fixt. & Appliance; Grnd. -Air Gap -Cooking Clearance 23. Elec. Receptacles Spacing -Lights & Switches at Doors 71. Elec. Outlets & Receptacles at Kit. Counter 24. Size Boxes & No. of Conductors -Stapled 72. Garage Fire Door; Swing -Landing -Closer 25. Romex Installed Close to Edge of Studs & C.J. 73. A.C. Duct in Garage -Damper 2 6. Equip. Ground made up w/Mech. Fasteners -Bond Gas &Water 74. Wtr. Htr.; Vents -Clearance -Comb. Air-Connector-P.R.V.- In Garage; Above Floor-Mech. Protection 27. 2 Appliance Circuts in Kitchen & Conductor Size/G.F.I. 75. Plb., Elec. & Mech. Equip. Listed for Location 28. Subfeed Wire Size / / ga. Cu or AI-A.C. Wire Size / /ga. Cu or Al 76. Elec. Receptacles in Garage; (G.F.I.)-Romex Protec. 29. Range Circ. / / ga. Cu or AI -Oven Circ. / / ga. Cu or Al. Insulated Neutral Yes No 77. Insulation -Foam -looked in Attic ❑ Yes 78. Guard Rails & Deck Construction -Post Caps 30. Service -Riser Conductors & Ground -Main Disconnect 79. Fdn. Vents & Crawl Hole Door -Drainage & Wood -Earth Clearance Looked under Floor ❑ Yes 31. Equip. Clearances Panels-Motors-Mech. Equip. 32. Clothes Closet Light -Shower Light -Spa Light 80. Following instld.; Drive ❑ Yes ❑ No; Walks ❑ Yes ❑ No; Planters ❑ Yes ❑ No 33. Smoke Detector 81.Stucco; Brown -Finish Card -131 Date Card -131 Date 82. A.C. Unit; Disconnect, Electrical, Plumbing Card -131 Date Card -131 Date 83. Vents Above Roof; Pibg.-Appliance-Firepl.-Clearance to Openings. Date MECHANICAL (Permit) OK except #'s 84. Water Well; Disconnect, Electrical, Plumbing 34. A.C. Ducts Insulation & Support 85. Exterior Elec. Trim; G.F.I. Receptacle -Underground 35. Vent Fan; Exhaust above insulation 86. Ventilation throughout House 36. Condensate Drain & Overflow; Size & Grade 87. Glass Protection 37. Furnace -Vent; Access -Comb. Air -Return Air Vent -115 outlet 88. Corrections from Previous Inpections 38. Attic Access & Platform if Furnace in Attic 89. Gas Test -Meters Tagged; Gas -Electric 90. Water & Sewer Connected -C/O to Grade -HD Approval Of. Energy Compliance Certificate -Other Certificates Card -B1 Date Card -B1 Date 92. Roofing Certificate Card -B1 Date Card -81 Date Card -131 Date Card -61 Date Date FRAMING (Plans) OK except #'s Card -81 Date Card -B1 Date 39. Sills, Proper Material & Anchors Card -131 Date Card -B1 Date 40. Walls Studs -Nailing, Spacing & Bracing -Plates -Sound Comments at Final: 41• Bearing Walls over Girders & Floor Nailing 42. Draft Stop in Walls (rat proof) 43. Fire Stops; Furred Ceilings -Stairs -Chases -Tub 44. Header & Beam -Size & Bearing (NOTE: An entry must be made each time you visit iob site) = OK O=NatOK. MOBILE HOMES ' = Not Ready MOBILE MISCELLANEOUS Date MOW tjOME UTILITIES (Plans) OK except #'s Date DECKS,COVERS,CARPORTS,GARAGES, (Plans)OK except #'s o ,Kg, Requirements-Setbacks-Easements 1. Zoning Requirements-Setbacks-Easements Special MH Support-Sketch 2. Footings; Soils-Size-Depth-Spacing-Connectors-Steel r; Location-Test-Fall-C/O-Concrete 3. Decks; Girders and/or Joists-Decking-Bracing-Stairs-Rails ater; Location-Test-Easement Needed (Sketch) 4. Wood Awn.; Posts-Beams-Rftrs.-Connec.- Shthg.-Rfg.-Bracing le icity; Location-Clearance Grn / Amp-Concrete J as; Location-Test-Wrap: / /t. " 7 / /"Nat. or/ /"L"ft./ /"LPG 5. Alum. Awn.; Columns-Connections-Splice-Decal-Enclosures 6. Carports; Windows-Doors 7. Utility Clearance 7. Elec. 8. Frmg; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing-Veneer-Stucco-Mesh Card-131 Date Card-81 Date 10. Roof; Shthg-Roofing Card-131 Date Card-61 Date 11. Ext.; Steps-Doors-Landings Date MOBI OME INSTALLATION (Plans) OK except #'s ,a­fq'piKg Requirements-Setbacks-Easements Card-131 Date Card-81 Date ooti s; Size-Spacing-Marriage Line Card-131 Date Card-131 Date as H Test-Demand-Valve-Connector i e ; MH Test- Cro overs-Breakers-Clearances Date POOLS (Plans) OK except #'s Test- I ex Connector 1. Setbacks-Easements e , MH gulator-Conn ctor 1 2. Soils; Compaction-Structure Stability er and Sewer C /O to Grade-HD Approval 1 3. Pool Structure; Steel-Connections-Thickness- Dead Men -Lining Gas fid Electricit xits; Insp.