Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
073-320-049
BUDDY DOZIER- — N/s of Old Forbest rox. j - a mi. past Robins o M 1 R r llj Sign says_.,.Eddy__C,o _ t ) f' Permit #2075-76E( r. c 073-32-0-049 #98-2804 MORTON, STANLEY 75 EDDY CT., FORBESTOWN TODD HEMSTALK A GARAGE /VU G 073-320-049 99-1411 MORTON, Stanley 75 Eddy Court, Forbestown Contr: Aldred Engineering Demo Single Family Dwelllmg 073-320-049 PERMIT#99-2015 _ -t MORTON, STANLEY -F) 75 EDDY COURT, OROVILLE �'3•a/ CONT: KCT CONSTRUCTION f N.W SF-REPLACE BURNED SF 073-320-04903-3511 MORTON, STANLEY 75 EDDY CT, OROVILLE INALED Cont: N/A 2 O STORAGE TO LIVING yy t I r . i i I i rift% M ! M T cc } T NOTES RESIDENTIAL 073-320-049 03-3511 PERMIT N0. _. MORTON, STANLEY _ 75 EDDY, CT, OROVILLw_ E j Cont: N/A I STORAGE TO LIVING 4 J, SPECIAL CONDITIONS CHECKED BY SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER JOB FINALED (Date) l v 1 Signature i r • r� J, SPECIAL CONDITIONS CHECKED BY SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER JOB FINALED (Date) l v 1 Signature V= OK 0 = Not OK - = NoYApplitable MOBILE HOMES • = Not Ready Date ' MOBILE HOME UTILITIES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support Sketch 3. Sewer; Location -Test -Fall -C/O -Concrete 4. Water; Location -Test -Easement Needed (Sketch) 5. 'Electricity; Location-Clearances-Grnd-/ /Amp -Concrete 6. Gas; Location -Test -Wrap;-/ /" L'ft. / /'Nat. or/ /"L"tt./ PLPG 7. Well Clearance & Disconnect 8. Utility Clearance Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch 11. Cert. of Occupancy 12. Permanent Foundation Only; License Decal Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 MISCELLANEOUS Date DECKS, COVERS, CARPORTS GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts-Beams-Rftrs.-Connectors Shthg.-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosure s- Pane lboards-Ins. to Main in Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 A V= OK 0 = Not OK - = Not Applicable = Not Ready RESIDENTIAL (; Date 46. Underfloor (Plans) OK except #'s 47. 1. Zoning -Setbacks -Easements -Flood -Slope Fireplace Ties or Type A Flue -Fireplace Throat Clearance 2. Fig., Main; Soils-Elec. Grnd.-/ /" Ftg. Depth 50. 3. Ftg., Garage; Soils-Steel-Elec. Grnd.-/ /" Ftg. Depth Garage Fire Protection Framing 4. Ftg., Porches & Decks; Soils -Steel-/ /" Ftg. Depth J%wE< 5. Stemwalls, Main; Steel-Blockouts-Wrapped Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 6. Stemwalls, Garage; Steel-Blockouts-Wrapped . 6a. Hold Downs and Special Anchors Stucco Mesh -Drip Screed -Fd. Vents-Undertlr. Access 7. Slab, Steel -Wrapped 59. 8. Piers -Fireplace Ftg.-Steel Brace Interior/Exterior Wall Panels 9. D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 62. 10. UF, Gas Pipe; Size Anchors - Yard Gas Piping; Size Test Guard Rails & Deck Construction -Post Caps 11. Water Pipe; Test -Anchors -Regulator -Service Test Date 12. Electric Underground FINAL (Plans) OK except #'s 13. Plenums & Ducts; Clearance -Material -Support -Ins. 64. 14. Girders -Sills -Anchor Bolts-Joists-Vents-Crippies Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor -Ducts -Mach. Protection 15. Access & Ventilation 67. 16. Insulation Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 86. Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except #'s Glass Protection 17. Water Htr.; Vent -Access -Combustion Air Baffle Corrections from Previous Inspections 18. Water Pipe; Test & Anchor -Nail Protection Gas Test -Meters Tagged, Gas -Electric 19. D.W.V.; Test Fittings & Anchor -Nail Protection Water & Sewer Connected -C/O to Grade -HD Approval 20. Shower Pan; Test, First Floor -Tub Access Energy Compliance Certificate -Other Certificates 21. Test Tub & Shower, Second Floor -Tub Access Address Posted 22. Gas Pipe; Sixe & Anchors Date Date Date Card B-1 Date Card B-1 Date Date Card B-1 Date Card B-1 Date Comments at Final: ELECTRICAL (Permit) OK except #'s 23. Fixture & Transformer Clearance -Ins. Protection 24. Elec. Receptacles Spacing -Lights & Switches at Doors 25. Size Boxes & No. of Conductors Stapled 26. Romex Installed Close to Edge of Studs & C.J. 27. Equip. Ground made up w/Mech Fasteners -Bond Gas & Water 28. 2 Appliance Circuits in Kitchen & Conductor Size GFI 29. Subfeed Wire Size / / ga. Cu or AI-A.C. Wire Size / / ga Cu or AI 30. Range Circle / / ga Cu or AI -Oven Circ. / / ga Cu or At Insulated Neutral Q Yes O No 31. Service -Riser Conductors & Ground Main Disconnect 32. Equip. Clearances Panels-Motors-Mech. Equip. 33. Clothes Closet Light -Shower Light -Spa Light 34. Smoke Detector Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s 35. A.C. Ducts Insulation & Support 36. Vent Fan, Exhaust above insulation 37. Condensate Drain & Overflow, Size & Grade 38. Furnace -Vent Access -Comb. Air -Return Air Vent 115 outlet 39. Attic Access & Platform if Furnace in Attic Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FRAMING (Permit) OK except #'s 40. Sits Proper Materials & Anchors 41. Walls Studs -Nailing Spacing & Braces -Plates -Sound 42. Bearing Walls over Girders & Floor Nailing 43. Draft Stop in Walls (rat proof) 44. Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs 45. Headers & Beams -Size & Bearing o Tingle & Duplex) Date FRAMING (Continued) 46. Hangers -Post Caps -Anchors -Connectors 47. Cling. Joist-Rftr. Ties-Purlin-Roll Brac.-Truss-Shting.-Rfng. 48. Fireplace Ties or Type A Flue -Fireplace Throat Clearance Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 50. Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 51. Garage Fire Protection Framing 52. Property Line Firewall & Openings J%wE< Doors -One 3' -Check Garage 3rd Story, 2 Exits 54. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection Plywood on Roof Overhang -Attic Vents -Rafter Outriggers . Siding -Nailing Veneer 57. Stucco Mesh -Drip Screed -Fd. Vents-Undertlr. Access 58. Glazing Area -Glass Protection -Skylights -Plastic 59. Shear Walls; Nailing -Bolts 60. Brace Interior/Exterior Wall Panels 61. Insulation -Walls -Ceilings 62. Infiltration -Walls -Windows 80. Guard Rails & Deck Construction -Post Caps Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 63. Ext. Steps -Door & Sidelight Protection -Landings 64. Smoke Detector 65. Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor -Ducts -Mach. Protection 66. Bedroom Exiting 67. G.F.I. & Bath Fixtures & Tub Access -Spa 68. Elec. Trim & Subpanel, Breaker Sizes & Labels 69. Stairs & Rails 70. Fireplace or Stove, Clearance -Hearth 71. Elec. Outlets at Wood Panel, Int. & Ext. 72. Kit. Fixt. & Appliance; Ground -Air Gap -Cooking Clearance 73. Elec. Outlets & Receptacles at Kit. Counter 74. Garage Fire Door; Swing -Landing -Closure 75. A.C. Duct in Garage -Damper 76. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 77. Plb., Elec. & Mech. Equip. Listed for Location 78. Elec. Receptacles in Garage (F.F.I.)-Romex Protection 79. Insulation -Foam -Looked in Attic 80. Guard Rails & Deck Construction -Post Caps 81. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor ❑ Yes 82. Following Instid./Drive 0 Yes 0 NoMalks J Yes 7 NotPlanters 0 Yes ] No 83. Stucco Brown -Finish 84. A.C. Unit Disconnect, Electrical -Plumbing 85. Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 86. Water Well, Disconnect, Electrical, Plumbing 87. Exterior Elec. Trim, G.F.I. Receptacle -Underground 88. Ventilation Throughout House 89. Glass Protection 90. Corrections from Previous Inspections 91. Gas Test -Meters Tagged, Gas -Electric 92. Water & Sewer Connected -C/O to Grade -HD Approval 93. Energy Compliance Certificate -Other Certificates 94. Address Posted Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive Oroville, California 95965 • Telephone (530) 538-7541 PERMIT NO. (Rev. 12/96) APPLICATION AND-PERMIT4--1 1 073 -320 049 SDG BUILDING PERMIT OWNER STANLEY MORTON 589-1266 TELEPHONE SO. FT. OCC. BUILDING VALUATION . OWNERS MAILING ADDRESS 75 EDDY COURT OROVILLE CA 95966 522 U -R 9936.00 CONTRACTOR'S NAME UNKNOWN TELEPHONE l� 29 808 • QQ CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER LENDER'S MAIUNG ADDRESS Fireplace Total Valuation $ rQ0 ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 ARCHITECT OR ENGINEERS MAILING ADDRESS Permit Fee $ 207.00 Plan Checking Fee $134.55 BUILDING ADDRESS 75 EDDY COURT Energy Plan Checking Fee $ 23.00 $ PERMIT FEE $ 384.55 IAT NO. SUBDNIS ION5 NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF � Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 31 7-0021.00 Solar or heat pump water heater 23.00 Water piping 15.0015.00 Each gas water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel'jd Utilities ❑ Installation ❑ Other ❑ Describe Work: STORAGE TO LIVING Gas piping system 1 - 5 outlets 15.0019-00 Building sewer 15.0015.00 Mobile Home I S I G I W 1@20.00 PERMIT FEE $ 86, 00 ELECTRICAL PERMIT Fling Fee 20.00 Main Service 800V OR LESS zo.A OR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, Will do the work, and the structure is not intended or offered for sale. V/ I, as. owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) 10/1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' - compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall orthwith comply with those provisions. X Date ZJ — Z d — z22_ Signature ofp licant - ❑ Owner ❑ Contractor ❑ Agent An OSHA , nleis required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. Main Service 200A TO 1IIIA 46.00 ' NEW CONST. DW NS OR ADDNS, 8 ELLIACG OCCUP. C. BLDS. 3.50E NONN•RESID MULTI -OUTLET @7.50 " POWAPPARATUS , a SINGERLE ourl6T CIR. I. Ex. OCCU . OUTLET OR FIXTURES BAL @ I.w Ex. Occup. OFlxuTLEE°Ts R. DEA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE $ 35.0 Mobile Home Installation Fee $ Energyon Energy Inspection Fee $ 46.00 R3 CONST . VN TAL FEE $ 551.55 HAZ. D. FE IMP FLOOD _ OD CDF PARC PD D UE This permit is hereby issued under of the Butte County Code and/or indicated above for whic fees have By PERMIT EXPIRES ON Gb the applicable provisions Resolutions to do work been paid. / Dae 144110 0 Def, Receipt No. 3 WHITE-D.D.S.-B.D. CANAR S OR PINK -IN CTOR GOLDENROD•APPLICANT -,j-..1r'ir< ,,,r. c•(`. � .. r..Y -;`""'^"Y ^"' J.. ,/, ... �.. .�,vt'L,�J rr`4}�:�1, i.r..y�l'�'¢c' �'ri.'� ^•--: C:- '9: t -f �: n.�..,�,i..�.x...g.•i.,.F.,�„ -.--:. COUNTY OF BUTTE -DEPARTMENT.,, , DEVELOPMENT SERVICES -BUILDING DIVISION I 1•, 7 County Center Drive, Orovilie„CA 96.5 Phone (530)538-7541 Fax (530)538-2140 I PERMIT A �,P ;�,, P' - �� CATION•DATA SHEET • OWNER: f , TU n ASSESSOR PARCEL NUMBER - Proposed Building Use: �� ( A CIG 4Q Ll V I ('?Q Counter Technician: Date: //- `J G� ,�t/efns required in order to apply for a permit. All boxes UST be checked OR marked NA in order to apply. �Flz] f1. Site plans, 3 or 4 sets, signed by the preparer of the plans. © 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. ❑ 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. r" ❑ 4. Engineered truss details and layouts in duplicate. No faxes! 1&5. Energy compliance design and supporting documentation in duplicate. ❑ 6. Manufactured homes: (A) Data sheets and installation inst, (B) Marriage line info, (C) Floor Plan, (D) Tie down or find plans, all in duplicate. ❑ 7. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. ., X, _ry Items required for initial plan review. If checked items have not been received, plan review cannot proceed. The permit will be indexed and returned to the plan review line-up when required items are received. Date Received By ❑ 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate ................................ ❑ Site plan and business license approval from the City of Biggs .................................... 0. Letter of intent for no residenti Q dl g ...................................................... 11. Detached Accessory Building;; ormfilled out by the owner ..................................... ❑ 12. Hazardous Material Form......:........................................................................ ❑ 13. Fire Sprinklers......................:.................................................................... ❑ 14. Agricultural Buffer clr and site plan apr from the Ag Commissioner Sent by ❑ 15. Other ning items needed to issue the permit. (May require additional plan review upon receipt oft a fo lowing items.) 16. Fees as shown on the attached Schedule of Fees Due Sheet... ...... d, 3 3 I\ment of Intent for -Non -heated and A/C Buildings .................................... fir' ation and site plan approval from the Environmental Health Department in(' fChico Plumbing permit........................................................................ ,r rnia Department of Forestry plan approval ❑ paid.- Sent by: ...................... ❑ 21. Planning approval for (A) Use: 0 K (B)Parking: (C) Parcel Check: ' , ❑ 22. Contact Land Development about ❑ Improvements, ' p p ❑Drainage ............................... - '10 23. NPDES Form ...................`........ *. .............******....................................... El 24. Encroachment Permit for driveway from the Public Works Dept ................................. 4226. 5. Pre -Inspection for required ................ Contractor's license information. (Number, Name Style, Classification) ................ ....... x 7. Worker's Compensation Carrier and Policy Number ............................................. ❑ 28. Owner -Builder Verification (O Given to owner, ❑ Mailed to owner) ............... ....... ❑ 29. Letter of Signature authorization.................................................................... ❑ 30. Recorded copy of Agricultural Acknowledgment Statement .................................... ❑ 31. Manufactured home utility clearance............................................................. ❑ 32. Existing violations and/or expired permits ...................... .... ........................... ❑ 33. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts, ❑ Letter from Legal Owner, ❑ Check to H.C.D. $ ❑ 34. Other: When issued Telepho 5 ( /& J and hold for pickup. . I have been informed of the above items nd requirements for obtaining a building permit. Applicant: Dat % - -3 v 1. Index permit application fo he above items numbered: Plan Check I tter 2. Additional items re ILK Contractor, design , own , was advised of the above data by phone, ETmail,ke counter, by Date: Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter by Date: Plans reviewed by: Date:.. Plans approved by: Date: Structural reviewed by: Date: . Structural approved by: ZW Date: Note transfer by: Date: - L Vy/', Yellow: Building Division �w J [t. a TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance e.�a. USE csu v Piot Pian Attac!ad . Floaa Plan Atuchad Sena to B.D. / Ir Owner Location AP# Plan Approved for: Sewage Disposal ✓ Water Supply: Public Private Well Clearance for dwelling. Other �J _za Hold final for: Final clearance O.K. for: NOTE: /7) Environmental Health 8/96 list 6;6fs Date COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES — BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE, CA 95965 TELEPHONE (530)538-7541 SCHEDULE OF RECEIPT OF FEES OWNER 34anhO14 M0(400 PROPROSED BUILDING USE ae .76 Uv r) 1. BUILDING PERMIT FEES --- Balance Due ..................... $ Additional Fees Due........... $ --- Revised Plan Checking Fee.... $ 7kJ2. SCHOOL DISTRICT FEES6'(09d n l (paid at School District Office) (form available after Plan Check 3. SHERIFF FEES (paid at Building Division) Residential............ X $360.00 =$ Units Commercial (sq. ftg.)..... X $0.03 = $ Sq.Ftg. A.P. # 093 -i5QO "U DATE RECEIPT # DATE REC. 4. URBAN AREA FEES (paid at Building Division) Residential (per unit)..... X = $ _ # Units Amt. Commercial (Sq. Ftg.).... X = $ Sq. Ftg. Amt. 5: RECREATION DISTRICT FEES (paid at Recreation District Office) (form available after Plan Check) 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) 7. SRA FIRE INSPECTION AND PLAN CHECK FEE $89.00 (paid at Building Division) 8. WATER TENDER FEES BATTALION # $200.00 (paid at Building Division) 9. NORTH CHICO SPECIFIC PLAN (paid at Building Division) Residential Zone X = $ Zone # Units Amt. Commercial (sq. ftg.) ......... X = $ Sq. Ftg. Amt. 10. OTHER At time of permit application, I was advised the above fees are required to be paid prior to issuance of the permit. These fees may be changed during the plan checking process. APPLICANT DATE 1 ! / 3 _Z__�-3 Pursuant to Government Code Z. 66020, you are hereby notified that items, 2, 3, 4, 5, 6, 8, 9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original -Building Division Yellow -Applicant Pink -Owner (rev. 2/2003) i i i , . :, • ten/.- .. _ 4 ,�. :. ;. ._ ... .. •.,y � ..-. .. r BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) m r School District (" ABuilding Department No.s� I A.P. Number �� /3 -,322 Ott 0 Jurisdiction: City ®County Property Owner Property Location//4 Subdivision Lot NO. x ` , Residential Development Q ® Q f� Sq. Footage No of Living Mobile Home Addition) 'Supplemental to (Group R) Units Installation Conversion Permit # *(No foundation Inspection) ti................................................................................................_...i Deed Restricted Sq. Footage (Attach a signed copy of Deed Restriction and Notice of limited Use Facility document) ON Commercial/Industria Q Q Naw AdAkien "tea, District Identification No. (oma{ k T e- V," School District certifies that Sq. Footage V (Including Exterior /)Roofed Areas) he Date C ON -a v- 1-0 M+ (Applicant) ` (Phone Number) (City) (State) (Zip Code) has complied with the requirements of Resolution No. representing 5S.1- square feet. `G w� School District Represer 6 1 U 1—1 0 by payment of $ 2926 $ FULL MRIGATION $ 11-3�.a3 Date Paid by Check # Remarks: n -VI _ 3,2--A - b �j C. 5 S d, ov a- Notice: You may protest the Impo t�kion of the teas Identfied above by submitting a wrkbn protest to the District, in compliance with Gov m nrent Code Section 66020(a), within 90 days from the date hes are paid. Failure to submit a timely written protest wlll'prohibit you from cal w%ilng the Imposition of the hes In any court actiom. If, subsequent to the School Distrkt Representative signing this Butte County Sehodh noURW by the applleabh Local Planning Agency that this proJeet Is being revW this proisct may be subs to additional school tees to fully mlti s. its Impact on the White (applicant), Yellow (building department), Pink (school district) &A Fee CNtlSptlon Form, the School District is the Calfornle Environmer l Quality Act (CEQA), 6 1 Matrices schools. feeformaft (10/03)dmm M NOTES RESIDENTIAL PERMIT NO.. ('073-320-049 , 99-2015 f ' MORTON, ', STANLEY R. 7-75.LEDDY COURT;_OROVILLE to CCONTR:'- CT CONSTRUCTION 'NEW SINGLE FAMILY �._] :10 0) 1. i ' SPECIAL CONDITIONS CHECKED BY SRA �s i• FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS ! VERIFY USE PERMIT CONDITIONS < R SUB -STANDARD HOUSING LETTER OFFICE COPY Address } 1 GAS I Meter By Date ELECTRIC]�E I �` Meter By Date /�` n rr 1 i JOB FINALED (Date) Signature v Y =OK 0 = ?Vot OK } - = Not Applicable • = Not Ready � MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s Zoning Requirements -Setbacks -Easements 1. Zoning Requirements -Setbacks -Easements Footings; Soils -Size -Depth -Spacing -Connectors -Steel 2. Soils; Special MH Support Sketch Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 3. Sewer; Location -Test -Fall -C/O -Concrete Wood Awn.; Posts- Bea ms- Rftrs.-Connectors Shthg.-Frg-Bracing 4. Water; Location -Test -Easement Needed (Sketch) Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete Carports; Windows -Doors 6. Gas; Location -Test -Wrap;-/ /" L'ft. / P Nat. or/ /"L"ft./ PLPG Electric 7. Well Clearance & Discorinect Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 8. Utility Clearance Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. 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 1 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 1. 4. Electricity; MH Test -Crossovers -Breakers -Clearances 2. 5. Drain; MH Test -Fall -Flex Connector 3. 6. Water; MH Test -Regulator -Connector 4. 7. Water and Sewer Connected -C/O to Grade -HD Approval 5. 8. Gas and Electricity Tagged 6. 9. Tie Downs -Type -Installation Cert. 7. 10. Exits; Insp.-Sketch 8. 11. Cert. of Occupancy 9. 12. Permanent Foundation Only; License Decal 10. Plumb.; Cir. Test -Water Supply Test Date Light Niche Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 . � 1 MISCELLANEOUS Date DECKS, COVERS, CARPORTS GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts- Bea ms- Rftrs.-Connectors Shthg.-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 1. Setbacks -Easements ` 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater I 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 11. Light Niche Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 ✓ = OK 0 = Not OK - = Not Applicable RESIDENTIAL (; = Not Ready Date Underfloor (Plans) OK except #'s V. ming- Setbacks- Ease ments-Floocl- ,?pe Fig., Main; Soils-Elec. Grnd. -/ -I t Depth tg. ,Garage; Soils-Steel-Elec. Grnd.-/ /" Ftg. Depth 14 g., Porches & Decks; Soils -Steel-/ /" Ftg. Depth Stemwalls, Main; Steel-Blockouts-Wrapped _-4-Stemwalls, Garage; Steel-Blocc<outs-Wrapped C6Y Hold Downs and Special Anchors 7. Slab, Steel -Wrapped 8. Piers -Fireplace Ftg.-Steel Date D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test t _,4< -UF, Gas Pipe; Size Anchors - Yard Gas Piping; Size Test Water Pipe; Test -Anchors -Regulator -Service Test 12. Electric Underground 13.,,Penums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts-Joists-Vents-Crippies Access & Ventilation - 16. Insulation Dat ...rim Card B- Date Card B-1 to Card B-1 Date Card B-1 ate _04eU ABING (Permit) OK except #'s Waher Htr.; Vent -Access -Combustion Air Baffle JRISO-r Pipe; Test & Anchor -Nail Protection 21. Ly I. VIA V 2?. V.; Test Fittings & Anchor -Nail Protection Shower an; Test, First Floor -Tub Access est Tub & Shower, Second Floor -Tub Access 96S Pipe; Sixe & Anchors Daly V"' Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date TRICAL (Permit) OK except #'s 21.-Fixlwe & Transformer Clearance -Ins. Protection Ele eceptacles Spacing -Lights & Switches at Doors 25. ize B es & No. of Conductors Stapled 6. omex Installed Close to Edge of Studs & C.J. 27. ip. Ground made up w/Meth Fasteners -Bond Gas & Water 8. 2 pliance Circuits in Kitchen & Conductor Size GFI Su ire Size / / ga. Cu or AI-A.C. Wire Size / / ga Cu or AI ange Circle / / ga Cu or AI -Oven Circ. / / ga Cu or At Insulated Neutral Q Yes O No 31. S ice -Riser Conductors & Ground Main Disconnect Equ' . Clearances Panels-Motors-Mech. Equip. lothe oset Light -Shower Light -Spa Light oke Detector Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s A.0 Ducts Insulation & Support e Fan, Exhaust above insulation densate Drain & Overflow, Size & Grade `i , Fu ce-Vent Access -Comb. Air -Return Air Vent 115 outlet Attic Access & Platform if Furnace in Attic -ate Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FAMING (Permit) OK except #'s 4Sits Proper Materials &Anchors 41. Studs -Nailing Spacing & Braces -Plates -Sound ring Walls over Girders & Floor Nailing Draft Stop in Walls (rat proof) ti reops, Furred Ceilings -Stairs -Chasers -Tubs 45. ders & Beams -Size & Bearing r r � jingle & Duplex) Date FRAMING (Continued) Hangers -Post Caps -Anchors -Connectors I' ist-Rftr. Ties- Purlin-Roll Brac.-Truss-Shting.-Rfng. Fir ce Ties or Type A Flue -Fireplace Throat Clearance ARf—Attic A ss; Size & Romex Protection -Draft Stop -Ins. Baffles 5 d indows or Exiting Doors -Sill Ht. & Dimensions 5,1 --'—Garage Fire Protection Framing 52. Pro y Line Firewall & Openings 5 -ors-One 3' -Check Garage 3rd Story, 2 Exits 54 -'Stairs; Width- yeadroom-Rise- Run- Landing- Fire Protection Vents -Rafter Sj�g-Nailing Veneer Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 58. faf5zing Area -Glass Protection -Skylights -Plastic -- 1,901 e She Walls; Nailing -Bolts race Interior/Exterior Wall Panels S Insulation -Walls -Ceilings 62.. Infiltration -Walls -Windows Date Card B-1 Date Card B-1 Date Card 15k Date Card B-1 Date FINAL (Plans) OK except #'s 3. Ext. Steps -Door & Sidelight Protection -Landings Smoke Detector Furnace Vents -clearance -Comb, Air -Connector - In rage; Above Floor -Ducts -Meth. Protection Bedroom Exiting G.F.I Bath Fixtures & Tub Access -Spa c. Trim & Subpanel, Breaker Sizes & Labels Stairs & Rails it place or Stove, Clearance -Hearth Ele . Outlets at Wood Panel, Int. & Ext. it. Fixi. & Appliance; Ground -Air Gap -Cooking Clearance Elec. Outlets & Receptacles at Kit. Counter Door; Swing -Landing -Closure oq rage -Damper 01 Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor -Meth. Protection b., Elec. & Mech. Equip. Listed for Location 7 Garage (F.F.I.)-Romex Protection 9. 1 ation-Foam-Looked in Attic LW Guard Rails & Deck Construction -Post Caps Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor O Yes 82. Following Instld./Drive --fes J No/Walks J Yes 0 No/Planters 0 Yes 0 No A.C. Unit CB&'Vents,Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 86. ter Well, Disconnect, Electrical, Plumbing 92 Exterior Elec. Trim, G.F.I. Receptacle -Underground Vd—Ventilation Throughout House 90. orrections from Previous Inspections Gas Te t -Meters Tagged, Gas -Electric n r & Sewer Connected -C/O to Grade -HD Approval f as. nergy Compliance Certificate -Other Certificates Address Posted Date °Card B-1 Date Card B-1 Date /,.1 f::V rd B-1 Date Card B-1 Date and B-1 Date Card B-1 Comments at Final: LO�RKE INSULATION CO., INC. INSULATION CERTIFICATE 75 Eddy Court Forbestown Number and StreetCity County Subdivision Lot Number DESCRIPTION OF INSTALLATION 1. ROOF Material Thickness (inches) 2. CEILING Batt or Blanket Type Fiberglass Batts Brand Name Thermal Resistance (R -Value) Brand Name Johns Manville Thickness (inches) 13" Thermal Resistance (R -Value) 038 Loose Fill Type -- -- --Fiberglass-- - — Brand Name JohnsManville – - Contractor/s min. installed weight/ftsq. .659 Ib. Minimum Thickness 16.25" inches. Manufacturer's installed weight per square foot to achieve Thermal Resistance (R Value) R38 3. EXTERIOR WALL Material Fiberalass Batts Thickness (inches) 3.511/6.5" 4. RAISED FLOOR Material Fiberglass Batts Thickness (inches) 6.5" 5. SLAB FLOOR / PERIMETER Material Thickness Perimeter Insulation Depth (inches) 6. FOUNDATION WALL Material Thickness (inches) DECLARATION Brand Name Johns Manville Thermal Resistance (R -Value) R3/R19 Brand Name Johns Manville Thermal Resistance (R -Value) R19 Brand Name Thermal Resistance (R -Value Brand Name Thermal Resistance (R -Value I hereby certify that the above insulation was installed in the building at the above location in conformance with the current Energy Efficiency Standards for residential buildings (Title 24,Part 6, California Code of Regulations) as indicated on the Certificate of compliance, where applicable. N / J C.L.#499150 Item #s ature, Date Item #s Signature, Date Item #s _ Signature, Date LOERKE INSULATION CO., INC. Installing Subcontractor (Co. Name) Or General Contractor (Co. Name) Or Owner Installing Subcont (ctor (Co. N ame) Or General Contractor Co. (Jame Or Owner Installing Subcontractor (Co. ) ame) Or General Contractor Co. Name Or Owner 12/13/0012:45 FAX 530 244 3329 )TOSS LUMBER TRUSS 10001 ..m... -I. r—rjgju• carlrl N0.317 P.1 SC 115928 Ise •t.sa 14 G.a 3 0.31;11 Sclale a 1:88.9 • 1.8.0 4.8.14 4.11-414QALA / 344 THE RZPAIR IS To RE+tDNB A 3E=N OF PANEL 4.6 AN SMOWN. S C'L REMOVED ATTACK WDR NO.2 MEMM TO CNN PACE AS 1HOWN WITH FOUR PLATES NOT 3x4 100 NAILS(0.1489(3217 CLUSTERED AT EACH INIYER8ECTINe MEMS@R. 4 • 134W L=IND (pe SPACINe Z." c: Z0. Plates raft EO 1.16 Tl TCOL 7.0 Lumber hicreesi 1.18 al BCLL 0.0 Rep $triae faor Y= -8W scm 7.0 Cody UWANSIGO LteM�R ' TOP CHORD 2 X 4 CF NOAGWG SOT CHORD 2X 4 DF No -11& r0 VMS 2x 4 WOW" RBAiCMM (IbleiBld) 2-1544/0.3.8.0-466/O U MaxPkim 2.27 ` d cosi MUpllft2■•12 ad case mr, 6a-1810oad case 4) ROOF I( )b • 1-4a Coon 7�••22e, 44W -I a wr oHCRD 2.76 a74 WM 11•7`22i, 4.1 -140, S4 -.M 9.7-M NOm 314--1 1.80 1 , vL�aATM co�L -0.1 2 mg 2022ot195 0.48 VeR -DA3 2•7 -^434 0!2Ha LC INn VdG49 ox M Weight .77lb T CIiORD �Et athed or t;; 0 0 or. center ptttlla spacing. 8OT CHORD Rigid betting dtreoll/ ®paled at 6.0-0 on aentir bredng. )Title uva has been oheaked for Unbotsnmd Ioaft cond?ttana. 2) This truss baa been designed for the whtd ibade gamwaiod by 140 mph Winds at26It abover and Levet, acing 5>0 f top choni dead load and 8,0 pal bottom chard dead load: lDO rni fltgm hurrirAne ofwanlina, of at ocoupanoyq� my 1, oond4lon I enclosed hu , of dlnt®Refone 48 fi by Z4 ffW4h *Xpo$M OABCB 7.83 po U®GANS)95 If end ver0ostla or oantDsnrers eoLlst ;trey sre expaeed b wlnd�f pototteso�l, Lhey ate net exposed tb wind. The lumber DOL Inareeee Is 1.38, end the plate grip Irwom k t.33 3? PraAd s ad"uete dowtge b pmwt wplar potdAMnp. 4) All plates are N= p1Mes unises eilhelvdas indtoaWd, ti) This truce has been designed fore 10.0 parbaMohe churl We load narmbncuttenl wah enj oilier rive loads per Table No. 18.9 UBC•94, 81 A -plate retina rauotlon of 20% hes been applied krthe green Ltmber mambaro. uPyproIvilft st m"e aleal oanneollon (by ethers) of Irua9 to bMfing Plaie oapable of W thatanding 123 Ib uplift at joint I and 1811b 6) This Musa has been designed with ANSINN 1.10% crhafta. LOAD CME(S) Standard DEC 13 2000 M ® TyARNING: • Vii jay deatgn parwneters and READ NOT$S ON TXtS AND RA'VEItSg SIDE BEFORE U8E Design vatm utr use smy edm Minh connews. This dooiga M brand nosy upas pwaraoemm OA6wf,. mid is for an WdLeasel Widlm component to be InStolled andtmdetl'vorUGay ApplWmIly at Heslgn parefaetere and propar Ingloparimon of dmneanart La tscyengblsty of bueding dm%W - nst trues asifrner, 8moing shown le for fetel3i ouppartor fndl>.klaef Web merntere Addfaonel lemaoftuy ete0ln9 to unsure plablay, "M; O'eASOWIWOA Is rhe reepanefnlilly pl tits erecta. ndahldndl UeimensnenLbrecMg *I Itto coerce! elr716 aaturs :eche aeepa tibgity at the eullding ovowor, Forfsenerel Wid3rpo negprding febdceggn, gue•NLV eoppal, staraile, delhlerl" Wsauon, end bredng, caw! 481%90 9uellry slond;14 ase: 01 Erwin® Qoecllloallon, and MLB•e1 Maading inatanaltan ane Brneing Recanmendet qrt Ardkesle Proal T lea Plies Lnatltuse, dee Dr0eo0rts Drive, NLaeleOn, W159718 MiTeit lndlsst>r?e9, Inc. F 1VIICIAEL, MOONEY 5 A MADRoNE A vE. CIVIL ENGINEER OROVILLE, CA 95966 RCE 20647 (530) 533-2131 . Butte County Building Inspection Dept. RE: Owner: Morton project Contractor: KCT Construction On Tuesday August 22, 2000 a special inspection was performed for an anchor bolt connection in the foundation. The 3%" diameter hole was drilled 12" deep -into the foundation, blown out several times with pressurized air and a 5/8" diameter bolt inserted with epoxy capsules as per manufacturer's specifications. �. Sincerely, Michael Mooney Civil Engineer RCE 20647 Z V J ' V MICHAEL MOONED a ' °5A MADRONEAYE. CIVIL ENGINEER OROWLLE, CA 95966 'RCE 20647 (916) 533-2131 Butte County April 12, 2000 Development Services Department Building Division 7 County Center Drive Oroville, CA 95965 Re: Stan Morton J. Oswald This is in response to your inspection concerns for the doubled sill plate and blocking under joist. Rim is attached with A35's at 4811 oc. which is'a 102.5 lb./ it lateral load transmitted to the sill. The -lateral value of 16d nails at 16" oc. is 118 lbs per foot. Provided the two sills were joined with a minimum of 16d nails at 16" oc. I have no problem with this construction. Blocking under joist to ad -just height is okay with me as long as block and joist are both firmly attached to hanger. i Thank you for your consideration. Yours, Michael Mooney My license expires 9-30-01 MICHAEL MOONEY 15A AIADRONEAvE. CIVIL ENGINEER. OROWLLE, CA 95966 RCE 20647 (916) 533-2131 Butte County April 6, 2000 Development Services Department Building Division 7 County Center Drive Oroville, CA 95965 Re: Morton Oswalt Attn. Gary A. . • .This is in response to your concerns for "rock pockets", and orientation of Stab anchor bolts. -'Rock pockets are not in my opinion detrimental to the strength of concrete stem walls provided that the rebar is not exposed and the pockets are not so extensive as to considerably reduce the cross section. I Louis H. 'Tuthill, the DWR's consultant in concrete for the California water project, told me that in fact he liked to see some minor rock pocketing, which in his opinion was evidence that the concrete had not been over consolidated (causing separation of aggregate from binder). In my conversation with you, it was your opinion that the mix was too dry to properly place. If this were the case then the resulting concrete would be stronger. The Simpson catalog on page 22 has a diagram which is supposed to represent the plan view of a stem wall showing proper orientation of the "Stab" anchor bolts. The layout in the middle of this detail is represents design layout for the application of the bolts in the interior of stem wails, the layout`at each side of the detail representing stem wall corners respectively. An application with the arrows normal to the wall is appropriate for the interior of stem walls. Thank you for your consideration. P Yours, Michael Mooney `My license expires 9-30-01, COUNTY OF BUTTE -DEPARTMENT QF Df~,,YELOPMENT SERVICES -BUILDING ISION 7 County Center Drive • Oroville, California 95965 c Telephone (530) -754 PERMIT NO. (Rev. 12/96) APPL.ICAT`9ON SND PERMIT ,�-�-- T--�L ASSESSOR PARCEL NUMBER 073-320- ZONING BUI PERMIT OWNER Y R MORTON STAO T& ONE SO. FT. OCC. BUILDING VALUATION S MAILING ADDRESS EDDY COURT OROVILLE 95966 2153 116, 62.00 CONTRACTOR'S NAME KCT CONSTRUCITON TELEPHONE 0 5 , 250.00 CONTRACTORS MAILING ADDRESS 4'-qnr.nTDC,F -RD, 01ROVILLE CA 905-966 CONSTRUCTION LENDER LENDER'S MAIUNG ADDRESS Fireplace Total valuation $ 130 638.00 ARCHITECT OR ENGINEER LICENSE NO. -Filing Fee $ 20.00 Permit Fee $ 748.0( ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 486.20 BUILDING ADDRESS 75 EDD �' Energy Plan Checking Fee $ 23.00 PERMIT FEE $ 19277.20 LAT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 2 7.00 4.00 Solar or heat um water heater 23.00 Water piping 15.00 5.00 Each as water heater or vent 1 5.00 5.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe work: NEW SF( REPLACE SF DESTROYED BY F T RFS) Gas piping system 1 - 5 outlets 15-0015.00 Building sewer 15-0015.00 Mobile Home I S I G I W @20.00 PERMIT FEE $ 164.00 ELECTRICAL PERMIT Filing Fee 20.00 OR Main Service 20.AORLESS 23.00 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000 of Division 3 of the Business and Professions Code, ( g ) and my license is I full force and effect. License Class Lic. No. ����� OWNER -BUILDER 'DECLARATION 1 hereby affirm under penalty of perjury that I am exempt from the Contractors license Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service 200A TO 1000A 46.00 NEW CONST. DWELLING OCCUP. OR ADONS. ( & ACC. BLDS. SO 3.5¢',. 5.35 NEW CONST' MULTI -OUTLET NON -RE NS 07.50 POWER APPARATUS 8 SINGLE OUTLET CIR. Ex. Occu ourL>TORParuREs BAS@ .50 Ex. Occup. oPlx�e R pOEp 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ 118.3 WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. jo I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insure ce carr er and policy number are: Carrier �7,�Q�� ppa Policy Number- (The above sections need not be completed If the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. �s q X _ Date /6- 23 -Y rs1 Signatur Applicant - ❑ Owner IJITContractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. MECHANICAL PERMIT Filing Fee 20.00 Heating 30.00 Cooling Hood 6.50 6.50 Ventilation 4 4.50 18.00 PERMIT FEE $ 89.90 Mobile Home Installation Fee $ Energy Inspection Fee $ 46.00 cc CONST.TYPE vTOTAL FEE $ 1, 695.05 ., HAZ.IMP FLOOD CDP PARC PD HD JfSSUE, 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. ,,,`7 00 By Date/ - PERMIT EXPIRES ON -7-01 Date ReceiptNo.F St� WHITE-D.D.S.- CANARY -ASS SS INK•I SPECTO GOLDEN D -APPLICANT a_t t�fi..+,;r^'- .-...a\;... 11. ,. •1-. ,i . :y. ... .;r . '• r . . 'C'BN QF BUTTE -DEPARTMENT - E •OP SERVICES - BUI 7 COUNTY CENTER DRIVE - OROV E, b IA 95965 - TELEPHO PERMIT APPLICAT?ON DATA S ET DIVISION 538-7541 OWNER:S. ASSESSOR PARCEL ER: proposed Building Use: 7j Buildin Inspector: Date: At time of permit application, I was advised the following; at must be submitted prior to permit races mg and/or issuance: Date Received By ❑1. Allot' ems have been submitted.------------------------ -----------' lot plans,sets, signed by the prepazer of plans. ----- 113. Complete plans, 3/4 sets, signed by the prepazer of plans: ------------a------------------------------------- ❑4. Engineered plans, 3/4 sets, with wet signature on plans. All engineering must be shown on plans. -------- 0 5. Engineered truss details and layout in duplicate (required prior to plan review) No faxes! ------------------ ❑6. Energy Design Compliance and supporting documentation. ---------------- %== 7. Statement of Intent for Non -Heated and A/C Buildings. ---------- ----------------------------- 0 8. Hazardous Material Form. ------ i------------------------------------------------------------------------------------ ❑ aiiufactured Home data and installation instructions including Tie Down Specifications. ------------------ Fees of $ _ S-} �- -�---�-1� �,-� 2 ------------------------------------------- Impact fees as shown on the attached schedule. --r-� -- ------------------------------- 2. California Department of Forestry plan approval/fees.1 -4� ❑ 13. Fl od elevation certificate. --------------------------------------------- . Sanitation and plot plan approval �t^0 Healtli Department. ❑ 15. City of Chico plumbing permit. ---------------------------------------- El 16 Plot plan and business license approval from the City of Biggs. --- 1117. -- ❑17. Planning approval for (A) Use: 01C (B) Parking: _ ❑ 18 .' Contact Land Development about ❑ Improvements, ❑ Drainage, ❑ Legal Parcel. ----------------- ❑ 19. Encroachment Permit for driveway (construction approval prior to occupancy). --------------------- ❑20. Pre -inspection for rt+1r' required Request to Building Inspector on ❑21. Contractor's license information. (Number, Name Style, Classification). -------------------- 1122. Workers' Compensation carrier and policy number. -------------------------------------------- 023. Owner -Builder Verification (Given to owner ❑, Mailed to owner,❑). ---------------------- 1124. --------------------- ❑24. Letter of signature authorization. ----------------------------------------------------------------- ❑25. Recorded copy of Agricultural Acknowledgment Statement. ------------------------------ --- 1126. Letter of intent on building use.------------------------------------------------------------------- 027. ---------------------------------------- - ❑27. Manufactured Home utility clearance. -------------- 1' ------------------------------------------- ❑28. Existing violations and/or expired permitsl� ---------------------------------------------------- ❑29. ❑433 A, ❑Grant Deed, ❑ M.H. T ti ley❑tCheck to H.C.D $ E130. Other: 1-7-00 `00 404 (Date) 4 When>ou issue the perrmt, process as follows ❑ Mail to owner, ❑Mail to contractor. �-Telephone � � 40 Z and hold for pickup at o ce. r er th inspector. ��PPplicant: Date: Copy of Haz-Mat form sent ❑ Health Department, ❑ Fire Departrn int, ❑ Air Pollutionate: By: Copy of plans sent ❑ Health Department, ❑ Fire Department, ❑ Other: Date: t By: ,, v 1. Index permit application for the above items numbered: �, lan ChecV st 2. Additional items required: Contractor, designer, owner, was advised of the above required data by ❑ phone, 946ail, ❑ Building Division counter, by Date: Y6 onC actor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Divisio counter, by Date: Contractor, designer, omm vised of the above kzy� 1 n ❑ Bui d' rsion unter, by Date: Plans reviewed by: Date: / au ano 6d Date: Sets of plans on Wirt m ❑ Plan Cabinet, ❑ A.15 ,0da transfer by: Date: Yellow Copy - Department of Development Services, Building Division. 2V 1 P(A/1'ldrZi/ Z . 2 E.H. USE ONLY Plot Plan Attached Floor Plan Attached Sant to B.D. -1 TO: Building Department FROM:. Environmental Health SUBJE-L-T: Sanitation Clearance ion Owner Locat al Water Supply: Public Private Well Plan Approved for- Sewage Dispos Clearance for3GPCI�elling• Other Final clearance O.K. for: NOTE: onmental Health Speciali 8/96 Date yyyy 9P k .J �F'LT'1"` r< r, T.r .. v .. R.. s ,• 'Y ti �a } .i4S Y 7J2 E.H. USE ONLY Plot Plan Attached Floor Plan Attached Sant to B.D. -1 TO: Building Department FROM:. Environmental Health SUBJE-L-T: Sanitation Clearance ion Owner Locat al Water Supply: Public Private Well Plan Approved for- Sewage Dispos Clearance for3GPCI�elling• Other Final clearance O.K. for: NOTE: onmental Health Speciali 8/96 Date 17,' T 7"" i' ' BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Bdi,kng) School District U1 ' `�1 �/�y,""-' -- r Building Department No. �•J A.P. Number ` �(J7 �j%'32t7 "OV9 Jurisdiction: City County Property Owner �f IV/ I.OA- A_ • *-L" -L" Property Location/Address Subdivision Residential Development No of Living Mobile Home Units Installation N Commercial/Industrial New Addition r Building Depa Lot No. Sq. Footage Addition/ *Supplemental to (Group R)r _ Conversion Permit # '(No foundation inspectionSTo!? 1 /4a 0 S ............................................................................. Sq. Footage (Including Exterior `. Roofed Areas) 17,00 Date (FI'oor Plafis reviewed by School District Personnel) District Identification No. T �pn-t�pnr�jj School District certifies that (Applicant) (Street Address) (Phone Number) (City) has complied with the requirements of Resolution No representing f_ square feet. School District Representative } Paid by Check # / / Remarks: 90 -a.a 6-7 h.�-ii XdV l (State) (Zip Code) n 9 / —,� S a by payment of $ 13(0(1,77 AB 2926 $ FULL MITIGATION $ /- Date y /9/0Al 1 i Notice: You may protest the imposition of the fees identified above by submitting a written protest to the District, in compliance with Government Code Section 660201a►, within 90 days from the date fees are paid. Failure to submit a timely written protest will prohibit you from challenging the imposition of the fees in any court action. If, subsequent to the,School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is notified by the applicable Local Planning Agency that this project is being reviewed under the California Environmental Quality Act (CEQA), this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. White (applicant), Yellow (building department), Pink (school district) I i feeform.xls (10/98)dmm ,� ♦ .rte , COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 SCHEDULE OF FEES DUE OWNER -,J - PROPOSED 1 - PROPOSED BUILDING USE C UILDING PERMIT FEES -- Balance Due .. ............ . -- Additional Fees Due ........... -- Additional Fees Due ........... $ -- Revised Plan Checking Fee ....... $ CHOOL DISTRICT FEES bDime (paid at District Office) 3. SHERIFF FEES (paid at Building Division) Residential ........ x $360.00 = $ Units Commercial (sq.ft.)... x $0.03 = $ Sq. Ft. 4. URBAN AREA FEES (paid at Building Division) Residential (per unit) . x • = $ #Units Amt. Commercial (sq.ft.) .. x =$ Sq.Ft. Amt. 5. RECREATION DISTRICT FEES (paid at District Office) 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) &SRA FIRE INSPECTION) AND PLAN CHECK $89.Q aid at Building Division) 8. WATER TENDER FEES (Battalion # ) $200.00 (paid at Building Division) 9. CSA 87 TRAFFIC FEE $2500.00 (paid at Building Division) 10. OTHER A.P. ti (523-3ZC) DATE RECEIPT # DATE REC At time of permit application, I was advised a Bove fees are required to be paid prior to issuance of the building permit. These fees may be changed du ' e ec ng process. /APPLICANT DATE v Pursuant to Government Code Section 66020, you are hereby notified that items 2,3,4,5,6,8,9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original -Building Div. 2nd Copy - Applicant 3rd Copy = Owner (Rev. 2/97) I 1, CDF FIRE SAFE REQUIREMENTS -7 3z -O' 9q- -,ops / "i � � Y AP# . PERMIT # NAME Under authority of PRC 4290, the following checked items are required by the Butte County Fire Department and are made a part of this permit. These requirements are minimums and will be superseded by Butte County local regulations which equal or exceed these standards. Field inspections will be made by the Butte County Building -Department for compliance. Q3 1272.00 Maintenance of Defensible Space. To ensure continued +'� maintenance of properties in conformance with these standards and measures and to assure continued avail- ability, access and utilization of the defensible space provided for in these standards, annual maintenance must be provide for by the land owner. Driveway Standards [ 1273.02 Surface. All driveway surfaces and structures (bridges, 1273.07 culverts and other appurtenant structures which supple- ment the roadway bed or shoulders) shall provide unob- structed access to conventional drive vehicles, includ- ing sedans and -fire apparatus weighing up to 40,000 pounds.- 1273.03 ounds.-1273.03 Grade. Not to exceed 16 percent unless paved. 1273.04 Driveway Radius [ 1. No roadway shall have a horizontal inside radius of curvature of less than 50 feet and additional sur- face width of 4 feet shall be added to curves of 50- 100 feet radius; 2 feet to those .from 100-200 feet. [ 2. The length of vertical curves in roadways exclusive of gutters, ditches and drainage structures designed to hold or divert water shall be not less than 100 feet. [ 1273.05 Turnarounds. If required, will have a minimum turning radius of 40 feet from the center of the road. [�] 1273.05 Turnouts. Shall be a minimum of 10 feet wide and 30 j feet long with a minimum 25 foot taper -on each end. '[1`I 1270.10 Width. All driveways shall provide a minimum 10 foot traffic lane and unobstructed vertical clearance of 15 feet along its entire length. Page 1 of . l . � � . M .04e Y 7 3- 32--4? -2"w5 AP # PERMIT # AME [�) 1273.10 Turnouts. Driveways exceeding 150 feet in length, but less than 800 feet in length, shall provide a turnout near the midpoint of the driveway. Where a driveway exceeds 800 feet, turnouts shall be provided no more than 400 feet apart. 1273.10 Turnaround. A turnaround shall be provided at all building sites on driveways over 300 feet in length and shall be within 50 feet of the building. 1273.11 Gates [� 1. Gate entrances shall be at least two feet wider than the roadway it serves. �f] 2. The gates must be located at least 30 feet from the roadway and shall open to allow -a vehicle to stop without obstructing traffic on that roadway. [ J 3. Where a one-way road with a single traffic lane provides entrance, a 50 foot turning radius shall be used. Fuel Modification 1276.01 Setback for Structure Defensible Space. ] 1. All par(2els 1 acre and larger shall provide a mini- mum 30 foot setback for buildings and accessory buildings from ul] property lines and/or the center of the road. [ J 2. For parcels less than 1 acre, local jurisdiction shall provide for the same practical effect. See Other Requirements below. 1276.02 Disposal of Vegetation and'Fuels. Disposal, including chipping, burying, burning or removal to a landfill site approved by the local jurisdiction, of flammable vegetation and fuels caused by site development and construction, road and driveway construction and fuel modification shall be completed prior to completion of road construction �,r fi:ial inspection of a building permit. Page 2 of 3 v� • AP,# PERMIT # NAME other Requirements [ ] if Building Setback is 15 to 30 Feet: - Class A or B roof - Enclosed eaves [ ] If Building Setback is Less Than 15 Feet Choose any 3 of the following: Metal or no doors on side toward property line with insuffi- cient setback Class A or B roof with enclosed eaves Interior automatic sprinkler system per NFPA 13D Glass area not to exceed '10% of wall area toward property line with insufficient setback Siding from the following list: Stucco - 3 coat Hardi-Board or Plank Masonry Masonry veneer Metal Other Butte County Fire Department approved materials V n _ CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 1 CF --1R ___--MTMWw�,_�=.___�� Project Title........... MORTEN HOME Date..05/02/00 07:17:59 Project Address........ 75 EDDIE CT. OROVILLE *v5..10*A � ........................................................ Documentation Author... WILLIAM H. FOX ***-***)a Permit # Fox Company ....... ..:../.�.'.0.0............ 3995 Olive Hwy. heck / Date Oroville, CA 95966 ' 530-533--2730 Field Check/ Date Climate Zone......... , , 11 Compliance Method....;.. MICROPAS5 v5.10 for 1998 Standards by Enercomp, Inc. MICROPAS5 v5.10 File--KCT2087N Wth-CTZ1.1S92 Program -FORM CF --1R User#--MP1809 User -Fox Company Run-KCT2087N ----------------- GENERAL INFORMATION ---------------------- Conditioned Floor Area...... 2087 sf Building Type ...:.......... Singly=. Family Detached Construction Type ......... New Building Front Orientation, Front Facing 0 deg (N) Number of Dwelling Units... 1 Number of Stories.......... 2 Floor Construction Ty.pe.... Raised Floor Glazing Percentage......... 18.9 % of floor area; Average Glazing U-va.lue.... 0.52 Btu/hr-sf-F Average Glazing SHGC....... 0.66 !`-iverage Ceiling Hei.ght..... 9.6 ft BUILDING SHELL INSULATION Component Frame Cavity Sheathing Total Assembly Type Type R -value - R --value R -value U•• -value Location/Comments ------ !__.__ __--.--'_------- ___..-____-__-___-___.____.._ Wal]. Wood - R-17.8 R-0 R-17.8 0.065 Outside Wall Wood R-13 R-0 R-13 0.088 Outside Roof - Wood R-11 R-27 R--38 0.025 Attic _Floor Wood R-19 R-0 R-19 0.037 FENESTRATION --------------- Over- Area U- Interior Exterior hang/ Orientation (sf) Value SHGC -Shading Shading Fins Window Front (N) 3.0 0.510 0.670 Standard `'� Standard Yes Window Front (N) 43.0 0.510 0.670 Standard Standard Yes Window Front (N) 16.5 0.510 0.670 Standard Standard None Window Front (N) 3.5 0.510 0.670 Standard Standard None Window Front (N) 4.0 0.510 0.670 Standard Standard Yes Window Front (N) 15.0 0.510 0.670 Standard Standard None Window Front (N) 3.5 0.510 0.670 Standard 3O None Window Front (N) 4.0 0.510 0.670 Standard -an and Yes Window Left (E) 16.0 0.530 0.650 Standarda_r{dP one Window Left (E) 16.0 0.530 0.650 Standard andard None ^P P RO Y ED CCRTIFICATE OF COMPLIANCE: RESIDENTIAL' Page 2 CF -1R Project Title.......... MORTEN HOME Date..05/021/00 07.17.59 MICROPASS v5.10 File•-KCT2087N Wth-CTZ11S92 Program -FORM CF --1R User#-MP1809 User -Fox Company Run-KCT2.087N -------------------------------------------------------------------------------- Orientation Door Left (E) Door Back (S) Window Back (S) Window Back (S) Window Back (S) Window Back (S) Window Back (S) Window Back (S) Window Back (S) - Door Right (W) Window Right (W) Window Right (W) Window Right (W) Window Right (W) - Window Right (W)• Window Right (W) Window Right (W) Window Right (NW) Window Front (NE) Window Front (NE) Window Left (SE) Equipment Type ---------------- Furnace ACSplit FENESTRATION ------------- Area U- Interior (sf) Value SHGC Shading 18.0 0.490 0.670 Standard 18.0 0.490 0.670 Standard 15.0 0.530 0.650 Standard 9.0 0.530 0.650 Standard 20.0 0.530 0.650 Standard 12..0 0.530 0.650 Standard 112.0 0.530 0.650 Standard 12.0 6.530 0.650 Standard 12.0 0.530 0.650 Standard 20.0 0.490 0.670 Standard 12.0 0.530 0.650 Standard 6.0 0.510 0.670 Standard 12.0 0.530 0.650 Standard 12.0 0.510 0.670 Standard 12.0 0.530 0.650 Standard 12.0 0.530 0.650 Standard 20.0 0.530 0.650 Standard 10.0 0.530 0.650 Standard 10.0 0.530 0.650 Standard 8.0 0.530 0.650 Standard 8.0 0.530 0.650 Standard Tank Type Heater Type Storage Gas , f WATER HEATING SYSTEMS --------------------- Number in Distribution Type System Standard 1 Over - Exterior. hang/ Shading Fins Standard Yes Standard Yes Standard Yes Standard Yes Standard Yes Standard Yes Standard Yes Standard None Standard None Standard Yes Standard Yes Standard None Standard Yes Standard None Standard Yes Standard Yes Standard None Standard None Standard None Standard Yes Standard Yes Tank Type Heater Type Storage Gas , f WATER HEATING SYSTEMS --------------------- Number in Distribution Type System Standard 1 HVAC SYSTEMS Energy Size Insulation Factor Minimum Duct- Duct Tested Duct. ACCA Thermostat', Efficiency. .Location R --value Leakage Manual D, Type 0.800 AFUE Attic R--4.2 No No Setback-. 