-Sketch 4. Elec.; Receptacles and Lighting, Distances-GFI 10. Cert. of Occupancy 5. Elec.; Pool Lighting; 15 volts-GFI 6. Elec.; Enclosures; Conduit Entries-Terminals-Listed 7. Elec.; Bonding; Metal w/5'-Circulating Equip.-Heater 8. Elec.;Grounding; Equip. w/5'-circulating Equip.-Pool Lghtg. Boxes-Enclosures-Panelboards-Ins. to Main in Conduit Card- Date Card-B1 Date Card-B1 Dati Card-131 Date ! 9. Health Department Approval 1 j '� 1 10. Plumb.; Cir. Test-Water Supply Test Card-131 Date Card-B1 Date Card-61 Date Card-61 Date • COUNTY OF BUTTE - DEPART NT OF PUBLIC WORKS �R91NiT N�� 7 County Center Drive - Oroville•,Califorh—ia 95965 - Telephone: 916/538-7541 APPLICATION AND PERMIT ASSESSOR P= TER ZO/„LN//� I,� /{I/ BUILDING PERMIT OWNER W - c ®w E TELEPHONE— S0. FT. OCC. BUILDING VALUATION OWNER'S MAILING ADDRESS COVA TOR'S [J_AytET LEPH� �y L/ C ACTOR'S MAILING ADDRESS Fireplace CONSTRUCTION LE D R UNKNOWN Total Valuation $ 0 Filing Fee $ 10.00 LENDER'S MAILING ADDRESS Permit Fee z /0 Z $ l9 ARCHITECT OR ENGINEER LICENSE NO. Plan Checking Fee $ 7 I, O Energy Plan Checking Fee $ ARCHITECT OR ENGINEER'S MAILING ADDRESS Penalty $ BUILDINGI� E L An Permit fee $ 33•s0 PLUMBING PERMIT Filing Fee 10.00 s�. Each Trap 2.00 Solar or heat pump water heater 20.00 LOT NO. SUBDIVISION NAMEPARCEL MAP Water piping 11ff 5.00 r/�0 Each qas water heater or vent 5.00 USE OF STRUCTURE SF ❑ Duplex[] MobilehomelXy Other Ala- ib Ri r SPECT FY Gas piping system 1 - 5 outlets 5.00 Building sewer 5.00 v a Mobile Home S G W 0.00 ea T_ TYPE OF WORK I New ❑ Addition[:] Remodel ❑ Utilities ❑ Installation ❑ Other Describe work: FPAJ- Po P_ �• � � � ` Permit Fee $ Contractor ELECTRICAL PERMIT Filing Fee 10.00 T Main service 600V OR LESS 100 AMP OR LESS 60 10.00 /d Main Service EA. ADD'L 100 AMP 2.50 CONTRACTORS LICENSE LAW I decI e under penalty of perjury (Check One): I am licensed under provisions of Chapt. 9, Div. 3 of the Business and Profess and my license is in f force and effect. License No. Classification El 1, as the owner, or my employees with wages as their sole compen- sation, will do the work,and the structure is not intended or offered for sale. (Sec. 7044) ❑ I, as the owner, am exclusively contracting with licensed contract- ors. (Sec. 7044) ❑ I am exempt under Sec. , Business and Professions Code for this reason NEW CONST. DWELLING OCCUP.& OR ADDNS. ACC. BLDGS. , /20sgft NEW CONSTR TI -OUTLET NON.RESID RAC.CIRC ITS 2.50 ea POWER APPARATUS 6 SINGLE OUTLET cIR. ) Ex. FIXTURES 5AL0t ALs30 FIXED APLNS. Ex. OCCUp. OUTLETS (RESID )REA.) 2.00 Temporary service 10.00 Mobile Home Facilities 15.00 Misc. lyirin g 15.00 Permit Fee $ WORKMEN'S COMPENSATION INSURANCE I declare under penalty of perjury (check one): ❑ The permit is for $100.00 (valuation) or less. ❑ 1 have placed on file with the County of Butte Building Department a Certificate of Workmen's Compensation Insurance or a Certificate of Consent to Self -Insure. I shall not employ any person in any manner so as to become subject to the W. C. laws of California. Notce to Applicant: If after making this statement,should you become subject to the W. C. provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. Contractor MECHANICAL PERMIT Filing Fee 10.00 Heating Cooling g Hood 3.00 Ventilation Permit