10.00 SEER Attic R•-4.2 No No Setback Tank Type Heater Type Storage Gas , f WATER HEATING SYSTEMS --------------------- Number in Distribution Type System Standard 1 APPROVED Tank External Energy Size Insulation Factor (gal) R--valu;= 0.60 50 R- n/a AM E V 'Vr APPROVED C RTIOCATE OF COMPLIANCE: RESIDENTIAL'1 Page 3 CF -•-1R Project Title ......... t MORTEN HOME Date...05/02!00 07:1709 MICROPASS v5.10 File-KCT2087N Wth-CTZ11S92 Program -FORM CF -IR U5e•r#-MP1809 User -Fox Company Run-KCT2087N SPECIAL FEATURES AND MODELING ASSUMPTIONS ----------------------------------------- Items in this section should be documented on the plans,A*'* installed to.manufacturer and CEC specifications, and verified during plan check and field :inspection. vex* This building incorporates a Housewrap/Air Infiltration Retarder. REMARKS AME COL g I F V VLJ i, CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 4 CF -•1R Project Title....:..... MORTEN HOME Date..05/02/00 07::1.7:59 ' MICROPASS v5. 10 File UJth~~CTZ.l1S92 Pr gram -FORM CF -1R User#-MP1809 User -Fox Company Run-KCT2087iN ----------------------------------------------------------------------- COMPLIANCE STATEMENT This certificate of comoliance lists the building features and performance specifications needed to comply with Title -24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to :implement them. This'certificate has been signed by the individual with overall design responsibility. When this certificate of compliance is submitted for a single building plan to be built in multi Ole orientations, any shading feature that in varied is indicated in the Special Features Modeling Assumptions section. DESIGNER or OWNER Name .... JOHN OSWALD Company. K.C.T;.CONSTRUCTION Address. 4 ROCKRIDGE.COURT OROVILLE CA. 95966 Phone... 533~-8906 License. Signed.. ENFORCEMENT AGENCY (date) Name... ........ ......................... ........ ........ .... .... ....... ..... ....................................................:........................... Title.. .................................................................................................................................................. Agency. •..................................................... .... ...... .............................................................................:.... ................. ........... .................................. ............................ ................................... I ................ . Phone... ................................................................................................................................................... Signed.. (date) DOCUMENTATION AUTHOR Name..... WILLIAM H. FOX Company. Fox Company Address. 3995 Olive Hwy. Oroville:, CA 95966 Phone ... 530--533-_2.730 Signed. . te} 6parrIE f W is MANDATORY MEASURES CHECKLIST: RESIDENTIAL Page 1 MF, -1R Project Title........,. MORTEN�HOME MWry~_-��'-_=TDate..05/02%00^07:17:59 Project Address ......... 75 EDDI E CT. OROVILLE *vs. 10* Documentation Author... WILLIAM H. FOXY:*;+. Building Permit # Fox Company .. .......................... ....... ......................... I ......... _ .................... 3995 Olive Hwy. Plan Check / Date Oroville, CA 95966 530._533-2730 Field Check/ Climate Zone , . , ... , . , , 11 Date ._. D ._..._. e Compliance Method.,,... MICROPAS5 v5.10 for 1998 Standards by Enercomp, Inc. ' MICROPASS v5.10� File-KCT2087N^„v(4th-CTZ1.1S92^µProgram -FORM MF -1R User#-MP1809 User --Fox Company Run--KCT2087N :...---------------....__.-----_--_-.----._----_---_.._...._........ Note: Lowrise residential buildings subject to the Standards must contain then:e measures regardless of the compliance approach used. Items marked with ar asterisk (*) may be superseded by more stringent compliance requirements list.ec. on the Certificate of Compliance. When this checklist is incorporated into th.: permit documents, the features noted, shall be considered by all parties aE minimum component performance specifications -Por the mandatory measures whethei they are shown elsewhere in the documents or on this checklist only. BUILDING ENVELOPE MEASURES Design- Enforce- er ment *150(a) : Minimum R-19 ceiling insulation. . ............ ........................ 150(,b): Loose fill insulation manufacturer's labeled R -Value. *150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U --value in metal frame walls (does not apply to exterior mass walls) .............................. *150(d): Minimum R-13 raised floor insulation in framed floors. . ............. 150(i): Slab edge insulation - water absorption rate no greater than 0.3%, water vapor transmission rate no greater than 2.0 perm/inch. 64. . . ... .. .... ............. ... . 118: Insulation specified or installed meets CEC quality standards. Indicate type and form.............. ......................... 116-17: Fenestration Products, Exterior Doors and Infiltration/ exfiltration controls 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Fenestration products (except field fabricated) have label with certified U --value, certified solar heat pain coefficient, and infiltration certification. 3. Exterior doors and windows weatherstripped; all joint: and penetrations caulked and sealed. * ....... .... .. ... .. ....... 150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only.. ............................. .......................... 150(f): Special infiltration barrier installed to comply with Sec. 151 meets Commission quality standards. 4mtc V ........ ........................ 150(e): Installation of Fireplaces, Decorative Gasn and Gas Logs 1. Masonry and factory -built fireplaces have: ROVEr, MANDATORY MEASURES CHECKLIST: RESIDENTIAL Page 2 MF -IR Project T.itle.......... MORTEN HOME Date..OS/02/00 07:17:59 =,-. _. MICROPASS vS.10 File-KCT2087N Wth-CTZ11S92Program-FORM MF-iR___...'. Use r-#-MP1809 User --Fox Company Run-KCT2087N a. Closeable metal or, alas:-: .door• b. Outside air intake with damper- and control c. Flue damper and control 2. No continuous burning gas pilots allowed. ............................ ......................... SPACE CONDITIONING, WATER HEATING AND PLUMBING SYSTEM MEASURES ------------- Design- Enforce: er menu 110--1.13: HVAC equipment, water heaters, showerheads and faucets certified by the Commission. 150(h): Heating and./or cooling loads calculated in accordance with ASHRAE, SMACNA or RCCA. ............... ............................ 150(1): Setback thermostat on all applicable heating and/or cooling systems. 150(,j): Pipe and Tank insulation 1. Storage gas water heaters rated with an Energy Factor of less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R-12_ or greater. 2. First"S feet of pipes closest to water heater tank, non recirculating systems, insulated (R-4 or greater). 3. Back-up tanks for- solar systems, unfired storage tanks, or - other indirect hot water tanks have R-1.2 external insulation or R-16 combined internal/external insulation. 4.. All buried or exposed piping insulated in recirculating sections of hot water system. 5. Cooling system piping below 55 degrees insulated. 6. Piping insulated between heating source and indirect hot water tank. *150(m): Ducts and Fans 1. All ducts and plenums constructed, installed, in- sulated, fastened, and sealed to comply with the ICBO 1997 UMC sections 601 and 603; ducts insulated to a minimum installed R-4.2 or ducts enclosed entirely within conditioned space. Openings shall be sealed with mastic, tape, aerosol sealant or- other duct closure system that meets the applicable requirements of UL181, UL181A, or UL181B and other applicable specified tests -Por longevity given -in Sec. 150(m). 2. Exhaust fan systems have backdraft or- automatic dampers. 3. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. 114: Pool and Spa Heating Systems and Equipment 1. System is certified with 78% thermal efficiency, on-off switch, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. Svstem is installed with: a. At least 36 inches of pipe between filter, and hea Fier for future solar heating. , n1Z N0-DEPAfW F!" PiPMOVIE Ll MANDATORY MEASURES CHECKLIST: RESIDENTIAL Page 3 11F IR Project Title.......... MORTEN HOME Date..0.5/02/00 07::1.7:59 MICROPASS v5.10 FileKCT20,87N Wth..-CT7..].1S92 Program, -FORM 11F. -IR ^^vMM~ User#--MP1809 User -Fox Company Run--KCT2087N b. Cover for outdoor pools or outdoor spas. 3. Pool system has directional inlets and a circulation pump time switch. 115: Gas-fired central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously burning pilot light (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr-).- LIGHTING MEASURES ------------------- 150(k)l: Luminaires for general lighting•in kitchens shall have lamps with an efficacy of 40 lumens/watt or greater for general lighting in kitchens. This general lighting shall be controlled by a switch on a readily accessible lighting control panel at an entrance to the kitchen. 150(102: Rooms with a shower or bathtub must either have at least one luminaire with lamps with an efficacy of 40 lumens/watt or greater switched at the entrance to the 'room or one of the alternatives 'to this requirement allowed in Sec. 150(k)2., and recessed ceiling fixtures are IC (insulation cover) approved. Design- Enforce- er "meat dUTTE O`WNI 4. COMPUTER METHOD SUMMARY Page 1 C -•-2R Project Title.......... MORTEN HOME Dat.e..05/02/00 07:17:59 Project Address.....:.. 75 EDDIE CT. OROVILLE kv5.10* ' Documentation Author... WILLIAM H. FOX Building Permit # FoxCompany .................................................................................................. 3993 Olive Hwy. Plan Check / Date Oroville, CA 9:966 530--533--2730 Field Checlk/ Date Climate Zone........... 11 Compliance Method...... MICROPASS v5.10 for 1.998 Standards by Enercomp, Inc. MICROPASS v5.10 File--KCT2087N Wth--CTZ1.1S92 Pro(-.ir-am-FORM C ---2R User#--MP1809 User --Fox Company Run--KCT2087N = MICROPASS ENERGY USE SUMMARY - = Energy Use Standard Proposed Compliance - (kBtu/sf_yr) Design Design Margin - Space Heating.......... 16.42 15.66 0.76 = = Space Cooling........... 14.98 14.54 0.44 Water Heating.......... 12.69 11.11 1..58 M. Total 44.09 41.31 2.78 Building complies with Computer Performance+=+� GENERAL INFORMATION - Conditioned Floor Area..... 2087 sf Building Type ................ Single Family Detached Construction Type .......... New Building Front, Orientation. Front Facing 0 deg (N) Number of Dwelling Units... 1 Number of Building Stories. 2 Weather Data Type.......... ReducedYear Floor Construction Type.... Number of Building Zones.-_ Conditioned Volume......... Slab -On -Grade Area........ Glazing Percentage......... Average Glazing U. -value.... Average Glazing SHGC.,..... Average Ceiling Height..... Raised Floor 1 .19976 r..:'f 0 sf 18".9 % of floor, are:: 0.52 Btu/hr--sf--F 0.66 9.6 ft TTE COUNT Y 1 COMPUTER METHOD SUMMARY Page 2 C-4: R Project Title.......... MORTEN HOME Date..05/02/00 07:17:59 MICROPASS v5.10 File-KCT2087N Wth-CTZ11S92 Program --FORM C -2R User#--MP1809 User -Fox Company Run-KCT2087N Zone Type -------------- HOUSE Residence BUILDING ZONE INFORMATION Floor # of Vent Vent Air Area Volume Dwell Cond- Thermostat Height Area Leakage., (sf) (cf) Units iti.oned -Type Jft) (sf) Credit 2087 19976 :1.00 . Yes Setback 8.0 Standard Housewrap OPAQUE SURFACES FENESTRATION SURFACES Area U- Insul Act Solar Form 3 Location/ Surfaces (sf) value R-val Azm Tilt Gains Reference Comments HOUSE HOUSE I Wall 37 0.065 17.8 0 90 Yes W.19.2X6.16 Outside 2 Wall 157 0.088 13 0 90 Yes W.13.2X4.16 Outside 3 Wall 146 0.065 1.7.8 0 90 Yes W.19.2X6.16 Outside 4 Wall .152 0.088 13 0 96 Yes W.13.2X4.16 Outside 5 Wall 213 0.088 13 90 90 Yes W.13.2X4.1.6 Outside 6 Wall 88 0.088 13 90 90 Yes W:.13.2X4.16 Outside 7 Wall 62 0.088 13 90 '90 Yes W.13.2X4.16 Outside 8 Wall 47 0.088 13 180 90 Yes W.13.2X4.16 Outside 9 Wall 119 0.088 1.3 180 90 Yes W.13.2X4.16 Outside 10 Wall 276 0.065 17.8 180 90 Yes W.19.2X6.16 Outside; 11 Wall 76 0.088 13 ISO 90 Yes W.13.2X4.16 Outside 12 Wall 20 0.088 13 270 90 Yes W.13.2X4.16 Outside 13 Wall 246 0.065 17.8 270 90 Yes W.1.9.2X6.16 Outside 14 Wall 247 0.088 13 270 90 Yes W.13.2.X4.16 Outside 1.5 Wall 26 0.088 13 315 90 Yes W.13.2X4.16 Outside 16 Wall '38 0.088 13 45 90 Yes W.13.2X4.16 Outside 1.7 Wall 12 0.088 13 135 90 Yes W.13.2X4.16 Outside 18 Roof 1553 0.025 38 n/a 0 Yes R.38.2X4.24 Attic 19 Floor 1553 0.037 19 n/a 0 No FC.19.2X8.16 FENESTRATION SURFACES Area U_ Act Exterior Shade Interior Shade Orientation (sf) Value SHGC Azm Tilt Type/SHGC Type/SHGC HOUSE I Window Front (N) 3.0 0.510 0.670 0 90 Standard/0.76 Standard/0.68 2 Window. Front (N) 43.0 0.510 0.670 0 90 Standard/0.76 Standard/0.68 3 Window Front (N) 16.5 0.510 0.670 0 90 Standard/0.76 Standard./0.68 4'Window Front (N) 3.5 0.510 0.670 0 90 Standard/0.76 Standard/0.68 5 Window. Front (N) 4.0 0.510 0.670 0 90 Standard/0.76 Standard/0.68 6 Window Front.(N) 15.0 0.510 0.670 0 90 Standard/0.76 Stanand/0.68 7 Window Front (N) 3.5 0.510 0.670 0 90 Standar �,C 0�1P-d/0. 68 8 Window Front (N) 4.0 0.510 0.670 0 90 Standard/0.76 Standard/0.68 9 Window Left (E) _16.0 0.530 0.650 90 '90 StanyyMan(b'.�®+Mpdar�y/0.68 y�� g�R �C;t�j 6flAC�e COMPUTER METHOD SUMMARY Page 3 C --2R Project Title........:.. MORTEN HOME D.ate..05/02/00 07:17:59 MICROPAS5 v5.10 File-KCT2087N Wth-CTZI..LS92 Program --FORM C -2R Useri#-MP1809 User --Fox Company Run-<CT2087N orientation 10 Window Left (E) 11 Door Left (E) 12 Door Back (S) 1.3 Window Back (S) 14 Window Back (S) 1.5 Window Back (S) 16 Window Back (S) 17 Window Back (S) 1.8 Window Back (S) 1.9 W%ndow Back (S ) 20 Door Right (W) 21 Window Right (W) 22 Window Right (W) ?3 Window Right: (W) 24 Window Right (W) 25 Window Right (W) 26 Window Right (W) 27 Window Right (W) 28 Window Right (NW) 29 Window Front (NE) 30 Window Front (NE) 31 Window Left (SE) FENESTRATION SURFACES Area U-- Act Exterior Shade Interior- 'Shade (sf) Value SHGC Azm Tilt Type/SHGC Type/SHGC 16.0 0.530 0..650 90 90 Standard/0.76 Standard /0.68 18.0 0.490 0.670 90 90 Standard/0.76 Standard/0.68 18.0 0.490 0.670 180 90 Standard/0.76 Standard/0.68 15,.0 0.530 0.650 1.80 90 Standard10.76, Standard/0.68 9.0 0.530 0.650 180 90 St::andard/0.76 Standard/0.611"i 20.0 0.530 0.650 180 90 StandardiO..76 Standard/0.68 12.0 0.530 0.650 .180 90 Standard/0..76 Si:.andard/0.68 12.0 0.530 0.650 1.80 90 Standard/0.76 Standard/0.68 12.0 0.530 0.650 180 90 Standard /0.76 Standard/0.68 12.0.0.530 0.650 1.80 90 Standard/0.76 Standard/0,.68 20.0 0.490 0.670 270 90 Standard/0.76 Standard/0.61..:3 12.0 0,.530 0.650 270 90 Standard/0.76 Standard/0..613 6.0 0.510 0.670 270 90 Standard/0.76 Standard/0.68 12.0 0.530 0,.650 270 90 Standar(:1/0.76 Standard %0.68 12.0 0.510 0.670 270 90 Standard /0.76 Standard/0.68 12.0 0.530 0.650 270 90 Standard/0.76 Standard/0..68 12.0 0.530 0.650 270 90 Standard/0.76 Standard /0.68 20.0 0.530 0.650 270 90 Standard,/0.76 Standard/0,.68 10.0 0.530 0.650 315 90 Standard/0.76 Standard/0.68 10.0 0.530 0.650 45 90 Standard/0,.76 Standard/0.68 8.0 0.530 0.650 45 90 Standard/0.76 Standard/0.68 8.0 0.530 0.650 135 90 Standard/0.76 Standard/0:.68 OVERHANGS AND SIDE FINS -----Window.--- -- ----Overhand----_ -----Left Fin-• --Right Fin_._ Area Left Rght Surface (sf) Wdth Hath Dpth Haht Ext Ext Ext Doth Hght Ext Dpth Hahn:. HOUSE 1 Window 3.0 2..0 2.0 8.0 0 n/a n/a n/a n/a n/a n/a n/a n/a 2 Window 43.0 6.5 6.67 6.5 0 n/a n/a n/a n/a n/a n n/a n/a 5 Window 4.0 2.0 2.0 2.0 0 n/a, n/a n/a n/a n/a n/a n/a n/a 8 Window 4.0 2.0 2.0 2.0 0 n/a r)/a n/a n/a n/a n/a n/a n/a 11 Door 18.0 2.67 6.67 12.0 0 n/a n/a n/a n/a n/a r/a n/a n/a 12 Door 18.0 2.67 6.67 14.5 0 n/a n/a n/a n/a n/a n/a n/a n/a 13 Window 15.0 3.0 5.0 14.5 0 n/a n/a n/a n/a n/a n/a n/a n/a 14 Window 9.0 3.0 3.0 5.0 0 n/a n/a n/a n/a n/a n/a n/a n/a 15 Window 20.0 4.0 5.0 5.0 0 n/a n/a n/a n/a n/a n/a n/a n/a 16 Window 12.0 3.0 4.0 9.5 0 n/a n/a n/a n/a n/a n/a n/a n/::'a 17 Window 12.0 3.0 4.0 9.5 0 n/a n/a n/a n/a n/a n/a n/a n/a 20 Door 20.0 3.0 6.67 26.0 0 n/a n/a n/a n/a 'n/a n/a n/a n/,:, 21 Window 12.0 3.0 4.0 6.0 0 n/a n/a n/a n/a n/a n/a n/a n/a 23 Window 12.0 3.0 4.0 6.0 0 n/a n/a n/a n/a j rlE ro,Y,�Ajfi'1/Fa n/a 25 Window 12.0 3.0 4.0 6.0 0 n/a n/a n/a n/a n/a n/a n/a n/a KON DEPpt` COMPUTER METHOD SUMMARY Page 4 C: -2R Pro.ject'Title.......... MORTEN HOME Date..0.5/02/00 07:17.59 MICROPASS v5.10 File-KCT2087N Wth-CT7_11S92. Program -FORM C -2R ' User#-MP1809 User -Fox Company Run-KCT2087N OVERHANGS AND SIDE FINS System Type HOUSE Furnace ACSplit HVAC SYSTEMS ------------- Minimum Duct Duct Tested Duct ACCA Duct Efficiency Location R -value Leakage Manual D Eff 0.800 AFUE Attic.: 10.00 SEER Attic R-4. 2 No No 0.767 R-4.2 No No 0.669 WATER HEATING SYSTEMS Number Tank External in Energy Size Insulation Tank Type Heater. Type Distribution Type System Factor (gal.) R -value 1 Storage Gas Standard 1 0.60 50 R- n/a SPECIAL FEATURES AND MODELING ASSUMPTIONS Items in this section should be documented on the plans, * installed to manufacturer and CEG specifications, andt<� verified during plan check and field inspection. This building incorporates a Housewrap/Air Infiltration Retarder. REMARKS r s e -.3`x.1 f t L.. ---Window -- ------ Overhang ----- --- Left Fin --- _._..-Right Fin -_-- Area Left Rght Surface (sf) Wdth Hgth Dpth Hght Ext Ext Ext Dpth Hght Ext Dpth Hght 26 Window 1.2.0 &0 4..0 6.0 0 n/a n/a n/a n/a n'/a n/a n/a n/a 30. Window 8:0 2.0 4.0 3.5 0 n/a 6/a n/a n/a n/a n/a n/a n/a. 31 Window 8.0 2.0 4.0 3.5 0 n/a n/a n/a n/a n/a n/a n/a n/a System Type HOUSE Furnace ACSplit HVAC SYSTEMS ------------- Minimum Duct Duct Tested Duct ACCA Duct Efficiency Location R -value Leakage Manual D Eff 0.800 AFUE Attic.: 10.00 SEER Attic R-4. 2 No No 0.767 R-4.2 No No 0.669 WATER HEATING SYSTEMS Number Tank External in Energy Size Insulation Tank Type Heater. Type Distribution Type System Factor (gal.) R -value 1 Storage Gas Standard 1 0.60 50 R- n/a SPECIAL FEATURES AND MODELING ASSUMPTIONS Items in this section should be documented on the plans, * installed to manufacturer and CEG specifications, andt<� verified during plan check and field inspection. This building incorporates a Housewrap/Air Infiltration Retarder. REMARKS r s e -.3`x.1 f t L.. Note: The loads shown are only one of the criteria affecting the selection of HVAC equipment. Other relevant design factors such as air flow requirements, outside air, outdoor design temperatur*J1_TEcQQJARTwzing, availability of equipment, oversizing safety margin, etc., must also be considered. It is the HVAC designer's responsibQ L0M X HVAC SIZING Page 1 HVAC F Project Title,.......... MORTEN HOME Date..05/02/00 07:17:59 Project Address.... , . , . 75 EDDIE CT.=i<�*:k: OROVILLE :*v5,10 Documentation Author,.. WILLIAM H. FOX Building Permit. T# Fox Company 3995 Olive Hwy. Plan Check / Dater .Oroville, CA 95966 ..........................:........................................ 530--533--2730 Field Check/ Date Climate Zone.. , .. ... , . 11 Compliance Method... ... MICROPASS v5-10 for 1998 Standards by Enercomp, Inc.. MICROPAS5 v5..10 File-KCT2087N Wth-CTZ11S92 Program -HVAC SIZING User#-MP1809 User --Fox Company Run--KCT2087N GENERAL INFORMATION ------------------- Floor Area .............. _ 2087 sf Volume......---.,........... 19976 cf Front Orientation....,...... Front Facing 0 deg (N) SiziQ Location ....... .,..,, OROVILLE RS Latitude ..... .............. 39.5 degrees Winter Outside Design...... 30 F Winter Inside Design,....... 70 F Summer Outside Design,...., 104 F Summer Inside Design.....,. 78 F Summer Ranee ............... 37 F Interior Shading Used.,.... Yes Exterior Shading Used....,. No Overhang Shading Used.,.„„. Yes Latent Load Fraction,,,.... 0.30 HEATING AND COOLING LOAD SUMMARY Heating cooling Description (Btuh) (Btuh) Opaque Conduction and Solar....., 10120 5595 Glazing Conduction ............... 8185 5321 Glazing Solar.,......,.,.... ,..... n/a 8369 Infiltration......... ..,....... 11362 4665 Internal Gain., ................ n/a 2550 Ducts... ..... .................... 2967 2650 Sensible Load ....:............,,., 32.635 2.9149 Latent Load..,...,,........ n/a 8745 Minimum Total Load 32635 37894 Note: The loads shown are only one of the criteria affecting the selection of HVAC equipment. Other relevant design factors such as air flow requirements, outside air, outdoor design temperatur*J1_TEcQQJARTwzing, availability of equipment, oversizing safety margin, etc., must also be considered. It is the HVAC designer's responsibQ L0M X HVAC SIZING Page 2 HVAC ---- Project Title....... MORTFN HOME pate..05/02/00 07;.17:59 MICROPAS5 v5.10 File.~KCT2087N Wth-CTZl.1S92 Program ~'.,',VAC SIZING User#--MP1809 User -Fox Company Run-KCT2087N factor:: when selecting the HVAC equipment. UTE C RIA -MG ®EPA "`TME PPD MiTek Industries, Inc. - Western Division 3140 Gold Camp Drive, Suite 140 Rancho Cordova, CA 95676 1-800-772-5351 m 5321 EASTSIDE ROAD REDDING, GA 96001 (916) 244-0700 TRUSS ENGINEERING & LAYOUT Tr"44-i CLIENT: LOCATION: 760 (U- C—J I.D. NO.: DATE: WARNING: DD NOT CUT OR ALTER T'RUS'SES TRUSSES REQUIRE EXTREME CARE IN HANDLING, EREC'T'ION AND BRACING SEE HIB -91 SUMrMRY SHEET COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES. f-TNIP r3mm PRODUCTS iN praroM P.O. box 20455 Portland OR 972220 (503) 254-0204 : .. .-.. � � .. .:�.3:�i�au,:<�.�r;C�.t'�7rtc'SG�i.+4a'�f"�:i'..:�Ia )✓,r+?i_�51 A, a _ . _ .. s...�..:. !�n.w��:,,,x. sr.....-. ... _ A, I MOSS LUMBER IMIM MIIMI Nome: ORSILLO Description: Address: Telephone: Job: 83454 Fax: . Telephone: Scale: 1 : 96 Dote: 7/20/99 Drown BY: IMIM MIIMI WAIN Imo• I � ���i� MEIN MEIN i��a■ _�` i���� i'MEIN MEIN MEIN MEIN WFE -1 MIMI N MINININ MINIM MIMIE iii i WINE- WIN 11MIN Job Truss Truss Type Qty Py I AABM CONST - - --—____..., _•__ ___., iI R30090161 JR3454N IAS DROP TC GABLE moss lumber, REDDING. CA 96001 4.0-32 s Feb 18 1999 MiTek Industries, Inc. Wed Apr 19 11:01:48 2000 Page 1 7-M 1 �0 7-0-0 4x9 11 - 7-0-0 1.6.0 BLOCKING & BRACING REQUIRED AT S!fPpnW' 1.5x4 If 1.5x4 11 3x4 8.00 F12 1.5x411 3x4 ;- j 1.5x4 11 3x4 'i 1.5x411 BLOCKING & BRACIN® x4 REQUIRED AT 4 9 ffo(�pt ' 7 3=•�, 1.5x4 II 1.5x4 11 8 3x4 �. 1.50 ii �\�.p...\9 3x4: 10 1.5x4 11 1.5x4 11 11 2- Int Inv 12 -- 12 !^ � � 4x4 = ` 13 axa 1.5x411 15 1y 1.5x411 < 1 LUMBER BRACING TOP CHORD 2 X 4 DF No. ,&Btr-G TOP CHORD Sheathed or 10.0-0 on center purlin spacing. BOT CHORD 2 X 4 DF No. t&Btr-G BOT CHORD Rigid celling directly applied or 6-0-0 on center tracing. WEBS 2 X 4 DF Stud/Std-G OTHERS 2 X 4 DF Stud/Std-G REACTIONS (Ib/size) 15=832/0-3-8,14=83210-3-8 Max Horz 15=207(ioad case 4) Max Uplift15=495(bad case 4), 14=495(load case 3) Max Grav15=995(bad case 6), 14=995poad case 7) FORCES (lb) - First Load Case Only TOP CHORD 1-2=33, 2-3=828, 3-4=828, 4-5=828,5-6=828, 6-7=828,'7-8=828, 8-9=828, 9-10=828,10-11--828,11-12=828, 12-13=33 BOT CHORD 2-15= 689, 14-15=285, 12-14=-689 WEBS 7-15=838, 7-14=838 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind bads generated by 80 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 ml from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, Q�pFESSip„ they are exposed to wind. If porches exist they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip �( increase is 1.33 ��0 OONG Y F 3) For studs exposed to wind, see MiTek "Standard Gable End Detail' - 4) All plates are M20 plates unless otherwise indicated. 5) Gable studs spaced at 1-4-0 on center. to 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, C UBC -94. * NO. C049919 7) A plate rating reduction of 20% has been applied for the green lumber members. EXP 9-30-00 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 495 Ib uplift at joint 15 and 495 Ib uplift at joint 14. 9) This truss has been designed with ANSI/TPI 1-1995 criteria.J'jgT Cry' a�\e LOAD CASE(S) Standard C April 19,2000 , ® WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. TM Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, Quality control, storage, delivery, erection, and bracing, consult QST -M Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, Wt 53719 MiTek I11dUStf1 n, Inc. 1.5x4 11 3x411= 3x41sr=�5f,2 1.5x4 11 9-6-0 916 1ry-0-12 14-0-0---i 4-2-3 D-11-10 413 0.3-10 0-7-10 2-114 0-7-8 _Plate Offsets( 12:o-o_tz,0 2_oI, 12:0 0-12 o z -01 -- LOADING (psf) TCLL 20.0 SPACING 3-0-0 CSI DEFL on) (loc) Well PLATES GRIP Plates Increase 1.15 TC 0.41 Vert(LL) 0.02 12 >999 M20 2201195 TCDL 7.0 Lumber Increase 1.15 BC 0.24 Vert(TL) -0.04 14-15>999 i BCLL Rep Stress Incr NO WS 0.49 Horz(rL) 0.00 14 rVa I --00 BCDL 7A Code UBC/ANSI95 1st LC LL Min Well = 360 I Weight 97 lb LUMBER BRACING TOP CHORD 2 X 4 DF No. ,&Btr-G TOP CHORD Sheathed or 10.0-0 on center purlin spacing. BOT CHORD 2 X 4 DF No. t&Btr-G BOT CHORD Rigid celling directly applied or 6-0-0 on center tracing. WEBS 2 X 4 DF Stud/Std-G OTHERS 2 X 4 DF Stud/Std-G REACTIONS (Ib/size) 15=832/0-3-8,14=83210-3-8 Max Horz 15=207(ioad case 4) Max Uplift15=495(bad case 4), 14=495(load case 3) Max Grav15=995(bad case 6), 14=995poad case 7) FORCES (lb) - First Load Case Only TOP CHORD 1-2=33, 2-3=828, 3-4=828, 4-5=828,5-6=828, 6-7=828,'7-8=828, 8-9=828, 9-10=828,10-11--828,11-12=828, 12-13=33 BOT CHORD 2-15= 689, 14-15=285, 12-14=-689 WEBS 7-15=838, 7-14=838 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind bads generated by 80 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 ml from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, Q�pFESSip„ they are exposed to wind. If porches exist they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip �( increase is 1.33 ��0 OONG Y F 3) For studs exposed to wind, see MiTek "Standard Gable End Detail' - 4) All plates are M20 plates unless otherwise indicated. 5) Gable studs spaced at 1-4-0 on center. to 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, C UBC -94. * NO. C049919 7) A plate rating reduction of 20% has been applied for the green lumber members. EXP 9-30-00 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 495 Ib uplift at joint 15 and 495 Ib uplift at joint 14. 9) This truss has been designed with ANSI/TPI 1-1995 criteria.J'jgT Cry' a�\e LOAD CASE(S) Standard C April 19,2000 , ® WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. TM Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, Quality control, storage, delivery, erection, and bracing, consult QST -M Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, Wt 53719 MiTek I11dUStf1 n, Inc. � � r Job TiusS ...._..__.._...iTitf3s Type..._..... _........... O �_.......��. I-MBWfCONST--.... ...- _ I R3454N JA SCISSORS 12 IR300900 moss lumber,'R�UDTNG,--CA'960b-f------ --""" - I L1 4 i 1. ' 4.O�s- cf •Ti"9�39-{CgtTe-ic-lndusZries, r:-Weii7{pr�1'�1D`49:2420CT0 Paged_' -1-6-0 1-6-0 7-0-0 7-D-0 4x4 - 9 14-0-0 15-6-0 . Scale = 1:41.5 7-0-0 1-6-0 ' 3.00 r12 7-0-0 ...- I --- 14-0-Q. ._.. _--q7-0-0 CSI DEFL (n) Doe) Uden PLATES GRIP _ TC 0.49 Vert(LL) -0.11 2-6 >999 M20 220/195 BC 0.34 Vert(TL) -0.19 2-6 >847 WB 0.17 Horz(TL) 0.03 4 Na 1st LC LL Min Udefl = 360 Weight 52 Ib BRACING TOP CHORD Sheathed or 6-0-0 on center purfin spacing. BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing. REACTIONS (lb/size) 2=555/0-3-8, 4=555/0-3-8 Max Horz 2--142(load case 3) Max Uplift2=179(load case 5), 4=179(load case 5) FORCES cab) - First Load Case Only TOP CHORD 1-2=21, 23=-639, 3-4=-639, 4-5=21' BOT CHORD 2.6=541, 4-6=541 WEBS 3-6=359 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph wipds at 25 R above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead bad, 100 mi from hurricane oceanline, on an occupancy category 1, condition 1 enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 Ifd verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL Increase is 1.33, and the plate grip ificrease 1.33 3) All plates are M20 plates unless otherwise indicated. 4) This tnfss has been designed for a 10.0 psf bottom chord live load nonconcurtent with any other live loads per Table No. 16-8, UBC -94. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joints) 2, 4 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 179 Ib uplift at joint 2 and 179 Ib uplift at joint 4. 8) This truss has been designed with ANSUTPI 1-1995 criteria. LOAD CASE(S) Standard A WARNING - Verify design. /parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for'use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional lemporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss . Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719 MtTs-k IndrlStrins. Inc. pROLENo SShjk;'Pro Rt NO. 0049919 u EXP 9 mi -An April 19,2000 LOADING(psfl SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 7.0 Code UBC/ANSI95 LUMBER TOP CHORD 2 X 4 OF No. 1&Btr-G BOT CHORD 2 X 4 OF No.1 &Btr-G WEBS 2 X 4 OF Stud/Std-G 3.00 r12 7-0-0 ...- I --- 14-0-Q. ._.. _--q7-0-0 CSI DEFL (n) Doe) Uden PLATES GRIP _ TC 0.49 Vert(LL) -0.11 2-6 >999 M20 220/195 BC 0.34 Vert(TL) -0.19 2-6 >847 WB 0.17 Horz(TL) 0.03 4 Na 1st LC LL Min Udefl = 360 Weight 52 Ib BRACING TOP CHORD Sheathed or 6-0-0 on center purfin spacing. BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing. REACTIONS (lb/size) 2=555/0-3-8, 4=555/0-3-8 Max Horz 2--142(load case 3) Max Uplift2=179(load case 5), 4=179(load case 5) FORCES cab) - First Load Case Only TOP CHORD 1-2=21, 23=-639, 3-4=-639, 4-5=21' BOT CHORD 2.6=541, 4-6=541 WEBS 3-6=359 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph wipds at 25 R above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead bad, 100 mi from hurricane oceanline, on an occupancy category 1, condition 1 enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 Ifd verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL Increase is 1.33, and the plate grip ificrease 1.33 3) All plates are M20 plates unless otherwise indicated. 4) This tnfss has been designed for a 10.0 psf bottom chord live load nonconcurtent with any other live loads per Table No. 16-8, UBC -94. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joints) 2, 4 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 179 Ib uplift at joint 2 and 179 Ib uplift at joint 4. 8) This truss has been designed with ANSUTPI 1-1995 criteria. LOAD CASE(S) Standard A WARNING - Verify design. /parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for'use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional lemporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss . Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719 MtTs-k IndrlStrins. Inc. pROLENo SShjk;'Pro Rt NO. 0049919 u EXP 9 mi -An April 19,2000 ; Ti&;s_ - ........l.rss 1113454N fA1 SCISSORS f muss Tumtier:'R�DDING; CA' -91M 1-6-0 7-0-0 1-6-0 7-0-0 Y 8.00 f TZ - M r cr t to 2 i j'._.._--.. 3x4 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 7.0 Code UBC/ANS195 1 1 I R3009005i — )_U -_37_s �a'7-19gnWiiTek-13usfnes,')nc.-Wed7Vp-r 19 -1D'.49.24 -20W -Page-1 "I 14-0-0 Scale = 1:41.5 --� — -- — -- - 7-0-0 4x4 3 i 'i.UU I 1Z 7-0-0 7-0-0 — CSI TC 0.49 BC 0.34 WB 0.17 LUMBER TOP CHORD 2 X 4 DF No. 1&Btr-G BOT CHORD 2 X 4 DF No.1 &Btr-G WEBS 2 X 4 DF Stud/Std-G REACTIONS pbfsize) 4=468/0-3-8.2=555/0-3-8 MMax Horz 2=171Qoad case 4) Max Uplift4=101(load case 5), 2=-179(load case 5) FORCES cab) - First Load Case Only TOP CHORD 1-2=21, 2-3=-639, 3-4=-639 BOT CHORD 2-5--541.4-5=541 WEBS 35=359 BRACING - -- ..... TOP CHORD Sheathed or 6-0-0 on center purtin spacing. BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing. NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane ooeantine, on an occupancy category I, condition 1 enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase is 1.33 3) All plates are M20 plates unless otherwise indicated. 4) This truss has been designed fora 10.0 pt bottom chord live load nonconcurrent with any other live loads per Table No. 1 ", UBC -94. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint(s) 4, 2 considers parallel to grain value using ANSVrPI 1-1995 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 Ib uplift at joint 4 and 179 lb. uplift at joint 2. •8) This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASE(S) Standard ,A WARNING -Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. ..� Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control• storage, delivery, erection, and bracing, consult QST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendatlon available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 MTek Industries. Inc. pONG . Z W r�b NO. C049919 * EXP 9-3000 3INN April 19,2000 14-0-0 7-0-0 I DEFL (in) (loc) Udefl PLATES GRIP Vert(LL) -0.11 2-5 >999 M20 220/195 Vert(TL) -0.19 2-5 >847 1f 0.03 4 n/0- t LC LL Min Udefl = 360 Weight 49 lb BRACING - -- ..... TOP CHORD Sheathed or 6-0-0 on center purtin spacing. BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing. NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane ooeantine, on an occupancy category I, condition 1 enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase is 1.33 3) All plates are M20 plates unless otherwise indicated. 4) This truss has been designed fora 10.0 pt bottom chord live load nonconcurrent with any other live loads per Table No. 1 ", UBC -94. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint(s) 4, 2 considers parallel to grain value using ANSVrPI 1-1995 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 Ib uplift at joint 4 and 179 lb. uplift at joint 2. •8) This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASE(S) Standard ,A WARNING -Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. ..� Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control• storage, delivery, erection, and bracing, consult QST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendatlon available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 MTek Industries. Inc. pONG . Z W r�b NO. C049919 * EXP 9-3000 3INN April 19,2000 Vuss Type R3454N I A2' KINGPOST nibis Iiimfie7;RIEDUFRJG CA 9601 ... ... _...._..__..... M r O in M r O 3-6-0 8.00 12 2 =; 3x4 1 !/i r;. 1 SUPPORT 14 0 -- - 7-0-0 i5 '11 R3009006I 40:32 '7 f99TKfTK fridiisthes; liic. W&F4W T9 TUW40. 2 5 200 0 P—ag e --r ...........-- 14-0-0 _ -- -- Scale = 1:49.0 7-0-D 7-0-0 4x4 _.: 3 Connect Connect truss -to girder with Simpson or equal (0'r 71'_ fia"W"r. 5 1.5x4 I I LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Ina YES Code UBC/ANSI95 CSI TC 0.67 BC 0.32 WB 0.09 LUMBER -- ----- DEFL TOP CHORD 2 X 4 DF No. 18Btr-G (loc) BOT CHORD 2 X 4 DF No. 18Btr.G PLATES GRIP WEBS 2 X 4 DF Stud/Std-G -0.05 0.28 REACTIONS (Ib/size) 2=66310-3-8,4=466/0-3-8 >999 >158 Max Horz 2=250poad Case 4) Horz(TL) Max Uplift2--275(load case 5), 4=-100(load case 5) FORCES (lb) - First Load Case Only Na TOP CHORD 11-2=52,2-3=409,34=409 1st LC LL BOT CHORD 2-5=337,4-5--337 WEBS 3-5=96 3x4 --- M BRACING TOP CHORD Sheathed or 6-0-0 on center pudin spacing. BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 rru from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase is 1.33 3) All plates are M20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -94. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 275 Ib uplift at joint 2 and 100 Ib uplift at joint 4. 7) This truss has been designed with ANSUiPI 1-1995 criteria. LOAD CASE(S) Standard ®WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult DST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available'rom Truss Plate Institute, 583 D'Onorrlo Drive, Madison, WI 53719 MiTek Industries, Inc. ONG NO. C049919 EXP. 9.30-00 April 19,2000 DEFL (in) (loc) Vdefl PLATES GRIP Vert(LL) Vert(TL) -0.05 0.28 2-5 1-2 >999 >158 M20 2201195 Horz(TL) 0.01 4 Na 1st LC LL Min Vdefl = 360 Weight 54 Ib BRACING TOP CHORD Sheathed or 6-0-0 on center pudin spacing. BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 rru from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase is 1.33 3) All plates are M20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -94. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 275 Ib uplift at joint 2 and 100 Ib uplift at joint 4. 7) This truss has been designed with ANSUiPI 1-1995 criteria. LOAD CASE(S) Standard ®WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult DST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available'rom Truss Plate Institute, 583 D'Onorrlo Drive, Madison, WI 53719 MiTek Industries, Inc. ONG NO. C049919 EXP. 9.30-00 April 19,2000 1 - -- .... IIJ ifi'- ...................: truss .. Truss Type.._ .-...-_._ ...._I O fy (Pr- - ONS T-...... _.-.. -.... _..-..-..... - .... R3454N?A3 MONO TRUSS i2 I1 R30o90071 moss lumber. RlEDD1fJG;-CA" 1-- - d.(T=32 s 9'9 MiTeTc rdusTries. Inc: -WedA r T910W-25 20II0-Fa a -t -3-6-0 7-0-3 13-8-0 Scale = 1:79.0 .- --- - —I-- - — ----- -----I 3-6-0 7-0-3 6-7-13 8.00112-- 2x4 1i 4 5x5% j N 3 cp Connect truss to girder 2 �� With Simpson or egUel q' NM - -- hanger. �j 3x4 - 6 5 1.5x4 11 3x6 SUPPORT �_— 7.0.3 134" 7-0-3 6-7-13 —PTf2 Ofi`S6tS LOADING (psf) SPACING 2-0-0 f CS1 DEFL (in) Doc) Vdefl PLATES GRIP TCLL 20.0 Plates Increase 1.15 I TC 0.67 Vert(LL) -0.05 2-6 >999 M20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.31 Vert(TL) 0.28 1-2 >158 BCLL 0.0 Rep Stress Ina YES WB 0.43 HZ(TL) -0.01 5 Na BCDL 7.0 Code UBC/ANSI95 I - 1st LC LL Min Vdeft = 360 Weight 82 Ib LUMBER _ —I BRACING TOP CHORD 2 X 4 OF No. 1&Btr-G TOP CHORD Sheathed tar 6-0-0 on center pudin spacing, except end verticals. BOT CHORD 2 X 4 DF No.1 &Btr-G BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing. WEBS 2 X 4 DF Stud/Std-G, 'Except' WEBS 1 Raw at midpt 4-5 4-5 2 X 6 DF No. t &Btr-G REACTIONS pb/size) 2=649/0-3-8,5--452/G-3-8 Max Horz 2=655(load case 4) Max UpIR2=103(lo6d case 3), 5=275(load case 4) FORCES Qb) - First Load Case Only TOP CHORD 1-2=52, 2-3=381, 3-0=0, 4-5=-172 BOT CHORD 2-6=313, 5-0=312 WEBS 3-6=93, 3-5=391 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanfine, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase Is 1.33, and the plate grip increase is 1.33 2) All plates are M20 plates unless otherwise Indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -94. 4) A plate rating reduction of 20% has been applied for the greed lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 103 ib uplift at Joint 2 and 275 Ib uplift at joint 5. 6) This truss has been designed with ANSUTPI 1-1995 criteria. LOAD CASE(S) Standard n ®WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MITek connectors. This design Is be only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designert� Bracing shown is tot lateral support of individual web members only. Additional temporary bracing to.insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Duality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available team Truss Plate Institute, 583 010notrlo Drive, Madison, WI 53719 MiTek Industries, Inc. �QRgFF.SSlp�/\ y *, NO. C049919 EXP 9-3M \�F April 19,2000 Job Truss 1 Truss Type "" ' R3454N A4IMONO VAULT r' inossTumber,-REDD'ING-CA`9 3x4.. 4 i R3009008! J5C..— 0-32"s 7'1999-MiTek7ndu-s nT es; 7ncllVedApr 19 TO'497N 2D00' Page 1 Scale = 1:73.4 13-8-0 1.5x4 11 3 3.00 fIFT2 3x4 �..... 6-110-0 13-8-0---r I _6-10-0 6-10-0 _ LOADING (psf) SPACING 2.0-0 1 CSI (in) (loc) VdeflTCLL 20.0 Plates Increase 1.15 TC 067FI)EFL Vert LL) -0.10 1-5 >999 TCDL 7.0 Lumber Increase 1.15 ec 0.33tari(-0.18 1-5 >903 BCLL 00 Rep Stress Incr YES WB 0.72Horz(fL) 0.03 4 n/a BCDL 7.0 Code UBC/ANS195 st LC LL Min Udeft = 360 LUMBER TOP CHORD 2 X 4 DF No.1 &Btr-G BOT CHORD 2 X 4 DF No.1 &Btr-G WEBS 2 X 4 DF Stud/Std-G *Except* 34 2 X 4 DF No.1&Btr-G REACTIONS (lb/size) 1=456/0-",4--45610-3-8 Max Horz 1=529(load case 4) Max Upliftl=-20(load case 3), 4=.2780oad case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2-621,2-3=0,3-4=1811 BOT CHORD 1-5--525,4-5=525 WEBS 2-5=348, 2-421 Connect truss to girder with Simpson or equal 1016, -- hanger. r-, PLATES GRIP Iwo 220/195 Weight: 68 Ib BRACING TOP CHORD Sheathed or 6-0-0 on center purlin spacing, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-11-9 on center bracing. WEBS 1 Row at mldpt 34 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 5.0 psf top chord dead Ioad and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) All plates are M20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live bad nonooncurrent with any other live loads per Table No. 16-B, UBC -94. 4 A plate rating reduction of 20% has been applied for the green lumber members. 5 Bearing at joint(s) 1, 4 considers parallel to grain value using ANSVTPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 Ib uplift at joint 1 and 278 Ib uplift at joint 4. 7) This thus has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard ® WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer — not truss designer. Bracing shown is for lateral support of Individual web members only. Addbional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendatlon available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719 MiTek Industries, Inc. QRpRsslo ONG a NO. C049919 ECP 9-30-00 April 19,2000 loll Truss ;Truss T...._ .._ _. _ ......... __._ . _... _.__.. _ YPe (QiY----tpy...... R3454N iA5 MONO VAULT 3 i1 j R30090091 moss>urn6ia�: R DING; C�A"96�0$t— ' -- 0 32 s Oct 7 1 B99 i4fiTek Iiistrles; 7ric. Wid App 19'-i"o74'936'2000 Page f" '-6-0, 13-8-0 � Scale = 1:76.0 . _......—.._-----' 1$0 13-8-0 1.5x4 11 4 LOADING (psl) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 7.0 Code UBC/ANSI95 LUMBER TOP CHORD 2 X 4 DF No.18Btr-G BOT CHORD 2 X 4 DF N0.18Btr-G WEBS 2 X 4 DF Stud/Std-G *Except* 4-5 2 X 4 DF No.18Btr-G CIx14--� ,,.., _ 5 REACTIONS (ib/size) 2=543/0-3-8,5=456/0-3-8 Max Horz 2=5800oad case 4) Max 1.10112=-57(load case 3), 5=-2780oad case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=21, 2.3=-821, 3-4=-0, 4-5=-181 BOT CHORD 2-6=525, 5-6=525 WEBS 3-6=348, 3-5=-621 00nned truss to girder With Simpson or equal LQ s ?L .__ hangP► CD r PLATES GRIP M20 220/195 Weight 71 Ib BRACING TOP CHORD Sheathed or 6-0-0 on center purlin spacing, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-11-9 on center bracing. WEBS 1 Row at mfdpt 4-5 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL Increase is 1.33, and the plate grip increase is 1.33 2) All plates are M2D plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads per Table No. 16-B, UBC -94. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearing at joints) 2, 5 considers parallel to grain value using ANSVTPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 Ib uplift at joint 2 and 278 Ib uplift at joint 5. 7) This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASE(S) Standard ®WARNING - Verify design parameters anti READ NOTES ON THIS AND REVERSE.' SIDE BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. 11A Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection; and bracing, consult OST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation avallable from Truss Plate Institute, 583 D'Onofrlo Drlye, Madison, WI 53719 - MiTek Industries, Inc. �pQQ�StfQM� ONG 0 a ` * NO. C049919 EXP 9-30-00 `mac_ ,t}q CIVI C- V OF April 19,2000 3.00 Fr,- 3x4 F_ 6-10-0 _ ... ..... &10-0 6-10-0 CSI DEFL (in) (I-) I/defl TC 0.67 Vert -0.10 -0.10 2-6 >999 BC 0.33 Vert L -0.18 2-6 ' >903 W8 0.72 Horz(TL) 0.03 5 n/a 1st LC LL Min Ildefl =380 REACTIONS (ib/size) 2=543/0-3-8,5=456/0-3-8 Max Horz 2=5800oad case 4) Max 1.10112=-57(load case 3), 5=-2780oad case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=21, 2.3=-821, 3-4=-0, 4-5=-181 BOT CHORD 2-6=525, 5-6=525 WEBS 3-6=348, 3-5=-621 00nned truss to girder With Simpson or equal LQ s ?L .__ hangP► CD r PLATES GRIP M20 220/195 Weight 71 Ib BRACING TOP CHORD Sheathed or 6-0-0 on center purlin spacing, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-11-9 on center bracing. WEBS 1 Row at mfdpt 4-5 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL Increase is 1.33, and the plate grip increase is 1.33 2) All plates are M2D plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads per Table No. 16-B, UBC -94. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearing at joints) 2, 5 considers parallel to grain value using ANSVTPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 Ib uplift at joint 2 and 278 Ib uplift at joint 5. 7) This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASE(S) Standard ®WARNING - Verify design parameters anti READ NOTES ON THIS AND REVERSE.' SIDE BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. 11A Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection; and bracing, consult OST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation avallable from Truss Plate Institute, 583 D'Onofrlo Drlye, Madison, WI 53719 - MiTek Industries, Inc. �pQQ�StfQM� ONG 0 a ` * NO. C049919 EXP 9-30-00 `mac_ ,t}q CIVI C- V OF April 19,2000 rl Of&M-cz3NST !113454N iAE (MONO CAL HIP 1 i 1 R3009015� moss hiTn�; REDDTFTG; CA 9601 -- - ' d.0 s ct-"gWMrTe& ndusTnes7lfic:-Veda 19-i�48'.291606 e, 13-6-0 Scale = 1:69.2 1 6-0 5.8-14 11.5-11 1111-211-11 1-6-0 5-8-14 0 T. x411 3x4 __ 7 6 LOADING (cast) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Ina YES BCDL 7.0 Code ' USC/ANSl95 LUMBER— TOP CHORD 2 X 4 OF No. 1&Btr-G BOT CHORD 2 X 4 DF No.1&BU-G WEBS 2 X 4 DF Stud/Std-G'Except* 5-6 2 X 4 DF No. 1&Btr-G REACTIONS (lb/size) 6=44910-3-8,2=538/0-3-8 Max Horz 2=503(load case 4) Max Uplift6=229(load case 4), 2---44(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=22, 2-3=-452, 3-4=-51, 4-5=01 5-0=50 BOT CHORD 2-7=371, 6-7=371 WEBS 3-7=92, 3-6=-369, 4-6=163 1.5x4 11 4x8 11 6-9-0 13-0-0 6-9-0 f - 6-9-0 i Connect trum to Qirue rdef with Simms of CSI DEFL (In) (loc) l/deft PLATES GRIP TC 0.37 BC 0.34 Vert(LL) -0.08 6-7 >999 V M20 2201195 WB 0.20 L) -0.14 6-7 >999 Horz(TL) -0.01 6 n/a 1 st LC LL Min Well = 360 Weight 79 Ib BRACING TOP CHORD Sheathed or 6-0-0 on center purlin spacing, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing. WEBS 1 Row at midpt 5-6,3-6 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanUne, on an occupancy category I, condition 1 enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBCIANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are M20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load noneoncurrent with any other live loads per Table No. 16-B. UBC -94. 6) A plate rating reduction of 20%, has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 229 Ib uplift at joint 6 and 44 lb uplift at joint 2. 8) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard. ®WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE U.SF. Design valid lot use only with M!Tek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility cf the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidanceadtn' regarding fabrication, quality control, storage, delivery, erection, and bracing, consul) OST -88 Quality Standard, DS8- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719 MTek Industries, Inc. Qapfmfp OQ`FOONG �( 7 NO. C049919 EXP 9-30-00 April 19,2000 135b M CIINST ........ _ . ......... - PlY �M8 -, �RU54N !AD !MONOCALHIP R3009014I I -�' I.- moss lumber,7ZEDDIFI>;;-CilYJ60fT1 ...__.. ._ _... .--�--�--..__...._..—_. _ .- 4:0 32 s pd -7'989-N a --- dustnes; Inc: '9Ved Apr 19 1II 939 20IIII page 1J ,-1.6-0, 4-6-14 9-7-10 9 1-11 13-6-0 -- .... ......--...........-- +-.._......----..._ , Scale = 1:58.9 1-6-0 4-6-14 4-10-12 0�4-1-1 3-6-5 - 4x5 5x5:.- Connect truss to girder 45 with Simpson or equal 8.00 T£ _-- - K& hgctger. 1.5x4 C1 .% rl � 1CY) \`\ ,41 3x4- 7 6 3x8 - 1.5x4 11 ~._.. 9-7-10 13-" 9-7-10 - ----__ -- _ _ 3.10-6 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (hoc) Udefl PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.85 Vert(LL) -0.19 2-7 >832 M20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.48 Veit(TL) -0.33 2-7 >488 BCLL 0.0 Rep Stress Inv YES WB 0.18 Horz(TL) -0.01 6 Na BCDL - 7.0 Code UBC/ANSI95`— 1st LC LL Min Udefl = 360 Weight. 76 Ib LUMBER BRACING - - - TOP CHORD 2 X 4 DF No.18Btr-G r OP CHORD Sheathed or 6.0-0 on center puffin spacing, except end verticals: BOT CHORD 2 X 4 DF No.1&Qtr-G BOT CHORD Rigid ceiling directly applied or 6.0-0 on center bracing. WEBS 2 X 4 DF Stud/Std-G WEBS 1 Row at midpt 5.6 REACTIONS (lb/size) 6=449/0-3-8,2=53810-3-8 Max Horz 2=426(load case 4) Max Upl'tft6=-187(load case 4), 2=-850oad case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=22,2-3=-455, 3-4=-220, 4-5=189, 5-6= 423 BOT CHORD 2-7=371, 6-7=0 WEBS 3-7=218, 4-7=-118, 5-7=377 NOTES 1) This thus has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanilne, on an occupancy category I, condkion I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If is etn.33 ertk als or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase 3 Provide adequate drainage to prevent water ponding. 4 All plates are M20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads pci Table No. 16-B, UBC -94. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 187 Ib uplift at joint 6 and 85 Ib uplift at joint 2. 8) This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASE(S) Standard Q';tC>FE� ONGF w� a NO. C049919 EXP 9-30-40 ®WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE April 19,2000 Design valid tot use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available tr7m Truss I..• J Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719 Well: Indust -s, Inc. ;Job__._._._....IOty. -TPTV---- -98ANTCURRST IR3454NR3009013! IAC !MONO CAL HIP moss lumber. R DDtIQG-'�A 960-b'1' ' _" ' ' '4:0=32's Uct�T99'SMT1c'fndustries,'fnc.�f/eii Rpr�zS'10:4'378 2017iT�ag-e i' t 6 0 7-7-10 1-6-0 ' 7-7-10 ----7-TY1 13-6-0 0-4-1 5-6-5 '5x8 \\ 1.5x4 11 Scale: 1/4"=1' Connect truss to girder with Simpson or equal 11' 36 _- hanaer 1.5x4 I I 3x4 7-7-10 l 13-6-0 -1 7-7-10 5-10.6 LOADING (psf) —SPACING 2-0.0 _ CSI DEFL (in) (loc) Udefl PLATES GRIP- TCLL 20.0 Plates Increase 1.15 TC 0.55 Vert(LL) -0.08 2-6 >999 L420 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.31 Vert(TL) -0.13 2-6 >999 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.00 5 n/a BCDL 7.0 Code UBC/ANSI95 1st LC LL Min Udefl = 360 Weight: 65 Ib LUMBERBRACING TOP CHORD 2 X 4 DF No. 18Btr-G TOP CHORD Sheathed or 6-0-0 on center purlin spacing, except end verticals. BOT CHORD 2 X 4 DF No.18Btr-G BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing. WEBS 2 X 4 OF Stud/Std-G REACTIONS (lb/size) 5=44910-3-8.2=53810-3.8 + Max Hoe 2--349(load case 4) Max Uplift5=-154(load case 4), 2=-119(load case 4) FORCES cab) - First Load Case Only TOP CHORD 1-2--22,2-3=-343.3-4=0, 45=-150 BOT CHORD 2-6--286.5-8--283 WEBS 3.6=92, 3-5=-383 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 5.0 psf top chord dead bad and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC/ANS195 If end verticals or cantilevers exist, they are exposed to wind. M porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are M20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live bads per Table No. 16-B, UBC -94, 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 154 Ib uplift at joint 5 and 11 9.1b uplift at joint 2. 8) This truss has been designed with ANSUTPI 1-1995 criteria. LOAD CASE(S) Standard 9t'OFESS' ONG el !C NO. C049919 t EXP 9-30;Q A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding labrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Ouality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 %'Tek Industries, Inc. April 19,2000 J6'b ;Truss--'-'-' --;Truss Type 1113454N !AB!MONO CAL HIP moss lilmbei; RI_QQ1Ff�CKS6ODi" --" ' ' ' ..5-7'10 - 1-6-0 5-7-10 8.00 i 'fZ v 41 3x4 - (Qty.Ips, -- M&M•C'ORST i1 ;1 i R300911121 -- 2 s , "7-1U9"Tek7- u nes, IrfC "Wee -Apr 1-3iD:49TF2Wu-a e -r s 11-11 9-7-11 13-6-0 Scale = 1:37.5 ----..—_...._._.... I 0 4-1 3-8-0 3-10-5 4x5 3x4 7 3x4 - I 13•-0 —._..= .. --- —-.._... _ 5-7-10 7-10-6 --I 0 S' CACD o c = CA . ?° . 