Fee $ Contractor I certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby authorize representatives of the Countyot Butte to enter upon the above-mentioned property for inspection purposes. I also agree to save, indemnify and keep harmless the County of Butte against all liabilities, judgments, c sts, and expenses which may in any way accrue against said Conceofthe granting of this ppeer�mit. X Date Y��/� Signature of Applicant — Owotr ❑ Contractor Agent ❑ An OSHA permit is required for excavations over 0" deep and demolition or construct- ion of stru tures oval3 tories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ O TOTAL PERMIT FEE $ OCCUP. CONST.TYPEJ 151��JF71 PARCEL ND Issu This permit is hereby issued under sions of the Butte County Code and/or work indicated above for which DIRECTOR*OF PUBLIC By P MIT EXPIRES Date the applicable provi- resolutions to do fees have been paid. WORKS Date 4E—) v/ '� Receipt No. 4- 4'fid WNITE-D.P.W., YELLOW -ASSESSOR. PINK -1 SPECTOR. GOLDENROD -APPLICANT ��� �Vt�a�nG� .. o re�l�c � �K� 33�� �O� a of � e� -- C �� � ��,�� ,_._�- TO Buildinv Department FROM: Environmental4Nealth SUBJECT: Sanitation Clearance o Owner Location AP# Plan Approved for: Sewage Disposal Water Supply Hold final for: Water Supply Final clearance Q.R. for: �j Q-, Water Supply Clearance fort 3 bedroom mobile ome. Other NOTE *** Sanitarian Date .COUNTY OF BUTTE - DEPARTMENT-�QF=PIABLIC WORKS - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE: 916/538-7541 PERMIT APPLICATION DATA SHEET /� r Permit No. OWNER C& w 9 /Z A. P. No. Proposed Building Use Building Inspector �� Date r At time of permit application, I was advised the following data must be submitted prior to permit processing and/or issuance: DATE RECEIVED APPROVED 1. All items have been submitted . .................................... 2. Plot plans in duplicate/triplicate, signed by preparer of plans........ 3. Complete plans in duplicate/triplicate, signed by preparer of plans . . 4. Complete engineered plans and calcs, with wet signature on plans .. 5. Energy Design Compliance and supporting documentation ......... 6. Statement of Intent for Non -Heated and„AC Buildings .............. 7. Engineered truss details and layout in duplicate (required prior to plan check) 8. Mobilehome installation data including manufacturer's installation instructions....................................................... 9. Fees of $ .......................... 10. Chico Urban Area fees paid ........................................ _e �_1a--Park fees aid ..................................................... r 12. R School District fees paid ................ . CKIV Sanitation approval Health Department ... 14. City of Chico plumbing permit ..................................... . 15. Plot plan and business license approval from City of (see City for other requirements) .16. Planning approval for (A) Use: (B) Parking: . ...... . �!W7.rovements may be required. veway permit (construction approval required prior to occupancy) ... 7 -Inspection for required ...... Pre_ t (Date) 20. Contractor's license information (No., Name Style, Classification) ....... 21. Certificate of Workmans Compensation Insurance .................... 22. Owner -Builder Verification (Given to owner ❑, Mail to owner ❑) ........ 23. Recorded copy of Agricultural Acknowledgment Statement ............ 24. Letter of signature authorization ..................................... 25. 