0 cu 0 cQ c0 M a Mr- � 0 m LOADING (psf) SPACING 2-0-0 I CSI — DEFL (n) (loc) Vdefl _ TCLL 20.0 Plates Increase 1.15 TC 0.30 Vert(LL) -0.08 6-7 >999 PLATES GRIP M20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.15 6-7 >999 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.01 6 Na BCDL 7.0 Code UBC/ANS195 1st LC LL Min Vdefl = 360 Weight 65 Ib LUMBER BRACING - — TOP CHORD 2 X 4 DF No.1&BU-G TOP CHORD Sheathed or 6-0-0 on center purtin spacing, except end verticals. BOT CHORD 2 X 4 DF No.1 &Btr-G BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracin WEBS 2 X 4 DF Stud/Std-G 9- REACTIONS (lb/size) 649/03-8, 2--538/03-8 Max Horz 2=271(load case 4) Max Uplift6=-128(load case 4), 2=145(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=22,2-3=-466, 34=387, 4-5=0, 5-6=100 BOT CHORD 2-7=388, 6-7=291 WEBS 3-7=2, 4-7=132, 43=-414 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1DO mi from hurricane oceanline, on an occupancy category 1, condition I enclosed buildrig, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBCIANS195 M end verticals or cantilevers exist, they are exposed to wind. if porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are M20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -94. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 Ib uplift atjoint 6 and 145 Ib uplift at joint 2. 8) This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASE(S) Standard A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 HTek Industiriesr Inc. �SSI� 'Y ONG J- NO. C049919 * EXP 4-30-00 April 19,2000 o iTiiiss'-'-"' � ' ITrtissType-"" R3454N IAA MONO CAL HIP I I I itioss fum�er,T2EDDING;'CA`56001-' ""' ----"' -" I- 1-6-0 3-7-10_.._._... . 1-6-0 3-7-10 8.00 FIT o ' r A M 2 3x4 R3009011I I 0-32 s Oi-T7'1'9WMi-Meek I�tiies,Tnr- WeiT�'9-gT6.4ti.27-n cage i'J 3 11-11 6-7-11 13�o Scale - 1:29.8 __... - I - 0-4-1 4-8-0 4-10-5 5x8 ,�. 5x4 11 5x5 ::- 2x4 11 3-7-10 3-7-10 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.26 TCDL 7.0 Lumber Increase 1.15 BC 0.18 BCLL 0.0 Rep Stress Incr NO WS 0.41 BCDL 7.0 Code UBC/ANSI95 LUMBER — - TOP CHORD 2 X 4 DF No.1&Btr-G BOT CHORD 2 X 6 DF No.1&Btr-G WEBS 2 X 4 OF Stud/Std.-G REACTIONS (Ib/size) 6=641/0-3-8.2=73010-3-8 Max Horz 2=194(foad case 4) Max Uplift6=-161(load case 4), 2=-2160oad case 4) FORCES (lb) - First Load Case Only TOP CHORD 1.2=23.2-3=-863.3-4=-829.4-5---829,"=.539 BOT CHORD 2-8--726.7-8=714,6-7=0 WEBS 3-8=183,3-7=128,4-7=258.5-7=926 8-7-11 5-0-1 0"--' 3x8 =Wit / Simpson or equa'V4 11 hanger. 4-10-5 DEFL (n) (I-) Well PLATES GRIP Vert(LL) -0.02 7 >999 M20 220/195 Vert(TL) -0.04 7-8 >999 HOrz(TL) 0.00 6 Na 1st LC LL Min Vdefl = 360 Weight 73 Ib BRACING TOP CHORD Sheathed or 6-0-0 on center purlin spacing, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. NOTES 1) This buss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 5.0 psf top chord dead.load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL Increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are M20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -94. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 161 Ib uplift at joint 6 and 216 Ib uplift at joint 2. 8) This truss has been designed with ANSVrPI 1-1995 criteria. LOAD CASEIS) Standard 1) Regular. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) RQEESrfQ Vert: 1-2=-54.0, 2-3=-54.0, 3-4=-54.0,4-5=54.0, 2-8=-43.0, 7-8=43.0, 6-7=43.0 ONG NO. C049919 EXP 9-30-00. . \Jj\�� oar, A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE. REFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Duality Standard, DS8- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 M?ek Industries, Inc. April 19,2000 Job Truss .. —-iTnissType I l � R3454N +A6 iJACK1 i1 I R3009010i moss fumuer;'R'E13DITTG-CA 9$Ob'1 ' "' .."' "4'��t.. s 7"1'99f3191T cT Indiistnes, Gc- Wttdlip9 110:49:211010 Page 1- -1�-0 1-11-11 1-6-0 6.00 fTz- 1 2-01-0 2-0-0 _ LOADING (psf) SPACING 2-0-0 CSI DEFL _ (in) (loc) TCLL 20.0 Plates Increase 1.15 TC 0.17 Vert(LL) 0.00 2-4 TCDL 7.0 Lumberincrease 1.15 BC 0.09 Vert(TL) 0.03 2-3 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(fL) 0.00 BCDL TO Code UBC/ANS195 (Matrix) 1st LC LL Min Vdefl = 360 LUMBER TOP CHORD 2 X 4 DF No.1 &BU -G BOT CHORD 2 X 4 DF No. 1&Btr-G REACTIONS (Ib/size) 2=181/0-3-8, 4=3410-3-8,4=3410-3-8 Max Hoa 2=101(load case 5) Max Uplift2=131(load case 5), 4=24(load case 3) Max Grav4=38(load case 2), 4=340oad case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2--35,2-3=-49 BOT CHORD 2-4=0 2:�D 0-0-5 i SUPPORT Scale = 1:10.4 _ Connect truss to girder PO, with Simpson or equal (,v Z `l hanger. I/defl PLATES GRIP >999 M20 220/195 >716 We Weight: 8 Ib BRACING TOP CHORD Sheathed. BOT CHORD Rigid ceiling directly applied or "-don center bracing. NOTES 1) This truss has been desigr*d for the wind loads generated by 80 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase Is 1.33 2) All plates are M20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live bad nonooncurreni with any other live loads per Table No. 16-B, UBC -94. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of witiutanding 131 Ib uplift at joint 2 and 24 Ib uplift at joint 4. 6) This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASE(S) Standard ® WARNING - Verify design parorneters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer — not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 MTek Industries, Inc. qgofEsslo ONG YG ,* NO. C049919 EXP. 9-30-00 �or April 19,2000 . .. CONST !Job ;Truss Truss Type -- -- -• ------ � - - Qty Ply M&M YP 1 R3009018 ! R3454N 1; BS i DROP TC GABLE 1 (1 1 • i I i..... --- 1._._. _ .. - ......... .. _ _...__.._.. -- - _-....... L L_.._ _._..... --- ..... _....._ - moss lumber. REDDING. CA 96001 4.0-32 s Feb 18 1999 MrTek IndusVies, Inc. Wed Apr 19 11:02:01 2000 Page 1 1-0-0 5-6-0 5-6-0 1-o-0 4x911 1.5x411 1.5x411 1.5x4 11 1.5x4 11 3x4 '% 8.4r 4x8•.- 4 11 � 6 8 3x4: 1.5x4 11 BLOCKING &BRACING / / �. 3x6-'.,- 1/ �. '� 4x8: REOUIRED AT SUPPORT: / IX 8II\�\\'� 12 tt. - - -- -- —_ -_ -\ 131'7 1- x4 ! 0 4x5 W 1.5x4 11 15' 1.5x411 —( 4x5= ` 1.5x4 11 3x8= 1.5x4 11 1.5x4 11 1-1 611-1 11-D-0 1-11-2 6.11-15 2-0-15 I Plate Offsets (X�YL.L0-0=12,0 2-4], [4:0-1 4,0 3 3], I1 D:0 1 4,0-3 31. [121^0 0-12,0-2 4] --- ---- LOADING (psf) SPACING 2-0-0 CSI DEFL (n) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.24 Vert(LL) -0.06 12 >373 M20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.44 Vert(TL) -0.08 12 >288 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(rL) 0.00 14 Na BCDL 7.0 Code UBC/ANS195 - --- -- (Matrix) 1st LC LL Min Vdefl = 360 Weight 79 Ib LUMBER BRACING -- TOP CHORD 2 X 4 DF No.18Btr-G TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD 2 X 4 DF N0.18Btr-G 80T CHORD Rigid ceiling directly applied or 64)-0 on oenter bracing. WEBS 2 X 4 DF Stud/Std-G OTHERS 2 X 4 DF Stud/Std-G REACTIONS (lb/size) 16=42610-3-8,14=426/0-3-8 Max Horz 16=104(load case 4) Max Uplift16=193(load case 5), 14=-193(load case 5) FORCES (!b) - First Load Case Only TOP CHORD 1-2=29, 2-3=-80, 34=29, 4-5=-27, 5-6=21,84=63.7-8=83, 8-9=-3,9-10---27, 110-11=29,111-112=80, 12-13=29 BOT CHORD 2-16=22.15-16=22,14-15=22,12-14=22 WEBS 7-15=-235.4-15=26,10-15=26 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 5.0 psf top chord dead bad and 5.0 psf bottom chord dead bad, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 it with exposure C ASCE 7.93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) For studs exposed to wind, see MiTek "Standard Gable End Detail" 4) All plates are M20 plates unless otherwise indicated. •----� � Q�` aNC �I 5) Gable studs spaced at 1-4-0 on center. �i. ��� j+G 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -94. 7 A late rating reduction of 20% has been P 9 applied for the green lumber members. 8) Provide mechanical connection (by others) of trust to bearing plate capable of withstanding 193 Ib uplift at joint 16 and 193 Ib uplift at joint 14. NO. 0049919 EXP 9-3 9) This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASE(S) Standard C Q ®WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE .SIDE BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. to Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Duality standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss . Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 MiTek Industries, Inc. April 19,2000 1 -,To -b' "';Thiss "iTiussType_._...... _...... R3454N 1BG KINGPOST moss lumfie�; ABDDTRO; G,4�3fio01 " "' A no 11,7- - — j'01Y... - I PIy ' -MW C'ON'ST ' .......... ".0 R30090171 32s ctTT9S'9lVtifek7n3usfnes,Inc.VV—ec/1Pr—iSitr:49'3n -pa- -6-0 Scale = 1:32.5 4x4 2 4x8 = 4 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL . 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code UBCIANS195 CSI TC 0.36 SC 0.45 WB 0.46 LUMBER _ TOP CHORD 2 X 4 DF No.1 &Btr-G -0.02 BOT CHORD 2 X 8 DF No.1 &Btr-G >999 WEBS 2 X 4 DF Stud/Std-G Ved(fL) REACTIONS (Ibtsize) 1=1328/0-3-8,3=1328/0-3-8 14 Max Horz 1=-89(load case 3) Max Upliftl=-286(load case 5), 3=286poad case 5) FORCES (Ib) - First Load Case Only 3 TOP CHORD 1-2=1199, 2-3=-1199 BOT CHORD 1-4--N8.3.4=998 Min Udefl = 360 WEBS 2-4=1039 I Weight 53 Ib 3x8 11 3 o 4x8 -- 5-6-0 5-6-0 e (n) (loc) Udeft PLATES GRIP Vert(LL) -0.02 1.4 >999 M20 220/195 I Ved(fL) -0.04 14 >999 Horz(TL) 0.01 3 Na 1st LC LL Min Udefl = 360 I Weight 53 Ib BRACING TOP CHORD Sheathed or 54-10 on center puffin spacing. BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing. NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane ocear111ne, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If is 1n33 erticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL Increase Is 1.33, and the plate grip increase 3) All plates are M20 plates unless otherwise Indicated. 4) This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads per Table No. 16-B, UBC -94. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 286 Ib uplift at Joint 1 and 286 Ib uplift at Joint 3. _ 7) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-194.0, 3-4=194.0.1-2=-54.0, 2-3=54.0 A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. m Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding labricalion, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719 KTek Industries, Inc. �pONS C NO. C':049919 EXP 9-30-00 April 19,2000 iJo6 ;Truss iTriis3 Type R3454N CS I HOWE I 1-0-0 Jr 1 1 R3009020I _.---.._......_........ 1—_— 0.32`s 7-fgg MTek InauSWS', Tnc. -VVerTA-p-r-fg-f0 49:3'2-ZUM-Paget' 3 5 9 6 0-o 6 6-7 12-0-0 13 0-o Scale = 1:44.0 +- ..... .....__.._ _, 3-5-9 2-6-7 t2-6.7 -- 3-5-9 1-0-01 1.5x4 11 3x4 -� 1.5x4 11 8.00 (TZ 6 3x4;;. 8x12 BLOCKING & BRACING 3x4 8x12 -iEOUIRED AT SUPPORT: 5 ��7 3x4 3 9 4x4 13 12 4x4 3x4 - 3x4 1.5x4 11 1.5x4 I I l 3 5 .5x4 11 r� o o I 8 s 7 11.5x4h1cl_o 3-5-9 2.6-7 2-6-7 3-5-9 - LOADING (pso SPACING 2-0-0 CSI DEFL (in) (loc) Vdefl PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.06 TCDL 7.0 Lumber Increase 1.15 BC 0.14 Vert(LL) -0.02 12-13 >999 M20 220/195 Vert(TL) BCLL 0.0 Rep Stress incr YES WB 0.13 -0.03 12-13 >999 Horz(TL) 0.00 12 rVa BCDL —7.0 - — Code UBC/ANSI95 1st . LL Min Well = 360 Weight 81 Ib LUMBER BRACING TOP CHORD 2 X 4 F No. 1&Btr-G TOP CHORD Sheathed or 10-0-0 on center purlin spacing. BOT CHORD 2 X 4 OF O WEBS 2 X 4 DF Stud/Std-G G No. d- BOT CHORD Rigid ceiling directly applied or 6-0-0 on tenter bracing. - OTHERS 2 X 4 DF Stud/Std-G REACTIONS (lb/size) 13=46010-3-8,12=460/0-3-8 Max Horz 13=113(load case 4) Max Upliftl3=-243(load case 5), 12=-243(load case 5) Max Grav 13=508(load case 6), 12=508(load case 7) FORCES Ob) - First Load Case Only �LGONG TOP CHORD 1-2=15, 2-3=318, 3-4=318, 4-5=319, 5-6=319, 6-7=319, 7-B=319, 8-9=318, 9-10=318, 10-11=15 BOT CHORD 2-13=265, 12-13=105, 10-12=-285 LOAD CASE(S) Standard WEBS 4-13--156,8-12=-156,6-13=293,6-12=-293 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3 For studs exposed to wind, see MiTek "Standard Gable End Detail" 41 All plates are M20 plates unless otherwise indicated. 5) Gable studs spaoed at 1-4-0 on center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -94. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 243 Ib uplift at joint 13 and 243 IbQOfESSfp^, upliftat joint 12. 9) This truss has been designed with ANSIITPI 1-1995 criteria. �LGONG LOAD CASE(S) Standard to 10 l NO. C049919 � EXP 9-30.00 J> CN t OF C tFO�� A WARNING - Verify design parainelerr and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate institute, 583 D'Onofrio Drive, Madison, wl 53719 MiTek Industries, Inc. April 19,2000 J'o6_..__.._.•-----7Truss....... iTNssType. .._._..._.....----... ..._ !R3454N �C (SCISSORS rrtossTum�er,-R�DDING, CA 960'b'1""--'- "'" 1-6-0 6-0-0 M IOt) ,Ply M&NfCIINST' 1 j1 R3009019 — --- .0-32 s �-TT939 IiAiTe-li'rdustries, Tnc-WeA J{prfig'1'0.`4J'3'i3'006"Fage 1-j 12-0-0 6-0-0 4x4 3 -M LOADING (psf) SPACING 2-0-0 TCLL 20.0 FL Plates Increase 1.15 TCDL 7.0 TC 0.33 Lumber Increase 1.15 BCLL 0.0 >999 Rep Stress Incr YES BCDL 7.0 2-6 Code UBCIANS195 LUMBER TOP CHORD 2 X 4 DF No.1&Btr-G BOT CHORD 2 X 4 DF No. 1&Str-G WEBS 2 X 4 OF Stud/Std-G =NAL, o -t, -V _._ 1 6-0-D 12-0-0— 6.0-0 -- CS1 FL (n) (loc) Udell TC 0.33 LL) -0.O6 2-6 >999 BC 0.25rl Tl.) EHorzfft.) -0.11 2-6 >999 WB 0.14 0.02 4 Na LC LL Min Udef1= 360 REACTIONS (ib/size) 2=487/1)-3-8,4=487/0-3-8 Max Horz 2=-125poad case 3) Max Uplift2=-164(load rase 5), 4=1640oad case 5) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=21, 2-3=541, 3-4=-541, 4-5=21 BOT CHORD 2-6=457.4-6=457 WEBS 3-6=304 i 13-6-9 I Scale = 1:36.4 1-6-0 �\ 4 r M r 0 3x4 , PLATES GRIP M20 220/195 Weight: 45 Ib BRACING - -- TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing. NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph vAnds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 it by 24 ft with exposure C ASCE 7-93 per UBC/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) All plates are M20 plates unless otherwise indicated. 4 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -94. 5; A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint(s) 2, 4 considers parallel to grain value using ANSUTPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding.164 Ib uplift atjoint 2 and 164 Ib uplift at joint 4. 8) This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASE(S) Standard A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE, SIDE HEF'ORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. TM Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 O'Onofrio Drive, Madison, WI S3719 MiTek Industries, Inc. rQK�FIrsslo,�� ���°�COON �� F f3 NO. CO49919 A EXP 9-30-00 �O April 19,2000 !Job----------------- ... ....... . ................. _._.._. ,Truss i Truss Type Oly Ply M&M CONST -- � I IR3454N DP 'VAULT 11 1 R3009023I _ os ---...._.... DDIN __..__._. -- - -- ._. —__1 _.......I _ _ j moss lumber, REDDING, CA 96001 ek - ----- c- - — ---. _ 4.0-32 s Feb 18 1999 MiTek Industries, Inc. Wed Apr 19 11:0259 2000 Page 1 1-6-0 5 9 11 11-3 0 16 7-15 22_fr0 240-01 ...--. -- —..._ 1-6-0 5-9-11 5-5-5 6x12 11 5-415 5.10-1 1-6-0 8.00 12 3x5% %/ �\4 I 4-0-0 O.C. ALONG THE STACKED TOP 614ORD 41 3x7 II/ J 3x5. - 7 x5=7 j - - = 5x8 -i 5x5 ¢ 15 14 13 121 10 9 8 4x8�� 5x8= 3.00 12 5-6-15 10-9-8 16-0-0__ 22 0 5.6.15 5-2-9 5.8-8 6.— p _Plate Offsets (X,Y):(1;0.3-4,0.2-151, [2.0-5-4 eche], [3:0.3-0,05-8j,j4_edge,0-4-71, [6:0-2-0,0.2-0], [7:0-2-0,2:2-121_ - - LOADING (psi) SPACING 2-0-0 CSI DEFL (in) (ft) I/det PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.94 Vert(LL) -0.22 6-7 >607 L420 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.47 Vert(TL) -0.37 6-7 >362 BCLL 0.0 Rep Stress liner NO WB 0.61 Horz(TL) 0.18 6 Na BCDL 7.0 -Code UBC/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight 203 Ib LUMBER BRACING - TOP CHORD 2 X 4 DF No.t&Btr-G TOP CHORD Sheathed or "-O on center purtin spacing. BOT CHORD 2 X 4 DF No.1&etr-G BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. WEBS 2 X 4 DF Stud/Std-G OTHERS 2 X 4 DF Stud/Std-G REACTIONS (lb/size) 1=48/10-9-8, 8=1076/10-9-8, 6=248/0-3-8, 12=281/10-9-8, 9=198/10-9.8, 10=117/10-9-8, 11=36/10.9-8. 13=21/10-9-8, 14=3/10-9-8, 15=73/10.9-8 Max Holz 1=136(load case 7), 8=232(load case 3), 12=-1 (load case 6) Max Upliftl=-"load case 7), 8=-270Qoad case 5), 6=33(load case 5), 12=144(load case 4), 9=1980oad easel), 11=360oad ease 1), 14=Aooad case 6), 15=58(load case 4) Max Grav 1 =1 16(load case 6), 8=1076(load case 1), 6=248(load case 1), 12=311(load case 6), 9--45(load case 5), 10=125(load lase 2), 11=18(load case 5), 13=41 (load case 2), 14=450oad case 2), 15=94(load case 6) FORCES (lb) - First Load Case Only TOP CHORD 1-2--135,2-3=268.3-4=-23,4-5=159,5-6=105 BOT CHORD 1-15=0, 14-15=0, 13-14=0, 12-13=-0, 11-12=0, 10-11=0, 9-10=0,8-9=0, 7-8=-32,6-7=114 WEBS 2-8=226, 8-41=-641, 4-41=-813, 5-7=-20, 2-12=248 NOTES 1) This taus has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I �.QROFES&o enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANS195 K end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase Is 1.33, and the plate grip ,� ��DONG r 2 increase is 1.33 G �l�iis+ 3) For studs exposed to wind, see MiTek "Standard Gable End Detail" ;g 4) All plates are M20 plates unless otherwise indicated. 'ZY 5) All plates are 1.5x4 M20 unless otherwise Indicated. 6) Gable studs spaced at 1-4-0 on center. 4 NO. M9919 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, EXP 9.30-00 UBC -94. 8) A plate rating reduction of 20% has been applied for the green lumber members. C 9) Bearing atjoint(s) 6 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should .g of Q� verify capacity of bearing surface. Continued on page 2 A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer — not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- �89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719 MiTek Industries, Inc. April 19,2000 i Job Truss ; Truss T e....... - --- j.. l I yp Oty I Ply — iR3454N�DP ;VAULT 1 11 R3009023 . . ........... ....... moss lumber. REDDING, CA 96001 — --• ------......-----....._�_._...____.._._....--_-... 4.0-32 s Feb 18 1999 MiTek Industries, Inc. Wed Apr 19 11:02:59 2000 Page. 2 NOTES 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 63 Ib uplift at joint 1, 270 Ib uplift at joint 8, 33 Ib uplift at joint 6, 144 Ib uplift at joint 12, 198 Ib uplift at joint 9, 36 Ib uplift at joint 11, 4 Ib uplift at joint 14 and 58 Ib uplift at joint 15. 11) This truss has been designed with ANSI/TPI 1.1995 criteria. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-15=14.0,14-15=-14.0.13-14=-14.0,12-13=14.0,11-12=14.0. 10-11=14.0, 9-10=-14.0, 8-9=-14.0, 1-2=-54.0, 2-3=-54.0, 7-8=-14.0. 6-7=14.0, 3-4=-54.0, 4-5=-54.0, 5-6=54.0, 2-8=27.0, 8-41=-27.0 A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QST -88 Quafhy Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onolrio Drive, Madison, WI 53719 MTek Industries, Inc. ,Job.---------jTrtis's' "';TiussT—ype """ ' IR3454N 1DG DBL. FINK moss lumIWr, REDDIN(.i','1;i4960i)1-- 4 3 10 _ 7-9=5 4-3-10 3-5-11 8.001-T2"' 1.5x4 \\ 11 i2 ` R30090221 Oa-T1999-MTek'frid-u�tiies,-Inc: Wed1�pF 18�0`dS33 2000 '1 q 1 " I--i1,3o i 14e -11-._.T.... 182_s. +.....22.6-0 ...._{ Scale: 3/16"=1' 3-5-11 4x5 It 5-11 3.5-11 4-3-10 4 3x4 3x4 . 5 1.5x4 6 7 M 4x8 11 10 129 8 4X8 - 4x5 = 6x6 = 6x6 9-2-D 134-0 17 5 0 5-0-0 4-2-0 4-2-0 4-2-0 5-0-0-0-0 -60=T=9]� IT;�-4-0;0=1=91-ft3:0�-0:1T6=0Ti9�'3_tf't['�r�r717nt��,rn-�-rsr •------ --- ._ —. . LOADING (psf) SPACING 2-0-0 CS! DEFL (in) (loc) Udeft PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC '0.14 Vert(LL) 0.05 9 X999 MZp TCDL 7.0 Lumber Increase 1.15 BC 0.32 Vert _ 220/195 99 BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(TL) 0.02 9 17 Na BCDL 7.0 Code UBC/ANS195 (Matrix) 1st LC LL Min Udeft = 360 Weight: 309 Ib LUMBER — �- — BRACING TOP CHORD 2 X 4 OF No. 1&Btr-G urtin spacing. TOP CHORD Sheathed or 8-0-0 on center BOT CHORD 2 X 8 DF No.1&Btr-G id ceilin dire p BOT CHORD Ri WEBS 2 X 4 DF Stud/Std-G 9 9 directly applied or 10-0-0 on center bracing. REACTIONS (lb/size) 1=318210-3-8.7=2972/0-3-8 Max Horz 1=186(load case 4) Max UPlift1=-685(load case 5), 7=6400oad case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=2880.2-3=.2811.3-4=-2719,4-5=3294.5-6=-4199,6-7=-4254 BOT CHORD 1-11=2338, 10-11=2272, 10-12=2038, 9-12--2038, 8-9=2894, 7-8=3492 WEBS 2-11=-172, 3-11=45, 3-10=-187, 4-10=701, 4-9=2479, 5.9=-709, 5-8=1157, 6-8=176 NOTES 1) 2 -ply truss to be connected together with 0.131'Yr Nails as follows: Top -chords connected with 2 mw(s) at 0-6-0 on center. Bottom Chords connected with 2 row(s) at 0-6-0 on center. Webs connected as follows: 2 X 4 -1 row(s) at 0-9-0 on center. 2) This truss has been checked for unbalanced loading conditions. 3) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead bad, 100 ml from hurricane oceardine, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7.93 per UBC/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 4) Except as shown below, special connection(s) required to support concentrated load(s). Design of connection(s) is delegated to the building designer. 5) All plates are M20 plates unless otherwise indicated. ' 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -94. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 685 Ib uplift at joint 1 and 640 Ib uplift at joint 7. 9) This truss has been designed with ANSI/TPI 1-1995 criteria. OQQpFESStp LOAD CASE(S) Standard ��� pONG 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert 1-11=14.0, 10-11=-14.0, 10-12=-14.0, 9-12=-14.0, 8-9=-214.0, 7-8=-214.0, 1-2=-54.0, 2-3=54.0, 34=54.0, 4-5=-54.0,5-6=54.0, 6-7=54.0 NO. C049919 Concentrated d LLoaa ds (Ib) Vert: 1=-1420 12=1420 EXP 9-3 'J> FCiVI �P O A WARNING - Verify design parameters and READ NOTES ON T111S AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. na Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QST -88 Quality Standard, DSB-� 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onotrio Drive, Madison. WI 53719 MiTnlr InrirrelAmc Inr• April 19,2000 job....._ ...:_.. : Tiuss ... -Tri S Type _ _..-........._'_ — 6/ i Ail&M7MNST ... - _.. — ....._.- ....... ..._....f i R3454N D j MOD. QUEEN 5 1 i 83009021 rilo5s liirntiei; R6DING, CA 56U01 .... ... __..-.... ...... .0-3'£s oc-i-T'f9�'T�i'ek'inaiisfnes,liic. Ped -f p�r'1'9�U:49:'33"2UQif"Page 1 ' 4._..._. _....5 7� ......__.f.. .— 11.2:122-2-0 5.7-6 .._ . . 5-7-s 1 z 1.5x4 i Q INA rw�v3 a 3x4 - 6 ' 5 3x4 - 3x4 - �... 5-7-6 - t 12-2-8 5-73 6-7-2 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 7.0 Code UBCIANS195 LUMBER TOP CHORD 2 X 4 DF No.1 &Btr-G BOT CHORD 2 X 4 DF No.1 &BU -G WEBS 2 X 4 OF Stud/Std-G -Except- 4-5 2 X 4 DF NO.l&Btr.G REACTIONS (!b/size) 1=40510-3-8.5--405/0-3-8 Max Horz 1=420(load case 4) Max Upliftl=-7(load case 3), 5=-207(load case 5) FORCES cab) - First Load Case Only TOP CHORD 1-2=383,2-3=377,3-4=0,4-5-23 BOT CHORD 1.6=314, 5-6=37 WEBS 2-6=289, 3-6=464, 3.5=-340 Scale: 3/1611=11 Connect truss to girder with Sump on or equal I hanger. CSI DEFL (in) Qoc) Vdefi PLATES GRIP TC 0.32 BC 0.25 WB 0.34 Vert(LL) -0.04 5-6 >999 Vert(TL) -0.07 5-6 >999 Horz(rL) -0.00 5 Na M20 220/195 1st LC LL Min Vdefl = 360 Weight 73 lb BRACING TOP CHORD Sheathed or 6-0-0 on center pudin spacing, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing. WEBS 1 Row at midpt 4-5 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind Loads generated by 80 mph winds at 25 It above ground level, using 5.0 cast top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. H porches exist they are not exposed to wind. The lumber DOL increase Is 1.33, and the plate grip increase is 1.33 3 An plates are M20 plates unless otherwise indicated. 4 This truss has been designed for a 10.0 psf bottom chord live load nortconcurrent with any other live loads per Table No. 16-B, UBC -94. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 Ib uplift at joint 1 and 207 Ib uplift at joint 5. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard ®WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. n� Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, Quality control, storage, delivery, erection, and bracing, consult QST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 MiTek Industries, Inc. OQ�OFESS NO. C049919 EXP 9-30-00 �O April 19,2000 o ITnrs`sT e ---._._..._.... P iy Q '- --- -- - I I jly f M&NI-CONST__._..... ...-- - __._ ....._..... _.._...... i R3454N :EE �KINGPOST 1 1 I R3009026EDDING,CA-9T..___... __ ... __.._......_........---L--.... 4`D:37s Oct TT999lGTekln-du-stries, -I C Ned, pr- S4�1ff62001TPage 1- -0 6s o o _..__120-0" -.__._ .....13-6-0. Scale: 1/4"=1' - .0 ... _.. ---I-:. 1-6-0 6-0-0 1.5x411 6.o -o 1-6-0 3x4 1.5x4 11 8.00 ; 12 1.5x4 11 7 1.5x4 i 1.5x4 11 1.5x4 11 6,. '1b 8' r1I 1.5x4 11 5:= -;, 91.5x4 t: 4; 10 M ;;\ 12 21 20 19 18 17 16 15 143x4 - �1 3x4..- 1.5x411 1.5x4 II 1.5x411 1.5x4 II 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 1i LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Ina YES BCDL 7.0 Code UBC/ANSI95 LUMBER TOP CHORD 2 X 4 DF No. 1&Btr-G BOT CHORD 2 X 4 DF No. 1&Btr-G OTHERS 2 X 4 DF Stud/Std-G CSI DEFL (n) Poe) I/defl PLATES GRIP TC 0.13 Vert(LL) n/a - Na M20 220/195 BC 0.07 Vert(TL) 0.0112-13 >999 WB 0.02 Horz(TL) 0.00 Na (Matrix) 1st LC LL Min Well = 360 Weight 63 lb BRACING TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. REACTIONS (Ib/size) 2=213/12-0-0, 12=213/12-0.0, 18=85/12-0-0, 19=87/12-0-0, 20=110/12-0-0, 21=-8/12-0-0, 17=85/12-0-0, 16=87/12-0-0, 15=110/12-0-0, 14=8/12-0-0 Max Horz2=163(toad case 4), 12=483(load case 3) Max Uplift2=122(load case 5), 12=122(foad case 5), 18=-12(load case 4), 19=41 (load case 5), 20=-63(bad case 4), 21=-8(load case 1), 17=12(load case 3), 16=41(load case 5), 15=-63(load case 3), 14=4IPoad case 1) Max Grav 19=88(load case 6), 20=110(load case 1), 21=67(load case 3), 17=850oad case 1), 16=88(load case 7), 16=110(load case 1), 14=67(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=43, 2-3=-61, 3-4=33, 4-5=111, 5 6=41, 6-7=37, 7-8=-37, 8-9=-41, 9.10=-41, 10-11=33, 11-12=61, 12-133 BOT CHORD 2-21=0, 20-21=0, 19-20=0 18-19=0, 17-18=0, 16-17=0, 15-16=0, 14-15=0, 12-14=0 WEBS 6-10=-64.5-19=-72,4-20;40. , 3-21=28, &17=64.9-16--72, 10.15=-80, 11-14=26 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground levet, using 5.0 psf top Mord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist they are not exposed to wind. The lumber DOL Increase is 1.33, and the plate grip increase is 1.33 3) For studs exposed to wind, see MTek "Standard Gable End Detail' 4) All plates are M20 plates unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-0-0 on center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -94. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 Ib uplift at�'ant 2, 122 Ib uplift at joint 12.12 Ib uplift at joint 18, 41 Ib uplift at joint 19, 63 Ib uplift at joint 20, 8 Ib uplift at joint 21, 12 Ib uplift at joint 17, 41 Ib uplift at joint 16, 63 Ib uplift at joint 15 and 8 Ib uplift at joint 14. 10) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASES) Standard ®WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an Individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. TM Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QST48 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 MTek Industries, Inc. ROSwo t NO. C049919 1* EXP 9-30-tb-. �� April 19,2000 ;:Tob.......':.... R3454N E KINGPOST -- i moss IumbeP; REDDIN•G, CA 960tiT""" • 1-6-0 1-6-0 . I'PTy --"'i FA81�f-CONST...... _... • 2 �1 R3009024 — 4:0=32 s f�cl 7 1'9991rA?ek InausfriesTc: WiaAp71510:3 35 2000 -Page �0 0 12-0-0 13-6-o Scale = 1:38.3 6-0-0 6-0-0 ; 1-6-0 .. i 4X4—.-. 3 60-0 2-0.o csl Increase 1.15 TC 0.32 1.15 BC 0.24 ncr YES WB 0.08 BC/ANSI95 LOADING (pso SPACING 12-0-0.. 6-D-0 TCLL 20.0 Plates 1 DEFL TCDL 7.0 Lumber Increase I/deft BCLL 0.0 Rep Stress I -0.03 7.0 Code U M20 220/195 `BCDL - LUMBER - 2-6 TOP CHORD 2 X 4 DF No. 1&Btr-G BOT CHORD 2 X 4 DF No.1&Btr-G 0.00 WEBS 2 X 4 DF Stud/Std-G Na REACTIONS (lb/size) 2-487/03-8, 4=487/0-3-8 1 st LC LL Max Horz 2=125(IDad case 3) Max Uplift2=165(load case 5), 4=-165(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 11-2-22,2-3=348,3-41=348,4-5--n BOT CHORD 2-6=286, 4-6=286 WEBS 33=82 } 1.5x4 II - \ 4 \ 54 r 3x4 --f 12-0-0.. 6-D-0 _..._ DEFL (n) poc) I/deft PLATES GRIP Vert(LL) -0.03 2-6 >999 M20 220/195 Vert(TL) -0.05 2-6 >999 HDrZ(TL) 0.00 4 Na 1 st LC LL Min Vdefl = 360 Weight 46 Ib BRACING_ -- TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing. NOTES 1) This truss has been checited for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 �'n3 verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind.. The lumber DOL increase is 1.33, and the plate grip Increase 3) All plates are M20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -94. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 165 Ib uplift at joint 2 and 165 Ib uplift at joint 4. 7) This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASE(S) Standard / RpffSSlpNw\ 4�pONf3 yG p k NO. C049919 PA ` EXP 9-30-11(] �_ F ® WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE .SIDE BEFORE USF. April 19,2000 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component to be installed and loaded vertically. Applicability of design parameters and proper inccrporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, wl 53719 MiTek Industries, Inc. 'r ITib . Truss IR454NEX 1KINGPOST moss lumber, -- LOADING (psf) TCLL 20.0 TCDL To BCLL 0.0 BCDL 7.0 _... - ----- - 6-0-0 8.00 (-fiz- ...lPly 12 it R3009028 T-321& 7 1"9139 NITeTc"IriiiusGie§.Tri :- Wed"Ap" rr91-0 49:3T2UQbPacje 3-I 12-0-0 13-6-0 Scale = 1:38.3 1-6 0 4x4 2 3x4 5 1.5x4 11 —....... -0 120 -- _ 6-).0 SPACING 2-0-0 CSI Plates Increase 1.15 TC 0.32 Lumber Increase 1.15 BC 0.24 Rep Stress Incr YES WB 0.08 Code UBC/ANS195 LUMBER TOP CHORD 2 X 4 OF No. 1&Btr-G BOT CHORD 2 X 4 OF No.1&Btr-G WEBS 2 X 4 OF Stud/Std-G REACTIONS Qb/size) 1=39810-3-8,3=487/0-3-8 Max Horz 1=-156(load case 3) Max UPlift1=-86(load case 5), 3=-165(load case 5) FORCES Qb) - First Load Case Only TOP CHORD 11-2=-348,2-3=348,3-4--n BOTCHORD 1-5--286,3-5=286 WEBS 2-5=82 �` , 3 3x4 = 'J DEFL (in) (ioc) Udefl PLATES GRIP VertLL) -0.03 1-5 > 999 M20 220/195 Vert(TL) -0.05 1-5 >999 Horz(TL) 0.00 3 Na list LC LL Min Udefl = 360 Weight 44 lb BRACING TOP CHORD Sheathed or 6-0-0 on center purtin spacing. BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing. NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 5.0 psf top chord dead load and 5.0 t� bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition 1 enclosed building, of dimensions 45 ft by 24 It with exposure C ASC 7-93 per UBC/ANSI95 If end verticals.or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL Increase is 1.33, and the plate grip increase Is 1.33 3) All plates are M20 plates unless otherwise indicated. 4) This truss has been designed For a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -94. 5) A plate rating reduction of 20%, has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 86 lb uplift at Joint 1 and 165 Ib uplift at joint 3: 7) This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASE(S) Standard A WARNING - Vitrify design parameters and READ NOTES ON THIS AND REVERSE SIDE. BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 99 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W153719 MiTpk Inrlustripc. Inc. �0pFESSo�\ NG YG F rn NO. C01499I9 FXP 9-3ft`m April 19,2000 rry ;r�ss _ . -i Truss yp - IR3454N !E1 IKINGPOST moss lii"eF. REDDING; C -A -960b1 ---"- "-- Ti I I i I- _12=0-0 6-0-0 . II t . I7 (in) (loc) — T� IT 0 6-0.0 6-0-0 R nn i*T7- 5 11 R30090211 acf7 1999'N i'ek fnTus f S, incl. Wed Ap��3l .W35 2uuu "Page -1 " ...12-0.0 4x4 6-0-0 At 3x4 -- 4 6-0-0 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 8CLL 0.0 Rep Stress Inrx YES BCDL 7.0 Code UBCIANSI95 LUMBER TOP CHORD 2 X 4 DF No.1 &Btr-G BOT CHORD 2 X 4 DF No.1 &Btr-G WEBS 2 X 4 DF Stud/Std-G REACTIONS (lb/size) 1=398/0-3-8, 3=39810-3-8 Max Horz 1=102(load case 3) Max Upfiftl=86(load Case 5), 3=-86(foad case 5) FORCES Cab) - First Load Case Only TOP CHORD 11----348,2-3=348 BOT CHORD 1-4=286, 3-4=286 WEBS 2.4=82 1.5x4 11 - —I _12=0-0 6-0-0 -- CSI DEFL (in) (loc) — _ Ildeft TC 0.32 Vert(LL) -0.0 1-4 >999 BC 0.24 Ve>999 13 WB 0.08 Horz((TTL)) 0.00 Na 1st LC LL Min Vdefl = 360 Scale = 1:35.4 Connect truss to girder with Simpson or equal uS Q -._ hanger. 0 3x4 PLATES GRIP M20 2201195 Weight 41 Ib BRACING TOP CHORD Sheathed or 6-0-0 on center puffin spacing. BOT CHORD Rigid ceiling directly applied or 1040-0 on center bradng. NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 R above ground level, using 5.0 psf top chord dead bad and 5.0 psi bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with.exposure C ASCE 7-93 per UBC/ANSI95 R end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3 All plates are M20 plates uniess otherwise indicated. 4 This truss has been designed for a 10.0 psf bottom chord live load rhwleoncurrent with any other live loads per Table No. 16-B, UBC -94. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 86 Ib uplift at joint 1 and 86 Ib uplift at joint 3. 7) This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASE(S) Standard ®WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. oa Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 cluarily Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719 MiTek Industries. Inc. �QapfESSfO� �EOONG � sn NO. C049019 EXP 9-30-00 \`C April 19,2000 .........—._ .... _..._ iTrtiss _... :Tcu'ssT. e..._.......... ...._.—... _._..._._.....---... .----� I I I Yp : R3454N : EG iKINGPOST R30090271 I ,1 1 • moss-lumGer;-REDDING. CA''gii5 r1 --------. _, f._-_--__ 40-.32's Oc-t-7T9WNfiTek-Indtistnes, enc: TIpi3 Apr fTf649'.36'2tfOD. Page 1- T A nn F91 -7 - 6-0-0 12-0-0 4x4 _: FA 4x8 .- 4 Scale = 1:35.4 Connect truss to girder with Simpson or equal hanger. 3 0 4x8 3x8 11 u -D-0 6.0-0 LOADING (psf) SPACING 2-0-0 (loc) CSI TCLL 20.0 Plates Increase 1.15 0.03 TC 0.46 TCDL 7.0 Lumber Increase 1.15 Vert(TL) BC 0.51 BCLL 0.0 Rep Stress Incr NO WB 0.48 BCDL 7.0 Code UBC/ANSI95 f1la LUMBER Min I/defl = 360 Weight 58 Ib TOP CHORD 2 X 4 DF No.1&Btr-G BOT CHORD 2 X 8 DF No. I&Btr-G WEBS 2 X 4 DF Stud/Std-G REACTIONS (lb/size) 1=1414/D-3-8,3--1414/0-3-8 Max Horz 1=-980oad case 3) Max Upliftl=-304Qoad case 6), 3=-304(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=1270, 2-3=-1270 BOT CHORD 14=1055,3-4=1055 WEBS 24=1098 DEFL(n) (loc) Udefl PLATES GRIP Vert(LL) 0.03 14 >999 M20 220/195 Vert(TL) -0.05 14 >999 Horz(TL) 0.01 3 f1la 1st LC LL Min I/defl = 360 Weight 58 Ib BRACING TOP CHORD Sheathed or 5-0-5 on center purlin spacing. BOT CHORD Rigid ceiling directly applied or 10-0-0 on center tracing. NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom Chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed twildiing, of dimensions 45 ft by 24 ft with exposure C ASCE 7.93 per UBC/ANSI95 If end verticals or cantilevers exist they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) All plates are M20 plates unless otherwise indicated. 4) This miss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -94. 5) A plate rating reduction of 20% has been applied for thegreen lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 304 lb uplift at joint 1 and 304 Ib uplift at joint 3. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard 1) Regular. Lumber Increase= 1. 15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-187.5, 3-4=-187.5,l-2=-54.0. 2-3=-54.0 ® WARNING -Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer — not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall'structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -9/ Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, wl 53719 MTek Industries, Inc. e!�O?�pFESSip i � ONG k T :Y 7D ANO. 0049919 EXP 9-30-M April 19,2000 iJbb..... ;Triiss .._..._.. 1TrussType --- .._....._...... -----...10Ty. ....PI.. ..... r AA3lUC'QF15T ._... _._...-..__.. __...---...._.__...__. R3454N FE j KINGPOST 1 ! 1 I R300903 I 1 1I l 1 moss Iiiititier;REDDIRG','CA'96II01. _...-_ .. ___._ ...-_-. _--•- -.---._.._.._._I d.0 32 s �c( T 19 9 Mi reTc'In�lnes. IiiG�IVe3Ap7fiJ 1D 4g g9 2iJ00T�age 6-2-0-------..._.:. _ _. .__... 12-4-0 _ 13-10-0 Scale = 1:49.1 160 s z o 1 5x4 1,- -� -- I s -z -o 1-18-0 3x4.:---- 1. 5x4 x4.:__ 1.5x4 11 8.00 (-1-2- 1.5x4 11 7 1.5x4 11 I 1.5x4 11 8 1.5x4 ;I 1.5x4 11 5. %% 9 1.5x4 11 4 1 N �. �' -�'� co (� `. 0 M vi 2 _J, 21 20 19 18 17 16 15 14 3x 3x4 - 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 12-4-0 _ LOADING (psf) SPACING 2-0-0 CSI DEFL _ (n) Doc) Udefl TCLL 20.0 1 Plates Increase 1.15 TC 0.13 Ve"'( Na Na TCDL 7.0 1 Lumber Increase 1.15 BC 0.06 Vert(TL) 0.02 1-2 >999 BELL 0.0 Rep Stress Ina YES WB 0.02 Horz(TL) 0.00 n/a BCDL 7.0 Code UBC/ANSI95 (Matra) 1st LC LL Min Udefl = 360 LUMBER _._.. -.-L-_-. TOP CHORD 2 X 4 DF No. 1&Bbr-G BOT CHORD 2 X 4 DF No.1&Btr-G OTHERS 2 X 4 DF StudtStd-G 12 \V o PLATES GRIP M20 220/195 Weight 65 lb BRACING TOP CHORD Sheathed Or 8-0-0 on center purlin spacing. BOT CHORD Rigid celling directly applied 01`6-0-0 on center bracing. REACTIONS (lb/size) 2=209/1240, 12=20911240, 18=85/12-4-0, 19=87/1240, 20=110/12.4-0, 21=8/12-4-0, 17=85/12-4-0, 16=87/12-4-0, 15=110/12-4-0, 14=8/12-4-0 Max Horz 2-166(load case 4), 12--166(load case 3) Max UpliR2=1130oad case 5), 12=113(load case 5), 18=12(load case 4),19=-41 (load case 5), 20=.64(load case 4), 17=120oad case 3), 16=-410oad Case 5), 15=-64(bad case 3) Max Grav 19=88(load case 6), 20=110(load case 1), 21=63(load case 3), 17=85(load case 1), 16=88(load case 7), 15=1100oad case 1), 14=63(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=43,2-3=-81, 3-4=33,4-5=42,5-6=42, 6-7=37.7-8=-37, 8.9=42, 9-10=-42, 10-11=-33, 11-12=-61, 12-13=43 BOT CHORD 2-21=0, 20-21=0, 19-20=0, 18-19=0, 17-16=0, 16-17�, 15-16=0, 14-15=0, 12-14=0 WEBS 8-18=64, 5-19=72, 4-20=79, 3-21=35, 8-17=-64, 9-16=72, 10-15=79, 11-14=35 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead bad, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 R with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL Increase is 1.33, and the plate grip increase is 1.33 3) For studs exposed to wind, see MiTek "Standard Gable End Detail" 4) All plates are M20 plates unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 140 on center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads per Table No. 16-8, UBC -94. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 113 Ib uplift at joint 2, 113 Ib uplift at joint 12, 12 ib uplift at joint 18, 41 Ib uplift at joint 19, 64 Ib uplift at joint 20, 12 Ib uplift at joint 17, 41 Ib uplift at joint 16 and 64 Ib uplift at joint 15. 10) This truss has been designed with ANSI/1-PI 1-1995 criteria. FES! LOAD CASE(S) Standard ®WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE_ USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. r.r_ to Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Duality Standard, . 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 MiTek Indiii iec lnc, �9QA0 4 iDONG 'y �m NO. C049919 .* D(P 9-30-m AF April 19,2000 I iR3454N :F ! KINGPOST ....__ t��- mossTurnber, REDtiIKG, CA 960OT- -1-6-0 - .. 6-2-0 -- .. {. .._.........-_.. ...- - 1-&0 6-2-0 8.00 [IT 3x4 = LUMBER TOP CHORD 2 X 4 DF No.1&Btr-G BOT CHORD 2 X 4 OF No.1&Btr-G WEBS 2 X 4 DF Stud/Std-G �fY (PfV--1-M&f9r'C0NS7_ _.... ._..- _.___....._.. ....__... ._..__.....-----.._.-..._.) 5 ,1 i 830090291 4.0-32-s C�ct� 1'9931VfiTek7ndusirii s; Inc. 1Ned71pt -16`."49:37'"2000 -fTge 1-J — i ...... _ . 12-4-0 6-2-0 4x4 -: 3 I 6 1.5x4 11 131D-0 . Scale = 1:39.1 1-6-0 3x4 = r r Io 6-2-0 _ 12-4-0- _ 6-2-0 CSI DEFL (in) (I-) Udefl PLATES GRIP TC 0.34 Vert(LL) -0.03 2.6 >999 M20 2201195 BC 0.25 Vert(TL) -0.06 23 >999 WB 0.08 Horz(rL) 0.00 4 Na 1st LC LL Min Udefl = 360 Weight 47 lb BRACING _ TOP CHORD Sheathed or 6-0-0 on center pudin spacing. BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing. REACTIONS (lb/size) 2=498/0-3-8,4=498/0-3-8 Max Horz 2=128(load case 4) Max Uplift2=1670oad case 5), 4=167(load case 5) FORCES (lb) - First Load Case Only TOP CHORD i-2--22,2-3=-358,3-4--358,4-5---22, BOT CHORD 2-6=294,4-6=294 WEBS 3-6=84 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 5.0 psi top chord dead bad and 5,0 psf bottom chord dead load, 100 mi from hurricane oceanNne, on an occupancy category I, condylion 1 enclosed building, of dimensions 45 ft by 24 R with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL Increase Is 1.33, and the plate grip increase is 1.33 3) AN plates are M20 plates unless otherwise indicated. 4 This truss has been designed for a 10.0 psf bottom chord rive load nonconcurnent with any other live loads per Table No. 16-8, UBC -94. 5; A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 167 lb uplift at joint 2 and 167 Ib uplift at joint 4. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard . A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719 - MiTek Industries, Inc. 4illOFESSfp ¢�pONG NV. 0;049919 EXP 9.30-00 _ �� April 19,2000 =�-- v LOADING (psq SPACING 2.0-0 TCLL 20.0 Plates Increase 1.15 TCDL 7.o Lumber Increase 1.15 BCLL 0.0 Rep Stress Ina YES BCDL 7.0 Code UBC/ANSI95 LUMBER TOP CHORD 2 X 4 DF No.1&Btr-G BOT CHORD 2 X 4 OF No.1&Btr-G WEBS 2 X 4 DF Stud/Std-G �fY (PfV--1-M&f9r'C0NS7_ _.... ._..- _.___....._.. ....__... ._..__.....-----.._.-..._.) 5 ,1 i 830090291 4.0-32-s C�ct� 1'9931VfiTek7ndusirii s; Inc. 1Ned71pt -16`."49:37'"2000 -fTge 1-J — i ...... _ . 12-4-0 6-2-0 4x4 -: 3 I 6 1.5x4 11 131D-0 . Scale = 1:39.1 1-6-0 3x4 = r r Io 6-2-0 _ 12-4-0- _ 6-2-0 CSI DEFL (in) (I-) Udefl PLATES GRIP TC 0.34 Vert(LL) -0.03 2.6 >999 M20 2201195 BC 0.25 Vert(TL) -0.06 23 >999 WB 0.08 Horz(rL) 0.00 4 Na 1st LC LL Min Udefl = 360 Weight 47 lb BRACING _ TOP CHORD Sheathed or 6-0-0 on center pudin spacing. BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing. REACTIONS (lb/size) 2=498/0-3-8,4=498/0-3-8 Max Horz 2=128(load case 4) Max Uplift2=1670oad case 5), 4=167(load case 5) FORCES (lb) - First Load Case Only TOP CHORD i-2--22,2-3=-358,3-4--358,4-5---22, BOT CHORD 2-6=294,4-6=294 WEBS 3-6=84 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 5.0 psi top chord dead bad and 5,0 psf bottom chord dead load, 100 mi from hurricane oceanNne, on an occupancy category I, condylion 1 enclosed building, of dimensions 45 ft by 24 R with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL Increase Is 1.33, and the plate grip increase is 1.33 3) AN plates are M20 plates unless otherwise indicated. 4 This truss has been designed for a 10.0 psf bottom chord rive load nonconcurnent with any other live loads per Table No. 16-8, UBC -94. 5; A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 167 lb uplift at joint 2 and 167 Ib uplift at joint 4. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard . A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719 - MiTek Industries, Inc. 4illOFESSfp ¢�pONG NV. 0;049919 EXP 9.30-00 _ �� April 19,2000 ccs... iR3454N !F1 (KINGPOST16 1 R30090301 1 .-._._.. moss lumber; R�DT3ING: CA- - i—•''--- -------._-..- - _..----- •- ----�- 4..-Q-3 s'�cT 7 f999 iWTR"I'nduSTne§, lric �e�Apr tO.'4T3S2ifQQ ae`T-- 6-2-o iz:a=o_ - — —� 62-0 Scale = 1:36.3 4x4 r-.._.. . r.._. ..--___• -2-0 --� 6 F.WITNIF&VA 2 3x4 ::= 4 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 7.0 Code UBC/ANSI95 LUMBER TOP CHORD 2 X 4 DF No. 1&BV-G BOT CHORD 2 X 4 DF No.1&Btr-G WEBS 2 X 4 DF Stud/Std-G 0 3x4 1.5x4 )1 6-2-0 12-4-0 6-2-0—_..._. - 6 -z -o REACTIONS (Ib/size) 1=40910-3-8,3=409/0-3-8 Max Horz 1=105(load lase 4) Max Uplift1=88(load case 5), 3=880oad case 5) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=-358, 2-3-358 BOT CHORD 1-4=294.3-4=294 WEBS 2-4=84 CSI DEFL (in) floc) TC 0.34 Vert(LL) -0.03 1-4 BC 0.25 Vert(TL) -0.06 14 WS 0.08 Horz(rL) 0.00 3 1st LC LL Min Well = 360 Udell PLATES GRIP >999 M20 2201195 >999 Na Weigh 43 Ib BRACING TOP CHORD Sheathed or 6-0-0 on center puffin spacing. BOT CHORD Rigid ceiling directly applied or 10-0.0 on center bracing. NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 5.0 psi top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanfine, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASC 7-93 per UBC/ANS195 If end vertkxls or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL Increase is 1.33, and the plate grip increase is 1.33 3) All plates are M20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load noneoncurrent with any other live loads per Table No. 16-B, UBC -94. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 88 Ib uplift at joint 1 and 88 Ib uplift at joint 3. 7) This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASE(S) Standard A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be instalted and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility or the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation avallable from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 PATek Industries, Inc. �RpfESSlp �DONG NO. C049919 EXP 9-30-M April 19,2000 lob !Truss -...... ...TNssType..... .__.. .... - .... -- -._... - -jQy----;Pry __ !•raraM cordsT— _. _ .... __....._....__ .- ---- --- - _ _ I R3454N J MONO TRUSS 11 (1 R3009032 ' I i `moss liiiriI5&. RtMING. Cil -96'0 "1--•- __...._._ -" 0-32'T 6a-71995MTk I n d us Fnes'T.' Wed7ipr 197D.-49'3?S2 Uo--I a e -T' ---8 0-0..__. __.. ...._.. -1 Scale = 1:47.1 8-D-0 1.5x4 11 8.00 I -T 3 1 4 LUMBER TOP CHORD 2 X 4 OF No.1 &Btr-G BOT CHORD 2 X 4 OF No.1 &Btr-G WEBS 2 X 4 OF Stud/Std-G REACTIONS (lb/size) 2=35110-3-8.4=26210-3-8 Max Hoe 2=301 (load case 4) Max Uplift2=-500oad case 3), 4=-162(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=22, 2-3=-0, 3-0=208 BOT CHORD 2-4=0 Connect truss to girder with Simpson or equal -- — hanger. -F LOADING (psf) SPACING CSI DEFL (in) (loc) I/deft 24)-0 TC 0.64 BC 0.37 TCLL 20.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BRACING BCLL 0.0 Rep Stress Incr YES BCDL 7.0 Code UBC/ANS195 , LUMBER TOP CHORD 2 X 4 OF No.1 &Btr-G BOT CHORD 2 X 4 OF No.1 &Btr-G WEBS 2 X 4 OF Stud/Std-G REACTIONS (lb/size) 2=35110-3-8.4=26210-3-8 Max Hoe 2=301 (load case 4) Max Uplift2=-500oad case 3), 4=-162(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=22, 2-3=-0, 3-0=208 BOT CHORD 2-4=0 Connect truss to girder with Simpson or equal -- — hanger. -F LOADING (psf) SPACING CSI DEFL (in) (loc) I/deft PLATES GRIP TC 0.64 BC 0.37 Vert(LL) -0.16 2A >562 Vert(TL) -0.28 2-0 >330 M20 220/195 WB 0.00 Horz(TL) 0.00 4 Na 1st LC LL Min Vdefi = 360 Weight: 33 ib BRACING TOP CHORD Sheathed or 6-0-0 on center purlin spacing, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBCIANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL Increase is 1.33, and the plate grip increase Is 1.33 2) All plates are M20 plates unless otherwise indicated. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -94. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50 Ib uplift at joint 2 and 162 Ib uplift at joint 4. 6) This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASE(S) Standard 'AWARNING - Verify design prtrameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with binek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. .r Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 MTek Industries. Inc. �QaoFEssro,\ NG NO. y� F•� >z NO. C049919 EXP 9-30-00 �O April 19,2000 •;:Job ... Tniss ;Tnr-ssT R3454N J2 iMONO CAL HIP 1-6-0 1-5 11 1-11-11 1-6-0 1-5-11 0-6-0 CONST R3009034' '2..\ 1 4'.032 s 0cf"TT999 MTe1( fndustriesTTc. 'W3Apr T9-T0-43i�4II"2 W-yrage- 1 J —..:.. _8 a� ......_._.. _. Scale - 1:17.2 6-0-5 - -- ...-- -- —I 4x6 I 8.001.1-2- 3/T 1.5x4 I r --- 4 Cf ..._-----.... ..----.._..-----._.—..... ....—_. C6 .-- - b 2x4 - Connect truss to girder , WitSimpson or equal 4x4 V.74 — hanger. LOADING (psf) SPACING 2-0-0 CSI - DE FL (in) -(loc) Vdeft PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.37 Vert(LL) -0.16 2-5 >562 M20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.38 Vert(TL) -0.28 2-5 >331 BCLL 0.0 Rep Stress Incr YES W8 0.18 Rorz(TL) 0.00 5 Na BCDL 7.0 Code UBC/ANSI95 1st LC LL Min Vdefi = 360 Welght 35 Ib LUMBER BRACING '-- TOP CHORD 2 X 4 DF No.1&BV-G TOP CHORD Sheathed or 6-0-0 on center purtin spacing, except end verticals. BOT CHORD 2 X 4 DF No. 1&Btr-G BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing. WEBS 2 X 4 DF Stud/Std-G REACTIONS Qb/size) 5=262/0-3-8.2=351/0-3-8 Max Horz 2=1170oad case 4) Max Uplift5=-60(Wd case 4), 2=131(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=23,2-3=275,34=0.4-5=-164 BOT CHORD 2-5=220 WEBS 3-5=225 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 5.0 psf top chord dead toad and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanUne, on an occupancy category I, condition I enclosed building, of dimenslons 45 ft by 24 R with exposure C ASCE 7-93 per USC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are M20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -94. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 60 ib uplift at joint 5 and 131 Ib uplift at joint 2. 8) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors. This design is based only. upon parameters shown, and is lot an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QST -88 Quality St3ndarci, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onafrio Drive, Madison, WI 53719 MiTek Industries, Inc. OQROFESSIO �pONG� NO. C0499)9 EXP 9-30-00 `rig CIVI1. �OF (-At April 19,2000 ;J�. :Tnlss -..-----•TrussType ._._....... --------.....------ ,�Y i R3454N J4 IMONO CAL HIP 12 ;1 i R3009036 moss lufnber, RtDDING.ZW96061-- -- _..__....---•--..._._.... ..----- . I -- 4.0=32 5 CTT 19H9'F(T'ekTr>aus rri�es; lnc. V11eTlCpr-i?�TO'.49'41'2II60 Page i -I 3-5-11 311-11 Scale = 1:25.8 I_..._......— , -- ... .- - ...-- ..._.._.. .; ._._�....-.. - 8-0-o 1 s o 3-5-11 as -o _._... . - -- 0--o-s 4x6 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.17 TCDL7.0 Lumber Increase 1.15 BC 0.37 BCLL 0. 1 Rep Stress Ina YES WB 0.09 BCDL 7.0 Code UBC/ANSI95 ----- . -B—E --....... LUMBER TOP CHORD 2 X 4 OF No. 1&Btr-G BOT CHORD 2 X 4 DF No.1&Btr-G WEBS 2 X 4 OF Stud/Std-G a REACTIONS Ob/size) 5=26210-3-8, 2--351/a3-6 Max Horz 2=1940ad case 4) Max UpiiftS=78(load case 4), 2--114(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 11-2=23,2-3=192.3-4=0. 4Z=--110 BOT CHORD 2-5=157 WEBS 3-5=•185 COnnOW truss to giber wftl , Simpson or equal �-- — hanger. 8-0-0 Vert(LL) t(LL) -0,16 25 >562 Vert(TL) -0.28 2-5 >331 Horz(TL) -0.00 5 n/a 1st LC LL Min Vdefl = 360 1.5x4 11. 4 4x4 = PLATES GRIP M20 220/195 Weight: 35 Ib BRACING TOP CHORD Sheathed or 6-0-0 on center purlin spacing, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing. NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph wfnds at 25 It above ground level, using 5.0 psf top chord dead load and 5.0 ASCE bottom chord dead load, 100 mi from hurricane oceanNne, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASC 7-93 per UBC/ANSI95 Ifend3verticals or cantilevers exist, they are exposed to wind. H porches exist, they are not exposed to wind. The lumber DOL increase Is 1.33, and the plate grip Increase 3) Provide adequate drainage to prevent water ponding. 4) All plates are M20 plates unless otherwise indicated. 5) This thus has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads per Table No. 16-13, UBC -94. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 78 Ib upliftat joint 5 and 114 Ib uplift at joint 2. B) This thus has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard A WARNING - Ve:rify design parameters and READ NOTES ON TH1.S AND REVERSE SIDE BEFORE USE Design valid tot use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. N Additional permanent bracing of The overall structure is the responsibility of the building designer. For general guidance regarding tabrlcalion, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 563 D'Onofrio Drive, Madison, WI 53719 Well: Industries, Inc, �FpONG Y� el NO. C049919 EXP 9-30-f10 `s'Fof April 19,2000 _ — _ 6 Ply __ 'Job ;T'rtiss �;TrussTyPe _ tO 't _..-... ...... R3454N iJ6 MONO CAL HIP 1 R3009038; B m , I .... ..._... ..._...---- .............._..._..__....I _..