26. When you issue the permit, process as follows: Mail t owner. Mail to contractor. Telephone!FdS 7_1 and hold for pickup at office. Deliver w/inspector. Other Applicant t Date 66 QCk Copy of plans sent Health Dept., Fire Dept., Other Date The following data must be submitted prior to permit s uance: (Circle new item not checked above) 1. Index permit for above items No. 2. Additional items required: Contractor, designer, owner, was advised of above required data by_phone_rnail—counter by date Contractor, designer, owner, was advised of above required data by—phone —mal l_counter by date Plans checked by Date Plans approved by Date IP -/S Sets of plans on hold,/i a cab' t AP folder rep ft=,41— Copy—DPW 'Ile k"14- TO: Building Department s. FROM: Encroachment Permit Section RE: Driveway Clearance 111,aetl - crquiele"- )z — f//. . �-// - I* -Z/ - owner location AP # Driveway permit Vowe, /7eeefel _ has been issued for the above property. n b sign re date ""�(5�".`Ntw+..-."�.:-are �wiiki�'�i$F;.di".kww-•�i:.:n%:1«-.�r...y..,:r. r - BUTTE COUNTY SCHOOLS DEVELOPMENT FEE CERTIFICATION FORM (One Form per Building) A.P.. Number �l(-�1 �- Z� Building Department NO School INDistrict D upyA o -M City County ® Jurisdiction Property Owner r26 c) 1-% t Project Location/Address 32 q cz-AP. y- Z�) ©Z0V(t,t;E- Subdivision Lot Number Residential Development: \A a Sq. Footagel # of Living MHI Addition (Group R) Units Commercial/Industrial: Sq. Footage New Addition (Including -Exterior Roofed Areas) ems• � - g-��-gg Building'Department Representative Date' ******************************************************************* (Floor Plans reviewed by School District Personnel) District Id No. A§_06 School District certifies that. plicant Name)' (Phone Number (Street Address) lw19 v.I/e- (City) (State) (Zip Code) has complied with the requirements of Resolution No. by the payment of $ oyoig representing square feet. rN Z) 1. of District Representative PAID BY CHECK NO. BANK. NO PAID BY CASH Date REMARKS : T 1?e `,,ee" ,&5rC e,0 CU ,e- / (o _�`.3S 2 21awia- -2-1-r-c. r ea. white -applicant, yellow -building department, pink -school district SCHOOL.~FEE (8/88) ` 5���k 00 • P �e�ba`� �� ata D �d wal � �3, l�5 yard i de mrd ;ide •erd Il 60 • �tc•G o 0,15 t - '= a 500 SO. F[. MINIMUM FOR MOBILES kept on the !c� cd f,tj �l ? � � i ;t 'ss urlif�`'�d!l tC St -n@ Yl�IntIIO,Ui` -Ami"f:`31 permission •i:om. Woic- Caw *-Y o4, Via, N" McWials & Workmons'hip Shall Be in *&done* with Recognized Good Practices and a quality preser."Lct'g for the Spec<<ied use in the gem Butidinq, F€::rr .inr & AAeclianical CcAes and I gas". 2 nest Crc&4 street 8 Wre N 111(rax Awscssor Ear u1 1) - -- - - - -- s Mr. mobile I=e httch (tv-qw) will fnw Ovum ( )Swal ( psr ( )wv- oa . ....agar. -, Al�''� MODEL: 74-B-20 56/52x28-3B2 {I..� 16'-0' 10'-10 10'-6' 9'-4' Ss -4j' 10'--6' I OPT I OPT IDI �--^�__--- FREEZER Imo_ _ _ _ _ _ Q Q �i OPTK)NAL CHINA CABINETS TUB / SHOWER �_j BPACE' a . I W i I I RANGE UTILITY r STORAGE KITCHEN BEDROOM ♦Z FURN CATHEDRAL CEILING DINING ROOM r (LINEN PANTRY OPT CATHEDRAL GEEING 0 BATH 8HOWERi GARDEN �- MASTER O SNACK BAR LI EN TUB BATH WALK REFER BNWR IN I I QUEST II I I II II MASTER BEDROOM LIVING ROOM CATHEDRAL CEILING \ II OPT BEDROOM •8 it OPT DEN • � II I J' "� • �16.'-0' �" OPT I '-0'#---12'-0' ' 16'-0' -�4'-0'-i r r%- OPT ACTUAL FLOOR SIZE: 52'-0'x 26'-8' SQUARE FEET: 1333 J > ♦ �� w v � elk VOW- �. ,hl v �y MayEncorporatei g En neerieerin Cfirvirs LT" Z %.�j� vcTl%�iL LC BY........ ........................ GATE...... : ... ...... 5UyL�JECT...........`..:/............................ ......_.............._. ...._..�. C H K G. B \' ... ........ DATE ................. ./ / 06 !L i10fila�� 6',p e. �o!%t% S .......................................................... _......................... _...... SHEET SIO........../..... OF ...... L....... 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