__ 'oss flimbe-r; RIDDING, 0=32 sUcTT1599�1iPoTek'Tn�ustries-T1Ne3'�t91'II:49��2006 -Page 1 1 -s -o 5-5-11 5 11-�1 s -D-0 Scale = 1:36.5 1.6-0 5-5-11 0-6-0 2-0-5 4x6 1.5x4 11 8.00 r'fZ v 1 co 2, o — 2x4 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.29 TCDL 7.0 Lumber Increase 1.15 BC 0.37 BCLL 0.0 Rep Stress Incr YES WB 0.06 SCOL 7.0 Code UBC/ANSI95 - LUMBER — - — -- - TOP CHORD 2 X 4 DF No.1 &Btr-G BOT CHORD 2 X 4 OF No.1 &Btr-G ` WEBS 2 X 4 DF Stud/Std-G REACTIONS (Ib/size) 5=262/0-0-8, 2=351/0-3-8 Max Horz 2--271 (load Case 4) Max Uplift5=-108(load case 4), 2--B4(load Case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2--23,2-3=111,34=10,4-5=-63 BOT CHORD 2-5=91 WEBS 3.5=-171 3x5 8-0-0 8-0-0 Connect truss to girder with Simpson or equal --LA-'_Z.1 hanger. DEFL- (in) (loc) Udefl PLATES GRIP Vert LL) -0.16 2-5 >562 M20 220/195 Vert -0.28 2-5 >331 Horz(TL) -0.00 5 n/a 1 st LC LL Min I/deft = 360 Weight 37 Ib BRACING TOP CHORD Sheathed or 6.0-0 on center purfin spacing, except end verticals. BOT CHORD Rigid oelling directly applied or 104W on center bracing. . NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This buss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load. 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The Iwnber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are M20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -94. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 Ib uplift at joint 5 and 84 Ib uplift at joint 2. 8) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard ® WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid lot use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. to Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication• quality control, storage, delivery, erection, and bracing, consult QST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onotrlo Drive, Madison, WI S3719 MiTek Industries, Inc. �QaOfESSI NO. C049919 LA EXP 9-30-0 April 19,2000 iJob..........— !R3454N J1 MONO TRUSS "moss lumber, RWDlffG;'CA -1-6-0 1-6-0 0 rh 8.00 IT ...Try i I'P : lN8Ai1 CIINST --- - ...--- ........._ �. __... . _—_...- ---- R3009033 :frs2 s'Oct TT99gViTe- 'f us i;e�,,Tnc:" VVOWpr'TST0-49:4nooU-1-a-ge-1— 1.5x4 ii _ _..__.. 4-0-0 4-0-0 3 Scale = 1:20.2 1' Connect truss to girder with Simpson or equal --�- T .- __.. hanger. 1.5x4 11 ..-.--_--- -- 4-0-0 ---- a LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (lot)) Vdo" PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.14 Vert(LL) -0.01 2-d >999 M20 2201195 TCDL 7.0 Lumber Increase 1.15 BC 0.08 Vert(TL) -0.01 2-4 >999 BCLL 0.0 Rep Stress Incr YES WS 0.00 Horz(TL) 0.00 4 n/a BCDL 7.0 Code UBC/ANSI95 1st LC LL Min Well = 360 Weight 18 Ib _...... --- -- - - LUMBER BRACING TOP CHORD 2 X 4 OF No.1&Btr-G TOP CHORD Sheathed, except end verticals. BOT CHORD 2 X 4 DF No.18Btr-G WEBS 2 X 4 DF Stud/Std-G BOT CHORD Rigid ceiling directly applied or 640-0 on center bracing. REACTIONS (Ib/size) 2=215/0-3-8.4=126/0-3-8 Max Horz 2=207(load Case 4) Max Uptift2=-520oad case 4), 4=-81 (lead case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=22,2-3=0,3-4=100 BOT CHORD 241=0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceantine, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC/ANS195 is tn33 er icals or cantilevers exist, they are exposed to wind. If porches exist they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase 2) All plates are M20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load noneoncurrent with any other live bads per Table No. 16-B, UBC -94. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 Ib uplift at joint 2 and 81 Ib uplift at joint 4. 6) This truss has been designed with ANSUTPI.1-1995 criteria. LOAD CASE(S) Standard ONG yG 4,, �. NO. C049919 D(P 9-zio-00 \SOF ®WARNING -Verify design parameters and READ NOTON TH/S AND REVERSE S/DF, BEFORE USEApril 19,2000 Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Ouslity Standard, DSB- 89 Bracing Spe,cilicalion, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Prate Institute, 583 D'Onofrio Drive, Madison, WI 53719 MTek Industries. Inc. !Job ITiuss iTrussTypi3 rR3454N J3 iMONO TRUSS moss lumbe/; REDDING; CA�6061"------" ' 10I;----.[Ply�(-Wf&0CUN"ST-_.._... ..__.........—..._.—..—..- _. 13 ;1 R30090351 I I d ci-7199g701TeN1ndus eTT'Wee r-T9-TO.'4'-4DM0'O-age 1'- 1.5x4 11 _._zoo ...._...__.. _..- - I Scale = 1:13.5 1-0-0 2-0-0 8.00 i'T2 1 LOADING (psi) SPACING 2-% CSI TCLL . 20.0 Plates Increase 1.15 TC 0.12 TCDL 7.0 Lumber Increase 1.15 BC 0.02 BCLL 0.0 Rep Stress Inv YES WB 0.00 BCDL 7.0 Code UBC/ANSI95 LUMBER TOP CHORD 2 X 4 DF No.1&Btr-G BOT CHORD 2 X 4 DF No. 1&Btr-G WEBS 2 X 4 DF Stud/Std-G REACTIONS (lb/size) 2=145/0-3-8,4=6210-3-8 Max Horz 2=130(load case 41 Max Uplift2--600oad case 4), 4=-40(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=22,2-3=0, 3-4=49 BOT CHORD 2-4=0 I-- • - ---_z-o-D Connect truss to girder With Slmpgson or equal --- Q-��-1-..— hanger. DEFL (in) (lot) !/deft PLATES GRIP - Vert(LL) -0.00 2 >999 M20 220/195 Vert(TL) 0.01 1-2 >999 Horz(TL) 0.00 4 Na 1st LC LL Min Vdefl = 360 Weight 10 Ib BRACING TOP CHORD Sheathed, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per USC/ANSI95 If is end cels or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase 2) All plates are M20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads per Table No. 16-B, UBC -94. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 60 Ib uplift at joint 2 and 40 Ib uplift at joint 4. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASES) Standard ®WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrfo Drive, Madison, WI 53719 Welk Industries, Inc. ��OQtZOFESS/p�\ NG yG F\ T NO. C049919 EXP. 9-30-00 �0 April 19,2000 1 ,Job-' ?Tf & '; Tfiiss'Type i R3454N !J5 � MONO TRUSS moss lurn6e�: R�DDIt�i,; Ci4-96'tTfft' " -'- ---" t` s-0-0.._-- LOADING (psf)SPACING 1 �I 2-0-0 0 H -1-6-0-- 1-6-0 8.00 (-1-2 i6 j1 R3009037i t I T_"2's 1999 -Mf rekTnausUies; Inc -111WW pr—W'f0 4i 200D` Page T -- 6-a0 6-0-0 1.5x4 it LUMBER TOP CHORD 2 X 4 DF No.1&Btr-G BOT CHORD 2 X 4 DF No. 1&Btr-G WEBS . 2 X 4 DF Stud/Std-G REACTIONS (lb/size) 2=28310-3-8.4=194/0-3-8 Max Horz 2=2840oad case 4) Max Uplift2--A7(load case 3).4=1211 (load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=22,2-3=0, 3 -4=154 - SOT CHORD 24=0 1.5x4 11 f- - _...--- s-0-0.._-- LOADING (psf)SPACING 6-0-0 2-0-0 TCLL 20.0 DEFL Plates Increase 1.15 TCDL 7.0 1 Vert(LL) Lumber Increase 1.15 BCLL 0.0 Vert(TL) Rep Stress Incr YES BCDL 7.0 Horz(TL) I Code UBC/ANSI95 4 H -1-6-0-- 1-6-0 8.00 (-1-2 i6 j1 R3009037i t I T_"2's 1999 -Mf rekTnausUies; Inc -111WW pr—W'f0 4i 200D` Page T -- 6-a0 6-0-0 1.5x4 it LUMBER TOP CHORD 2 X 4 DF No.1&Btr-G BOT CHORD 2 X 4 DF No. 1&Btr-G WEBS . 2 X 4 DF Stud/Std-G REACTIONS (lb/size) 2=28310-3-8.4=194/0-3-8 Max Horz 2=2840oad case 4) Max Uplift2--A7(load case 3).4=1211 (load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=22,2-3=0, 3 -4=154 - SOT CHORD 24=0 1.5x4 11 f- - _...--- s-0-0.._-- 6-0-0 CSI DEFL (n) (too) Vdefl TC 0.35 1 Vert(LL) -0.05 2-4 >999 SC 0.20 Vert(TL) -0.08 2-4 >814 WB 0.00 Horz(TL) I 0.00 4 Na 1 st LC LL Min Vdefl = 360 Scale = 1:36.7 Connect truss to girder with Simpson or equal hanger. PLATES GRIP M20 220/195 Weight 26 Ib BRACING TOP CHORD Sheathed, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead bad, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and.the plate grip Increase is 1:33 2) All plates are M20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -94. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 Ib uplift at joint 2 and 121 Ib uplift at Joint 4. 6) This truss has been designed with ANSV VPI 1-1995 criteria. LOAD CASE(S) Standard ®WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. tw Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -98 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 MiTek Industries, Inc. NG m k. NO. 0044919 EXP 9-3nrn April 19,2000 I i :Job !Truss R3454N 1,17 i MONO TRUSS ,....__.._._ . I _.. moss Itimbe7, RLDD1Ai'i;-CA -9501l.,OD1 "------"-- -- N v -1�-0 1-6-0 Oty I Pr._ _ [ M&.MCOTJST. 1 . _ .---- - ------ 7 R3009039i 1'9991OfiTTek-f6dtuGtes, Inca We -TN -p -r 19"fit7:49:42 II Page 1- 1.5x4 11 3 0 o Scale = 1:16.8 3-0-0 1.... 3-0-0 LUMBER TOP CHORD 2 X 4 DF No.1 &Btr-G BOT CHORD 2 X 4 DF No.1 &Btr-G WEBS 2 X 4 DF StudlStd-G REACTIONS (Ib/size) 2=181/0-3-8, 4--92/0-3-8 Max Horz 2=168(load case 4) Max UpIA2--58(load case 4), 4=-61 (load case 4) FORCES (ib) - First Load Case Only TOP CHORD 1-2=22, 2-3=-0, 3.4=-73 BOT CHORD 2-4=0 Connect truss to girder With SIMPson or equal ---- hanger. 3-0-0 -- LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.13 TCDL 7.0 Lumber Increase 1.15 BC 0.04 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 7.0 Code UBC/ANSI95 Weight 14 Ib LUMBER TOP CHORD 2 X 4 DF No.1 &Btr-G BOT CHORD 2 X 4 DF No.1 &Btr-G WEBS 2 X 4 DF StudlStd-G REACTIONS (Ib/size) 2=181/0-3-8, 4--92/0-3-8 Max Horz 2=168(load case 4) Max UpIA2--58(load case 4), 4=-61 (load case 4) FORCES (ib) - First Load Case Only TOP CHORD 1-2=22, 2-3=-0, 3.4=-73 BOT CHORD 2-4=0 Connect truss to girder With SIMPson or equal ---- hanger. 3-0-0 -- DEFL On) Qoc) Vdefl PLATES GRIP VeR(LL) -0.00 24 >999 M20 220/195 Vert(TL) 0.01 1-2 >999 Horz(rL) 0.00 4 Na 1 st LC LL Min 11defl = 360 Weight 14 Ib BRACING TOP CHORD Sheathed, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition 1 enclosed bullding, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) All plates are M20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with arty other live loads per Table No. 16-8, UBC -94. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 Ib uplift at Jo nt 2 and 61 ib uplift at joint 4. 6) This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASE(S) Standard ®WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component Is responsibility of building designer — not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 593 D'Onofrio Drive, Madison, WI 53719 Well: Industries, Inc. SO, '00 NO. C049919 EXP 9-3n41ct � C1VI� �'fiof April 19,2000 ;Job.. I TFuss ..--..... i TrussT " - - R3454N ILLJ9 f MONO TRUSS I' moss um er,-REDDING. CA-9b06T---- -1-6-0 .....�__.. 1-6-0 $,00,12 R30090401 ff 1 40 32 s t7c� Tit339 MTk rnds-Tees; lnc.�4ed-A'prr 1.0`.49:432IIOb 1_5x4 1! a -,-s Scale = 1:20.6 X 2x4 _– 1.5x4 11 �---- — 4-1-5 4 1-5 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.15 I TCDL 7.o Lumber Increase 1.15 Be 0.09 BCLL 0.0 Rep Stress Ina YES WB 0.00 BCDL 7.0 Code UBC/ANS195 Weight 18 Ib LUMBER TOP CHORD 2 X 4 DF No.1&Btr-G BOT CHORD 2 X 4 DF No.1&BV-G WEBS 2 X 4 DF Stud/Std-G REACTIONS (Ib/size) 2=219/0-3-8.4=130/0-3-8 Max Horz 2--211 (load case 4) Max Upiift2=52(load case 4), 4=-83(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2--22,2-3=0, 3-4=103 BOT CHORD 24= Connect truss to girder with Simpson or equal �zN hanger. DEFL (n) poc) I/de8 PLATES GRIP Vert(LL) -0.01 2-4 >999 M20 220/195 Vert(TL) -0.02 2A >999 Horz(TL) 0.00 4 Na 1st LC LL Min I/deft = 360 Weight 18 Ib BRACING - — - - TOP CHORD Sheathed, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 R above ground level, using 5.0 psf top chord dead load and 5.0 list bottom chord dead bad, 100 ml from hurricane oceanline, on an occupancy category I, condition 1 enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wird. The lumber DOL Increase Is 1.33, and the plate grip increase is 1.33 2) All plates are M20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -94. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 Ib uplift at joint 2 and 63 Ib uplift at joint 4. 6) This truss has been designed with ANS I 1-1995 criteria. LOAD CASE(S) Standard A WARNING -Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer: For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QST -88 Quality Standard, DSB- 89 Bracing Specification, and HIO -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, wl 53719 MTek Industries, Inc. �pONG e, NO. C049919 M 9-30,on \qac' April 19,2000 1 16 .. _...,..... Tru§s'_.._._._.._.. Tr'ussTe__ R3454N j JG NG, Ci4 MONO TRUSS I 1 s 1 R3009041 j i 1 J -"moss fiumtier; REDa1f__ _ .._..--.----...._... .......... ; d X32---Ti'988191117e-F us es, Atte: Mired Apr Page 1 1.5x4 11 Scale = 1:20.2 1-6-0 4-0-0 3: 8.00 I -U Connect truss to girder !U5'-M-r-P'�—r n or equal Z- hanger. O -- -- - 3x4 _ 2x4 11 l _...__ 4-0-0 LOADING (psi) SPACING 2-0-0' CSI DEFL (in) (loc) Vdefl PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.16 Vert(LL) -0.01 2-4 >999 M20 220/195 TCDL 7.0 Lumber Increase 1.15 , BC 0.16 Vert ) -0.01 2-4 >999 BCLL - 0.0 Rep Stress lncr NO WB -0.00 Horz(TL) 0.00 4 Na BCDL 7.0 Code UBC/ANSI95 1st LC LL Min Vdefl = 360 Weight 21 Ib LUMBER BRACING TOP CHORD 2 X 4 OF No.1&BU-G TOP CHORD Sheathed, except end verticals. BOT CHORD 2 X 6 DF No.1 &BV -G BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. WEBS 2 X 4 DF Stud/Std-G REACTIONS (Ib/size) 2=395/0.3-8, 4=306/0-3-8 Max Horz 2=207(load case 4) Max Uplift2=105(load case 4), 4=126(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2--24, 2-3=0, 3.4=100 BOT CHORD 24=0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 5.0 psf top chord dead bad and 5.0 psf bottom chord dead bad, 100 ml from hurricane oceanline, on an occupancy category I, condition 1 enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If en33 erticals or cantilevers exist, they are exposed to wind, If porches exist, they are riot exposed to wind. The lumber DOL Increase is 1.33, and the plate grip increase is 1.2) All plates are M20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -94. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 Ib uplift at joint 2 and 1281b uplift at joint 4. 6) This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASES) Standard 1) Regular. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 2-4=111.0, 1-2=-54.0,2-3---54.0 ®WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE_ USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. m Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Staridard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 MITek Industries, Inc. OQRpFt:� ONG y44 c� NO. C049919 EXP 9-30-M 4 April 19,2000 hJo6..._.._ :�..._..IT'riiss-.._.__ .:-• 7russType..._.. .._—...... .__.._ ..---' --•----'- I f R3454N !S2 JACK 12 i 1 i R3009042� 4•�z.S �� 1 e ndus rtes, Tric. "Wed App 19.10:49:4SZOIIO'Psgel Scale = 1:13.4 -.6-0-- 2j�0 1-6.0 1 11 11 ass 1 LOADING (psf) SPACING 2-0-0 VdeflPLATES CSI ' TCLL 20.0 Plates Increase 1.15 220/195 TC 0.12 TCDL 7.0 Lumber Increase 1.15 1st LC LL BC 0.02 BCLL BCDL 0.0 7.0 Rep Stress Incr YES WB 0.00 Code UBC/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 OF No. 1&BV--G BOT CHORD 2 X 4 DF No. 1&Btr-G REACTIONS (Ib/size) 3=1910-".2=181/0-3-8,4=14/0-3.8 Max Hoa 2=102(load case 5) Max Uplift3=-17(load case 3), 2=-115(load case 5) Max Grav3=40(load case 4), 2--181 (load case 1), 4=33(load case 2) FORCES (lb) - First Load Case Only TOP CHORD 1-2--44, 2-3=-48 BOT CHORD 2-4=0 1 0-0-5 Connect truss to girder With Simpson or equal --- 7 't hanger. 1-11-11 DEFL (n) (loc) VdeflPLATES GRIP — — Vert(LL) Vert(TL) 0.00 0.02 2 1-2 >999M20 >786 220/195 Horz(TL) 0.00 3 Na 1st LC LL Min !/deft = 360—"j Weight: 9 Ib BRACING TOP CHORD Sheathed. BOT CHORD Rigid ceiling directly applied or 6-0-0 on cuter bracing NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 R by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. 'The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) All plates are M20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load notconcurrent with any other live loads per Table No. 16-13, UBC -94. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 lb uplift at joint 3 and 115 lb upilft at joint 2. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard ®WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 O'Onofrlo Drive, Madison, WI S3719 Mffek Industries, Inc. �OPgOFESS/p�, a P10. C049919 EXP 9-3ilm — IVIL \�c�t April 19,2000 76b" 'This§.. . ..:_._ russ7ype ............... _._... R3454N , i S4 JACK 1 6 0 2-0-0- 1-6-0 20-0 — ,[UtV' _...jPFY ....TIvfQRA I2 l 1 R3009043 .d�3Ts c�Tt59§'A71TkTnd"iis of -T- W3A-priJ"10:49:4��OOU"lrage f_; 8.00 PIT I I I 2 .. Dj4 2x4 f 200 1-11-11 0-0-5 LOADING (psi) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.22 TC 7.0 Lumber Increase 1.1 5 BC 0.02 02BLL 0.0 Rep Stress Inca YES WB 0.00 BCDL 7.0 Code UBC/ANSI95 Weight 9 Ib (Matrix) LUMBER TOP CHORD 2 X 4 DF No.1&Btr-G BOT CHORD 2 X 4 DF No.1&Btr-G REACTIONS (lb/size) 1=7/0-3-8, 4--1410-3-8, 2=219/0-3-8 Max Horz 1=124(lead case 5) Max UpIIR2=2700oad case 5) Max Grav 1=148(oad case 4), 4=33(load case 2), 2=219(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=62.2.3=-61 BOT CHORD 1-4=0 r Conne truss to girder Wltfl Simpson or equal `L' zy -- hanger. DEFL (n) (oc) Vdef1 PLATES GRIP Vert(LL) -0.00 1 >999 M20 220/195 Vert(TL) 0.06 2-3 >386 Horz(rL) -0.00 2 n/a list LC LL Min Well = 360 Weight 9 Ib Scale = 1:17.6 BRACING TOP CHORD Sheathed. BOT CHORD Rigid ceiling directly applied or 6.0-0 on center tracing. NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 5.0 psf bop chord dead load and 5.0 psi bottom chord dead load, 100 mi from hurricane ooeanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. K porches exist, "are not exposed to wind. The lumber DOL increase Is 1.33, and the plate grip increase is 1.33 2) All plates are M20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -94. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 270 Ib uplift at joint 2. 6) This truss has been designed with ANS I 1-1995 criteria. LOAD CASES) Standard A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE (ISE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer — not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QST -e9 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 M*Tek Industries, Inc. 7f /Ih •A-0.777 Ohl All t` 11 \110 t1 rt ll 1 X111 IIll Q�OfE� �OONG YG c NO. C049919 EXP 9-30-M \\ Or April 19,2000 IAI IAA.L AAAI .Al. IJ%, rW! Nv ;Truss...-_ I russType !R3454N IS6 JACK moss lurnber, R�ODING; CARO 1 -1-6-0 1-06-0 2-0-0 _..�_..._ 2-" iOFy Imo– :I1VI&IOfi;ONST—_ ' — 12 �1 ( R3009044 �.0 32 sC�c�' T f999 MTek n us esT"'Wed /{pi`t9i0:49'.442t500 age f' 8.00 J 12- / i' i; i i i� C%Onnect truss to girder with Simpson or equal 2x4!:- 2-0-0 hanger. 2-0-0 _ LOADING (psf) SPACING 20.0FW(M DEFL (In) (loc) Udefl TCLL 20.0 Plates Increase 1.150.37 Ver�t((LL -0.0 1 >999 TCDL 7.0 Lumber Increase 1.15D.02 Vert(TL; -0.00 1-3 >999 BCLL 0.0 Rep Stress Incr YES0.00 Horz(TL) -0.00 2 Na BCDL 7.0 Code UBC/ANSI95ix) 1st LC LL MinUdefl = 360 LUMBER TOP CHORD 2 X 4 DF No.1&Btr-G BOT CHORD 2 X 4 DF No. 1&Btr-G REACTIONS (Ib/size) 1=170/0-3-8,2=156/0-3-8,3=14/0-3-8 Max Horz 1=135ppoad case 3) Max Uplift 1=16(toad case 3), 2=117Qoad case 3) Max Grav, 3=3300ad case 2) FORCES Qb) - First Load Case Only TOP CHORD 1-2=70 BOT CHORD 13=0 PLATES GRIP M20 220/195 Weight 12 lb Scale = 1:24.3 BRACING TOP CHORD Sheathed. BOT CHORD Rigid ceiling directly applied or ".0 on center bracing. NOTES 1) This truss has been designed for the wind bads generated by 80 mph winds at 25 it above ground levet, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 it with exposure C ASCE 7-93 per UBCIANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase Is 1.33, and the plate grip increase Is 1.33 2) All plates are M20 plates unless otherwise indicated. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -94. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others)) of truss to bearing plate capable of withstanding 16 Ib uplift at joint land 117 Ib uplift at joint 2. 6) This truss has been designed with ANSUI'PI 1-1995 criteria. LOAD CASE(S) Standard VROF NG 4m NO. C049919 EXP 9,vvi :,. JXINI \moi ® WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE April 19,2000 Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility o1 building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respdnslbillty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance QST -"regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST - Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 MiTek Industries. Inc. 747/7h •J-f`777-0AI •nut A -I I1I1 An sur %iriw u, inn MOSS LUMBER TRUSS DEPT. 2X4 GONTINUOUS W/2 16D5 qD EAGH WED MEMBER L-OGATED A5 HIGH A5 P05513LE MAY DE USED IN LIEW OF UPPER ROW OF DLOGKING. PROVIDE .2X4 DF LATERAL DRAGING ROOF SHEETING PER PLANS W/3 16d TO DL.OGK AT DOTTOM TOP TYP. EVERY 16'-O". 2X 6LOGKING NOT REQ'D NOT REQUIRED WHERE °H" 15 LE55 W/ CONT. LAT. DRGG. THAN 24" FKEMANUFAGTURED TRU55E5 W 24° D.G. "H° 2X DLOGKING W/ 4 2-16D 51NKER5 mr REARING WALL EA END 2X STUDS 16° O.G. TYP. U. N. O. 2X PDL- TOP PLATES. NOTE: DRAGING TO PREVENT ROTATION � LATERAL MOVEMENT IN AGGORDANGE W/ UDG SEG, 2320.12.6 NOT TO BE USED FOR HORIZONTAL... OR VEKTIGAL SHEAR TRANSFER TYP BLOCKING AND BRACING DETAIL w OCT.26.199B 1:22PM MITEK INDUSTRIES STANDARD GABLE END DETAIL, WIND SPEED 78 MPH. MZAN WALL KF.IGHT 15 FT. NOTES: TOP CWMO MAY BE NOTCMm ioR ZX4 w 16-1 DIAGONAL OR L -BRACING ,WS �'T""we O 2` O'C' MIN. ON CABLE END WITH yERTC.,LS Q 16' O.C. MAID WM4 NO ON REOUJAED UNDE REFER TQ TABLE BELO%4NoTCK TOP CHORD MAY 9E NOTCHED ONLY DIRECTLY OaER STUDS CXCEEO tE-O.C. GABLE END MUST Sr: FULLY SNEArMEO 1 XI ON ONE FACE OR CONTINUOUS 2X01 Ir2 OR BTR SCAB MUST BE ATTACHED TO ONE FACE OF THE TOP CHORD IF GABLE STUDS ?�(3 TomS NOT FALL UNDCA w" EXCEED 40NNECrSCAB WITH �EOWOF10DCOMMON FIE NAILS SPACED AT tS O.C. MAX THE MAIL OI jTIOO�ER LEN01 i 's• 12 VAlklES TO comrCS TR Q0 Agra A A CONT. BEARING. 3X8 SPL. OPT. SPAN TO MATCH COMMON TRUSS. TYPICAL 2X4' L -BRACE NAILED TO 2X4 VERTICALS %J/8d NAILS. 8. O,C, VERTICAL STUD �• SECTION A -A. NO.406 P.1 TRUSSES AT 24. O.C. /2' PLYWOOD SHEATHING w p 0 TLOOKERS -3" MAX. LATERI ING AS END WALL o.H. FURRING STRIP OR LATH ekq. AwLz;G�-C- FK 5G4!�SO12 ErAl�La &10112"SS NOTE:3.FURHISH COPY OF THIS DRAWING TO CONTRACTOR 1,YSRT. HAD BEEW CHECLED FOR 89 WH HIND LOAD, FOR BRACING INSTALLATIO?� CLAN WALL HEIGHT CA 15 FT, 7,0 V249 DEFL. CRIT. 9 9RACING SHOWN IS FOR IDuaL TRUSS ONLT, 2,Cp KCTION BETWEEN BOTTOM CHORD OF GABLE END coNSULT BLDG. APCHIT CT EGIEER FOR TRUSS AND WALL TO 8E PROYIOED BY PROJECT ENGINEER TEWORART Aro PERMAN NT�ACNJNGNOF ROOF SYS OR ARCHITECT. MINIMUM GRADE OF LUMBER LOADINGL IPSF 0 STR. INCR. I 25 V. JB T.C. 2x4 No.1 91 OF -L PI -95 Crit TOP 29 11 DRAWN BY I B.C. 2x4 No.1 91 CF -L Lec_81t 180TTOM a to CHECKED BY JAI Webs 2X1 STUD/ .STTJ.S7F SPACINGI 21 Inch 0.0. REP. STRESS YES -t 2Las.s U. t E 4 S I mss' Cj P Yo . Sc ?�� �"�rca> oczov C� D tom. 9ct+s�t� To �(e,iir. eT2 L�Ji�[L=lisA2 12��S1s'Tlti� 'FsQI iY �.aGL`aTAG(- 18GI VLFr r1�Fu� L1BG z An�r7 "cn�,ss is G rr_c-rr rDL' �' I� FLF. Goo..efr"GTIo,.I g -J, e7 �rLt OCT Q s j NO. CCI -`q19 EXP 9 -SL • •:10 MAXIMUM VERTICAL STUDS HEIGHT. 'ACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH L -BRACE 11-3-12 18-4-14 12 INCH O.C, 5-7-2 s -5-e 15 INCH O.C. 12-4-12 24 INCH O.C. 4-5.1 1 1�- 1_7 s -e-3 NOTE:3.FURHISH COPY OF THIS DRAWING TO CONTRACTOR 1,YSRT. HAD BEEW CHECLED FOR 89 WH HIND LOAD, FOR BRACING INSTALLATIO?� CLAN WALL HEIGHT CA 15 FT, 7,0 V249 DEFL. CRIT. 9 9RACING SHOWN IS FOR IDuaL TRUSS ONLT, 2,Cp KCTION BETWEEN BOTTOM CHORD OF GABLE END coNSULT BLDG. APCHIT CT EGIEER FOR TRUSS AND WALL TO 8E PROYIOED BY PROJECT ENGINEER TEWORART Aro PERMAN NT�ACNJNGNOF ROOF SYS OR ARCHITECT. MINIMUM GRADE OF LUMBER LOADINGL IPSF 0 STR. INCR. I 25 V. JB T.C. 2x4 No.1 91 OF -L PI -95 Crit TOP 29 11 DRAWN BY I B.C. 2x4 No.1 91 CF -L Lec_81t 180TTOM a to CHECKED BY JAI Webs 2X1 STUD/ .STTJ.S7F SPACINGI 21 Inch 0.0. REP. STRESS YES -t 2Las.s U. t E 4 S I mss' Cj P Yo . Sc ?�� �"�rca> oczov C� D tom. 9ct+s�t� To �(e,iir. eT2 L�Ji�[L=lisA2 12��S1s'Tlti� 'FsQI iY �.aGL`aTAG(- 18GI VLFr r1�Fu� L1BG z An�r7 "cn�,ss is G rr_c-rr rDL' �' I� FLF. Goo..efr"GTIo,.I g -J, e7 �rLt OCT Q s j NO. CCI -`q19 EXP 9 -SL • •:10 January 15, 1998 Moss Lumber Company 5321 Eastside ].toad Redding, CA 96001 RE; Trusses Supporting A.C. Loads MiTek Industries Inc 3033 GOLD CANAL DRIVE SUITE 200 RANCHO CORDOVA CA 95670 USA FAX (916) 631 8225 TELEPHONE (916( 631 7811 MiTek Industries, Inc. Trusses are designs are adequate to support up to an additional 150 pounds per truss due to mechanical loads. If this load falls at a panel point, no revision to the engineering is necessary. If it falls in between panel points, a 2x scab of equal size and grade as the top chord is required for the full panel length carrying the load_ Attach with 10d nails at 127o.c. These rules only apply to residential 2' o.c. truss applications with greater than 3/12 pitch. If you have any questions, please contact me at 800-772-5351. QONG YG Redo EX Chief i er Western X10- ' •�.P q� OF CAL�FO� Symbols Numbering System &General Safety Notes- PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property-- J)/ *Center plote on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches... Apply 1. Provide copies of this truss design to the plate$ to both sides of. truss and building designer, erection supervisor, property secu(ely sebt'. .-,..: J2 J3 J4 owner and all other interested parties., /,"–► /e" TOP CHORDS 2, Cut members to bear tightly against each " other. cc Place plates on each face of truss at each o 0joint and embed fully. Avoid knots and wane *For 4 x 2 orientation, locate ; Lo [MJ3, at joint locations. lates r/8" from outside ed a of g ap o 4. Unless otherwise noted, locate chord splices truss Ond vertical web. o at r/4 panel length(+ 6" from adjacent joint.) r- 5. Unless otherwise noted, moisture content of BOTTOM CHORDS _ * This symbol indicates the J1 A J7 J6 lumber shall not exceed 19 %at time of required direction of slots in fabrication. connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. . * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is O non-structural consideration and MITek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. IS the responsibility of truss fabricator, General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load dettectiorr, 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shalt be of the species and size, and 4 X 4 perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75. 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required continuous lateral bracing. ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft, spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206. 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trussesnrethe•responsibility of BEARING others unless shovyFY " : Indicates location of joints at 13. Do not overlo�o.o(dr •floor trussQS.w1I0 '-- which bearings (supports) occur, stacks of con n uci�omaterJols, TM 14. Do not cut o alter.truss mepber or,.platel without prior • '6` al of a;professionol v engineer, • ' MITek Industries, Inc. 15, Care should p•exorCised tri handliri p !! TM ,����o PANEL erection and i 'tallptiQn of trusses,. , Holdings; ' © 1993 Mitek ;�' ° — HYDAO•AM CLIP `.,' •• • ••'• •..� -�...., . FORM018.019 GAt G-�IL O ' This safety alert symbol is used to attract your attention! PERSONAL SAFETY IS INVOLVED! When you see this symbol - BECOME ALERT - HEED ITS MESSAGE. CAUTION: A CAUTION identifies safe operating A practices or indicates unsafe conditions that could Jresult in personal Injury or damage to structures. HIB -91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES Itis the responsibilitvofthe installer (builder. building contractor, licensed contractor- erectoror erection contractor) to properly receive, unload, store. handle. install and brace metal plate connected wood trusses to protect life and property, The installer must exercise the same high degree of safety awareness as with any other structural material. TPI does not intend these recommendations to be interpreted as superior to the project Architect's or Engineer's design specification for handling, installing and bracing wood trusses for a particular roof or floor. These recommendations are based upon the collective experience of leading technical personnel in the wood CAUTION: Thebuilder, building contractor, licensed contractor, erector or erection contractor is advised Ato obtain and read the entire booklet "Commentary and Recommendations for Handling, Installing & Bracing Metal Plate Connected Wood Trusses, HIB - 91" from the Truss Plate Institute. DANGER: A DANGER designates a condition where failure to follow instructions or heed warn- ing will most likely result in serious personal injury or death or damage to structures. AWARNING: A WARNING describes a condition where failure to follow instructions could result in seve-e personal injury or damage to structures. �A4 TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608)833-5900 truss industry, but imust, due to the nature of responsibilities involved, be presented as aguideforthe use of a qualified building designer or installer. Thus, the Truss Plate Insti ute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright © by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. CAU—ION: All temporary bracing should be no less than 2x4 grade marked lumber. All' connections Ashould be made with minimum of 2-16d nails. All trusses assumed 2' on -center or less. All multi -ply trusses should be connected together in accor- dance with design drawings prior to installation. `-JRUSS`S"TORAGE: CAUTION: Trusses should nct be unloaded on rough terrain or un- even surfaces which could cause damage to the truss. CAUTION: Trusses stored horizontally should be JA supported on blocking to prevent excessive lateral A CAUTION: Trusses stored vertically should be bending and lessen moisture gain. braced to prevent toppling or tipping. AWARNING: Do not break banding until installation DANGER: Do not store bundles upright unless begins. Care should be exercised in banding re- A properly braced. Do not break bands until bundles moval to avoid shifting of individual trusses. are placed in a stable horizontal position. WARNING: Do not lift bundled trusses by the DANGER: Walking on trusses which are lying flat A bands. Do not use damaged trusses. A is extremely dangerous and should be strictly prohibited. Frame 1 AWARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. A PLUMB i Truss Depth D(in) if; I Lessee of D/50 os 2" Ma)dmum Plumb Misplacement Line i T i ±+T L(in) 50" 1 4" 1.2,, 1/4" 1' 24" N 1/2" 2' 36" 3/4" 3' 48" 1" 4' 60" 1-1/4" 5' 72" 1-1/2" 6' 84" 1 -3 4" 7' 96" 2" 8' 108" 2" 9' i T i ±+T L(in) Length L(in) Lesser of U200 or 2" BOW L(in) Lesser of U200 or 2" 50" 1 4" 4.2' 100" 1 2" 8.3' 150" 3/4" 12.5' Length L(in) Lesser of U200 or 2" BOW L(in) Lesser of U200 or 2" '3 OUT -OF -PLUMB INSTALLATION TOLERANCES. OUT -OF -PLANE INSTALLATION TOLERANCES. ,1 Al DANGER: Under no circumstances should WARNING: Do not cut trusses. construction loadsof anydescription beplaced on unbraced trusses. Frame 6 a r 200" 1" 16.7' 250" 1-114" 20.8' 300" 1-112" 25.0' '3 OUT -OF -PLUMB INSTALLATION TOLERANCES. OUT -OF -PLANE INSTALLATION TOLERANCES. ,1 Al DANGER: Under no circumstances should WARNING: Do not cut trusses. construction loadsof anydescription beplaced on unbraced trusses. Frame 6 a r AWARNING: Do not attach cables, chains, or WARNING: Do not lift s'nglletrusses with spans hooks to the web Fr embers. A greater than 3:' by the peak. 60° � or less Tag f� APtruss length Liner 9 60° or less�\ Approximately , Tag '/Y truss length Line Truss spans 'ess than 30'. �preadar Bar Toe Ih Spreader Bar loe In ApproArnately 1/Z :o YArues length Less than or equal to 60' Approximately '/a to Y3tru cs length Less than o• equal to 60' Toe In Lifting devices should be connected to the truss top chord with a closed-loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of the truss. Each truss should be set in proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracing is installed. Tac Lime Tag Line Strongback/ SpreaderBar y Toe to At or above mid -height Tag Tag Line Line Apr roxima'.e!y Y3 to 3n truss lencth G •eater than So' CAUTION: Temporary bracing shown in this summary sheet is adequate for the Installation of trusses with similar configurations. Consult a registered professional emglneer if € different bracing arrangement is desired. The engineer may design bracing in accordance with Tai's Recommended Design Spec'tication for Temporary Bracing of Meta! Piatbe Connected Woa•y Trusses, DSB-89, and in some cases determine that a wider spacing is possible. CAUTION: Ground bracing required for all installations Frame 2 Typi:al horizontal t:e in amber with muk:ple stakes (HTo 'Anise of brace A up of trussee W ( r. DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir ciagonal brace fir cantilevered t-usses must be Flaced on vertical webs in line with tie support. End diagonals are essenteal fo stability and must be dupl --ate both ends of the truss sysliem. WARNING: Failure to follow these recommendations could result in severe personal injury or dama]e to trusses or buildings. A Top chords t9 of are laterally braced can buckle togethe rand cause collapse if there is no diago- nalbracing. Diagonal bracing should benailed to the underside of the top chord when purlins are attached to the topaide of the top chord. 15 All lateral / braces lapped at least two trusses. End diagonals are essential for stability and must be duplicate., on both ends of the truss system. 30,Mq lg Trusses @ '2.0 O.C. =45° Frame 5 Continuous Top Chord Lateral Brace Required 10" or Greater Attachment Required .312" Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. TOP CHORD TOP: CHORD DIAGONAL BRACE:: MINIMUM LATERAL BRACE SPACING': (DBs) SPAN DEPTH SPACING(LBs) #trusses €:. .:.. SP/DF.::.SPF/HF Up to 32 30° 8' 16 1 10 Over 32'- 48' 42" 6' 1 6 1 4 Over 4E'- 60' 48" 1 5' 1 4 1 2 Over 6C' I See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir ciagonal brace fir cantilevered t-usses must be Flaced on vertical webs in line with tie support. End diagonals are essenteal fo stability and must be dupl --ate both ends of the truss sysliem. WARNING: Failure to follow these recommendations could result in severe personal injury or dama]e to trusses or buildings. A Top chords t9 of are laterally braced can buckle togethe rand cause collapse if there is no diago- nalbracing. Diagonal bracing should benailed to the underside of the top chord when purlins are attached to the topaide of the top chord. 15 All lateral / braces lapped at least two trusses. End diagonals are essential for stability and must be duplicate., on both ends of the truss system. 30,Mq lg Trusses @ '2.0 O.C. =45° Frame 5 Continuous Top Chord Lateral Brace Required 10" or Greater Attachment Required .312" Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord All lateral braces Lateral Brace lapped at least 2 Required trusses. 10' or Greater Attachment Required begs '31o'--- AWARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. A Up to 28' 1 ' 2.5 1 7' 1 17 1 12 Over 28' - 42' 3.0 6' 9 6 Over 42' - 60' 3.0 5' 5 3 Oyer 60' See a registered professional engineer DF - Douglas Fir -Larch �s oho TOPCHORD i TOP CHORD DIAGONAL BRACE SSP s/ LATERAL BRACE A,p S SPAN PITCH SPACING Lia ( S> o i to the underside of the top chord when purlins All lateral braces Tcrachords that are laterally brared can buckle 45° tagetherand cause collapse if there Is no diago- ' ral bracing. Diagonal bracing should be nailed 20 15 to the underside of the top chod when purlins 4/12 16 air..- attached to the topside of t'ee top chord. ' DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord All lateral braces Lateral Brace lapped at least 2 Required trusses. 10' or Greater Attachment Required begs '31o'--- AWARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. A Up to 28' 1 ' 2.5 1 7' 1 17 1 12 Over 28' - 42' 3.0 6' 9 6 Over 42' - 60' 3.0 5' 5 3 Oyer 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine TOPCHORD i TOP CHORD DIAGONAL BRACE MINIMUM LATERAL BRACE SPACING(D8� SPAN PITCH SPACING Lia ( S> #arusses ...:, to the underside of the top chord when purlins All lateral braces are attached to the topside of the top chord. Required Up to 32' 412 8 20 15 1 Over 32'- 48 4/12 16 10 7 1 Over 48'- 60' 4/12 1 5' 6 4 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord All lateral braces Lateral Brace lapped at least 2 Required trusses. 10' or Greater Attachment Required begs '31o'--- AWARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. A Up to 28' 1 ' 2.5 1 7' 1 17 1 12 Over 28' - 42' 3.0 6' 9 6 Over 42' - 60' 3.0 5' 5 3 Oyer 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir dal eg@ Top chords that are laterally braced can buckle Continuous Top Chord nal bracing. Diagonal bracing should be nailed Lateral Brace to the underside of the top chord when purlins All lateral braces are attached to the topside of the top chord. Required lapped at least 2 �— trusses. 10" or Greater i equired , ?e. O� —45e Frame 3 12 PP 5 O0N ti dal eg@ Top chords that are laterally braced can buckle togetherandcausecollapseifthereisnodiago- nal bracing. Diagonal bracing should be nailed �ry to the underside of the top chord when purlins are attached to the topside of the top chord. 12 -� 4 or greater a Q Up to 32' 1 4/12 15 20 15 Over 32'- 48' 4/12 15' 1`D 1 7 Over 48'- 60' 4/12 1 15' 6 1 4 Over 60' See a registered professio.1al engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine-Fir AS; Bottom chord diagonal bracing repeated at each end of the building and at same spacing as top chord diagonal bracing. All lateral braces lapped at east 2 trusses. QWARNING: Failure to follow these recommendations could result in Q severe personal iniury or damane to trusses or buildinns_ Cross bracing r9peated at each end of tie building aiod at 20' Intervals. y _ MICHAEL MOONEY CIVIL ENGINEER RCE 20647 Butte County Building Inspection Department 7 County Center Drive Oroville, CA 95965 Morton Permit # 99-2015 SA MADRONE AVE OROVILLE, CA 95966 530-533-1216 May 29, 2000 This tiansmits comment for contractor initiated changes to subject plan. ✓ Item 1) Change in roof pitch will not affect structural calculations, i.e. will not increase loading. ✓Item 2) Changing great room vault from hip to shed is okay. Item 3) Window added to laundry room does not increase lateral shear load, but does require addition of a hold down. Details included. ✓ Item 4) Removing post from under 6 x 12 beam on the east side is okay, calculations included. /Item 5) Shear walls are normally nailed at top plate and floor plate. Cripple walls not indicated on plans should have as a minimum 3/8" plywood nailed with 8d nails at 6" oc. edge nailed, 12" on center field nailed. Minimum acceptible nail diamenter is 0.113" for shear walls on my plans ( 8d clip head nails are OK. Thank you for your consideration. Yours, Michael Mooney My license expires 9-30-01 R FESS PEL Mo "q�F `-� 2064 I Q(A .20 J I Al10 99 - ao/S BUTTE COUNTY AVILDING`DRARTMGNT PPPQVFf) r �✓/Z/ao pg 2 -74 u F c, c R LP �I(o Wwo . �le 0 hu, Tk" uj) go§V) r a�3h�11I� '�hrT�ite�noowus• NF®R *^F X20 vt / {1 a,11 449 44� 449 2 4. z L2 M -A es ,I' uw a �RpFESS/ AEE Al 020647 9T cul CAL\F4� Dece t� v° a. Orsillo release alld v M 15966 � 9to Stan Mor g gn' s �"°a p'°`,� tea � � y q�•'• sfi'� �.��� ��.;�� , ..., S +, �;� ,�,b 6 p c n e.. , „ �,_,^• arts um MICHAEL MOO1d �Y 5 A ManRONE AVE. CIVIL ENGINEER OROviLLE, CA 95966 RCE 20647 (916) 533-2131 County. of Butte August 24, 1999 7 County Center Drive Oroville, CA 95965 Y RE: Building Permit Morten/Orsillo I have reviewed the truss calculations and they, the trusses, are adequate for my design. n Michael Mooney My license expires 9-30-01 MICTMEL MOOA*Y 5 A MADRONE AVE. CIVIL ENGINEER OROviLLE, CA 95966 RCE 20647 (916) 533-2131 Butte County November 5, 1999 Development Services Department Building Division 7 County Center Drive Oroville, CA 95965 Re: Morton/Orsillo AP 073-320-049 Second Plan Check response. Item 1 - Note added to roof framing plan (by Butte County Plan checker) that the roof framing plan is per truss manufacturer. Item 2 Reviewed. Added strap and framing anchors for line C,, other lines are okay as shown (See typical roof framing detail per sheet -5) . Thank your for your consideration. Yours, Michael Mooney My license expires 9-30-01 r - MICHAEL MOoAPY CIVIL ENGINEER RCE -20647 Butte County Development Services Department Building Division 7 County Center Drive Oroville, CA 95965 Re: Morton/Orosillo AP 073-320-049 Plan Check response. A) Martha Whitney's truss comments. • 5 A M4DRONE AVE. OROVILLE, CA 95966 (916) 533-2131 October 15, 1999 a) I checked with the truss company on the bearing, and it was their opinion that the loads were so small that it would not be a problem. b) Connections for trusses EG and E1 are as noted in truss calculations. c) Connected to ledger/joist'at second floor. d) J9 is not a girder truss, and accepts no load other than that tributary to it. e) Truss A5 has ledger at one end and bearing wall at other. f) Beam is the support at 14 feet. Calculations provided. g) A4 has girder truss at one end, and ledger at other. B) Structural plan check response. 1) Truss engineering provided, I have reviewed the trusses and they are adequate. 2) Wall Mark "triangle 7" - Calculations provided. 3) Collectors for Wall lines B, C,& D - These wall lines do not have "Collectors". Load on these walls is transmitted directly to the walls by the greater of the leeward or windward force on the tributary area of the wall. 4) Lines C and D - wall lines C and D recalculated as separate wall lines. 5) Provided, see calculations. 6) Provided, straps added where necessary. 7) It is my opinion that plywood, with a shear value of .195 k/ft., will engage and resist a value of .100 k/ft (minimum • r - r ,.. gyp. board),*onsequently I include theloywood at the same value as gypsum. 8) The depth of the footing is shown in Detail H on sheet 3. 9) wall lines D and J are not Balloon framed. The Balloon framed wall is the 17 foot wall at the stair well. I propose to platform frame the pop out, lines C and 11. Holddown calculations are included for both walls. 10) Beams 1, 2, and 3 have foundation support. 11) Plans are stamped and wet signed. Thanks, Michael Mooney My license expires 9-30-01 L, It 1 &199- k. 1-4SLSL _LLI 1 1 1! ! �/s ! _ ..... .. T Lciq I L-1 ILI I I i i I I I i I it I it I if I I t If _L.- L_j it ....... it _T �11 F-1 I J, I I I I I I ki L T I 1 I 1 I I I I 1 I I 1 H I1 --1 I 1 I 1 1 1-1_ 1 —FT -1 I I I I IT —11=7 I I 1 17-1 1 1 1 1 1 1_1 1 1+ 1 1 it 1 1 1-1 1 1'. L I F IIS 1 1 11 1 1. 1 (__l 1 1 1 1 1 .1I I I i I I I I I I I I I 1 1-1 1-! I 1 1 1 1 1 1 1 1—! 1 1 1 1, 1 11 TL �.—_i T �� i � I I!! a i! 1 1 1! 1 I I I I I I I I I I I I_!�, ! _,I I I: it I Fi I I I I I I I I I it I I IIII it TOPS =C- Li-.!!Z) W A -Les 8aow ST FLco, 2 AILS gazw w - ---------- �,'V_U_I hll�ul �,() ' �I�D I�w��vYLi�I �,Pr,�J Ute' I tom' �,�m' ��� I ! T --! ' _' I 1 f i T �- L`24 - I 1 V111 Ell Z T7 .4 T 1 23 21 1 1 11 1 LLI 1 ISLLL'_42.1 I `� �.� I S I 1 _LI b. LZ I_U�2 iDO I o, 3T I L i I-�� i l i tsl I b�3 1 1 6. ki 1-17--47.4 I� o .o g 1 1 1 6 1 � 1 � 1 I 1 I I 1 , l l I �! I I _1! I g4.6--L-L 1 0 1 (_;t- I 1&1.i .1 1 8,61 __L6 1 1 I 1 A l _! gut 5J 1 1 1 1 )L 1 i .1 All' 1 T_7 lam. 2H_ '316 1 6 1 o I iA I 1 I -I 11 I 1 i 1 1 1 I r 11 I 1� W -a I I I ils! I I I !0_.621 Will I- i 115.1 I! I M.. I I I I I 1 1 1 LLj 1 I I I I I I I I! I L. I I I I I I I I L I!I J 1 t I Of 1 1 W11- .1 I 1 11122 I I 1 1 _I_1 1 1 I (it�rn-�• I I I I I I" 1 -451 i 23-D.S 1, 1. 1 1-7i )! II( 1 6-c:cr I . 1 1 6.5- 1TT I r. I I I I 1 10,3 1 h4i IIII I 1 I I l 1 ;n 1j-7 1 1 6,105,11 1 ! 11 I I i I 1 1 I 1 I 1 1 1 T_ 1 1 1 1 1 1 1 1 1. 1 1 1 1 ..1 , -!I bi f? 1 1 L6.01 I i . -11 1 1 CeL - T.11Y G. I A- —1 1 6, 5 E b IS, _ � -�. iLT .1 T -F 1 _._ 1 'dam A,�� FTJ I I D! to 4-71 "o, . eLt o I '�.��K� I I I i I 1 I 1 I I 1 (I I 1 I 1 I ! I 1 LTt ' � I I —I-•- I I— I _Lwk, –Wn-11 W, II IIIII I TT I I 7— -r-T !_L 1 –I .OPS FORM 3305 i L TMO 1N U. So A. --- | | / | i ' | | i i ! | . . . � / / | !) - it tUhlill Millit SYMBOL DESCRIPTION SHEAR WALL - 3/8" MINIMUM PLYWOOD, CC, CD, STRUCT II, L WITH 8d G.V.S. AT b cc EDGE NAILED, 12 cc FIELD NAILED ON 2X FRAMING OF DOUGLAS FIR AT 16"cc. SHEAR WALL - 3/8" MINIMUM PLYWOOD, CC, CD, STRUCT II, WITH 8d G.V.S. AT 4"cc EDGE NAILED, 12"cc FIELD NAILED ON 2X FRAMING OF DOUGLAS FIR AT 16"cc. SHEAR WALL - 3/8" MINIMUM PLYWOOD, CC, CD, STRUCT II, WITH 8d G.V.S. AT 3"cc EDGE NAILED, 12"cc FIELD NAILED ON 2X FRAMING OF DOUGLAS FIR AT 16"cc. SHEAR. WALL - 3/8" MINIMUM PLYWOOD, CC, CD, STRUCT II, WITH 8d COMMON NAILS AT 3"cc EDGE NAILED, 12"cc FIELD NAILED ON 2X FRAMING OF DOUGLAS FIR AT 16"cc. BRACED WALL - 1/2" GYPSUM WALL BOARD WITH 5d COOLER OR WALLBOARD NAILS AT 7"oc. MAXIMUM PER UBC TABLE 25-I. A - r r .;LL 6 i4 1 wit3 1 61 2,"11 1 1 1 uAr 1 1___' GI18p[,- 1 (L z", f K9 r 12J, qv1 iTQ2 - —3 `6 1 1 1 1 1 F1 .I I! �11 �6, 1 1 1 1 1 1 1 1 1 1 1 1 1 i -__ _ ►3 -�%r _z.w� a oilT X7_ I W021Z I TT II i l l lI I. I I I I I I I II I HFIF I LI I 84 T__ I I LLITI I I F I IL_ I+ I i 1I I T—I i 2-1 OOS71 I 4k -I WQ 1. (kL I + -I I I t. T I I 1 1 1 -1 1 1 1 1 1 1 i I I I I I ...... I I--- I I I 1 j; .C-- FORM. 3305!. I 1O x3,5 x Ce.4 d-- 4 SIA `7. - ----- 0,3k - - - - _ l i w/2 t (3)(-74- 4x-7/OcQ) - Z Z Lvi, tj v Z G`+._-0 6►y-4- o, t3� n.ogi C) ZS -=f +0,2t��p,679 2 Z --LINA. _O.-�_ W�3 a-- �-D� �v' - �{— �Q%C3.`3`X%•3_�}'( I� X<<i�-}- •lOK2_�'�'�__ (�7'IdUO - _ 6.OsZ+ 0..643..x-_ 6,21 `i'0 135 -- 6,N 2 2 Q ��N►�t?�e- . 4 . Low U� 9 CIE � � � �.c�'� • Pte ' F ^v-yi- FLoc) tz — i Yz �y .-E' \N3 + W7+ IVl(/-LK .: ,Shum 4 L( A3X2.7AOM 4- . �� t -w a, - w lo 4--_ kS,S X 85 - 2, A- 5 cfw 4- "a Sx3 x c,.3lccuo_ r4- l lx`tx 4 0126.0 4 a [2�-f- D, ( M. -f-- O ,dSq + 0�23�-i- ��toq.�-( -+- L[_� 3�F��►tea ��� C-�(2. vj- &Urz _ Qk 4.31rabo X7,S/2�2.7�1U�� — - --- 4L)(gK_7.-zitwo_ _ --F-66 4__ 013*LuQ�i- 2 0,2[1 %U.Vis @-FG�263-F0.2t�t ax`73 -i-_ _Ce�_•t- G-U��] . -[- 0 `f3q- d- O, l3l-��tt2� -�- G,3't�%2 -4-- O. -?gr. e. wo -1 - «Lo Zvi a` W `.- ��Z<«�tr..i •MICHAEL MOONEY • • 1 CQ CIVIL ENGINEER 'RCE 20647 EXPIRES 9-30-01 5A MADRONE AVE OROVILLE, CA 95966 Date: 08/26/99 Page: GENERAL TIMBER BEAM DESIGN BEAM DATA SPAN DATA Timber Section End Fixity Pin:Pin Center Span = 13.50 ft Beam Width = 3.250 in Elastic Modulus = 2000000 psi Left Cantilever 0.00 ft Beam Depth = 11.88 in Beam Density = 35.0 pcf Right Cantilever = 0.00 ft Lamination Thickness 0.00 in Load Duration Factor = 1.25 UNBRACED LENGTHS Fb Bending 2900 psi . Beam Wt. is Added to Loads Le Center Span 2.00 ft Fv - Shear 295 psi End Shear Calc'd at.Support Le Left Cant. = 0.00 ft Fc Bearing 750 psi Le Right Cant. = 0.00 ft APPLIED LOADS Uniform Load @Center Span: DL = 54.0 plf LL = 240.0 plf Trapezoidal Load: DL: 128.Oplf @ lft. 128.Oplf @ rt LL: 136.Oplf @ lft. 136.Oplf @ rt from 0.00 ft to 8.00 ft Trapezoidal Load: DL: 64.Oplf @ lft. 64.Oplf @ rt from 0.00 ft to 9.00 ft SUMMARY USING 3.250 x 11.875 Beam. Bending = 47.90%. Shear = 41.30% Max. Pos Man @ 6.21 ft = 12.16 k -ft Shear: Max. @ Left = 3.92 k Reactions... DL Maximum Max. Neg Man @ 0.00 ft = 0.00 k -ft ....used for dsgn 5.88 k Left = 1.53 k 3.92 k Max @ Left 0.00 k -ft ....Area Req'd = 15.94 int Right 0.92 k 2.87 k Max @ Right = 0.00 k -ft Max. @ Right 2.87 k Max. Allow Moment = 25.38 k -ft ....used for dsgn = 4.30 k Deflections... fb Max. Actual 1909.8 psi ....Area Req'd 11.66 int Center -0.16 in -0.43 in Fb Allowable = 3987.5 psi fv Max. Actual 152.28 psi ....Dist 6.53 ft 6.588 ft Fv Allowable 368.8 psi ...L/Deft 1011 376 Ck = .811(E/Fb)".5 = 19.05 Left = 0.00 in 0.000 in Cs - (LeD/B"2)".5 7.55 Bearing Req'd @ Left 1.61 in ...L/Defl 0 0 Cv per UBC 2312.4.5 = 1.10 Bearing Req'd @ Right 1.18 in Right = 0.00 in 0.000 in ...L/Defl = 0 0 I 13.50 V4.4C1 (c) 1983-96 ENERCALC MICHAEL MONEY. KW -0601576 MICHAEL MOONEY . CIVIL ENGINEER 'RCE 20647 EXPIRES 9-30-01 5A MADRONE AVE OROVILLE, CA 95966 MULTI -SPAN TIMBER BEAM DESIGN R,f� 2 GENERAL DATA - 1 2 All Spans Simple Support ?? NO Spans Length ft 7.50 10.50 End Fixity: Pin:Pin Pin:Pin Beam Width in 3.500 3.500 Beam.Depth in 11.88 11.88 CALCULATED VALUES -OK- -OK- .. F'b-Modified Allow. psi 3987.5 3987.5 fb - Actual. psi 524.1 524.1 F'v-Modified Allow. psi •368.8 368.8 fv (actual) * 1.5 psi 39.0 67.5 Moment @ Left k -in 0.0 -43.1 Moment @ Right k -in -43.1 0.0 Max. Man. @ Mid -Span k -in 8.1 39.6 X -Dist ft 1.90 6.23 Shears: Left k 0.71 2.22 Right k -1.20 -1.54 Reaction @ Left DL k 0.28 1.11 LL k 0.43 2.32 Total k 0.71 3.43 Reaction @ Right DL k 1.11 0.51 LL k 2.32 1.03' Total k 3.43 1.54 Max. Defl. @ Mid Span in 0.007 -0.057 X -Dist ft : 5.65 5.74 DESIGN DATA Le: Unsupported Length ft : 2.00 2.00 Fb:Basic Allowable psi 2900.0 2900.0 Fv:Basic Allowable psi 295.0 295.0 Elastic Modulus ksi 2000 2000 Load Duration Factor' 1.25 1.25 APPLIED LOADS Use Live Load on This Span ? Yes Yes Uniform...... OL plf - 23.0 118.0 LL plf : 100.0 240.0 Trapezoidal DL @ Left plf : ' 120.00 DL @ Right plf :. 120.00 LL @ Left plf 128.00 LL @ Right plf 128.00 X -Left ft 0.00 X -Right ft 4.00 QUERY VALUES Location ..... ft : 0.00 0.00 Shear # 0.71 2.22 Moment k -in 0.00 -43.11 Deflection in 0.000 0.000 • �e Date: 08/26/99 Page: D (continued on next page....) V4.4C1 (c) 1983-96 ENERCALC MICHAEL MOONEY. KW -0601576 W.1 -MILL MOONEY CIVIL ENGINEER • ''RCE 20647 EXPIRES 9-30-01 5A MADRONE AVE OROVILLE, CA 95966 TIMBER JOIST & RAFTER DESIGN . . f& -a. -3 V4.4C1 (c) 1983-96 ENERCALC • Date: 08/26/99 Page: 8 MICHAEL MOONEY. KW -0601576 DESIGN DATA 1 Timber Section ....Depth in 11.88 ....Width in 3.50 Le: Unsupp ft 9.42 Fb- Allow psi 2900.00 Fv- Allow psi 295.00 Elastic Mod: ksi 2000.00 Load Duration Factor 1.25 Stress Ratio ->> 0.29 CENTER SPAN -OK- Span Length ft 9.42 Uniform DL plf 246.00 LL plf 376.00 RESULTS Mmax @ Cntr k -in 82.79 X -Dist ft 4.71 REACTIONS Left: Dead Load # : 1158.66 Live Load $ : 1770.96 Right: Dead Load # : 1158.66 Live Load # : 1770.96 STRESSES -OK- Fb.. Allow psi 3487.3 Fb.. Actual psi 1006.5 Fv.. Allow psi 368.75 Fv.. Actual psi 83.17 DEFLECTIONS Center... Dead Load in -0.045 X -Dist ft : 4.71 DL Ratio 2534 Live Load in -0.068 X -Dist ft 4.71 LL Ratio 1658 Total'Defl in -0.113 X -Dist ft 4.71 Ratio 1002 V4.4C1 (c) 1983-96 ENERCALC • Date: 08/26/99 Page: 8 MICHAEL MOONEY. KW -0601576 4 533 53g 74- 4 533 53g 4 "MICHAEL MOONEY CIVIL ENGINEER RICE 20647 EXPIRES 9-30-01 5A MADRONE AVE OROVILLE, CA 95966 TIMBER JOIST &RAFTER DESIGN i Date: 10/19/99 Page4, DESIGN DATA 1 Timber Section 6X8 ....Depth in 7.50 ....Width in 5.50 Le:.Unsupp ft 2.00 Fb- Allow psi 875.00 Fv- Allow psi 85.00 Elastic Mod. ksi 1300.00 Load Duration Factor 1.25 Stress Ratio ->> 0.53 CENTER SPAN -OK- Span Length ft 7.25 Point DL # 663.00 LL # 0.00 X -Dist ft 1.83 Point DL # 663.00 LL # 0.00 X -Dist ft 2.83 Point DL # 663.00 LL # 0.00 X -Dist ft 4.83 RESULTS hfiax @ Cntr k -in 30.07 X -Dist ft 2.85 REACTIONS Left: Dead Load # : 1121.16 Live Load # 0.00 Right: Dead Load # 867.84 Live Load # : 0.00 STRESSES -OK- Fb.. Allow psi 1093.8 Fb.. Actual psi 583.1 Fv.. Allow psi 106.25 Fv.. Actual psi 40.77 DEFLECTIONS Center... Dead Load in -0.090 X -Dist ft 3.53 DL Ratio 969 Live Load in 0.000 X -Dist ft 0.00 LL Ratio 0 Total Defl in -0.090 X -Dist - ft 3.53 Ratio 969 V4.4C1 (c) 1983-96 ENERCALC MICHAEL MOONEY. KW -0601576 m APN: 073-320-049 Olancheck Comments • Morton Residence X. Compare the Moss lumber trusses with the Plans. eTA VK,Poe V 2. Ok. If no collectors are used then verification of the roof diaphragm stress is required. In this case the wall stresses may require that the roof diaphragm be blocked in these areas. 4. Ok. 5. Ok.. 6. Ok. T. Ok. 8. 'Ok. 9. Ok. 10. Ok. l 1. Ok. Salish DV1_ FST`*. Feat,jileS L+fge Free5uinCting St?+,'e iDVL PS), Approved in rnobile home, alcove, and bedroom insta!!ations. 345 sq; inches of wide fire-viewir)a One -Piece ' Fire -Pity -'O" log SOL. i fond ccurved Spirt icoS with rube burner on 1^ c' glovJ,ng Prn.,ers pro-,,ide recriati' 30 second dre,r7_out fiilct s iiety switch. • Slendin;T pilot mil!Ivolt system, operate;S even during power eut yes. f (ie Salish D\/L FS ships with NG burner installed, and includes an easy_ to -convert LP conversion kit. 170 CFivt blower standard. �tst ilrebirck design (fool' 61ack dGpflEfdCiC grill/black UlVel. Standard, 2-°. karat gc,ld door 'gold griit: ;and goid Trivet option. E I ineiy Crafted castings complete the elegant appeal of the Salim �iai.>nsi vr,tli s.ti'itc:n, :'vall thermostat and remote control Sal►�h D V L i` TA1 Performance J, -t rnio tail available. ruei Variable !nput fBTU/Hr.) Steady State AFUc Heating StandingDirer Efficlen,_ -„°^ ; , f Vent Vorioh!e ;xrs o > �- Capacity Pilot .,V:' `L'3,000-Hil:!h a3,0�C t ,> 5i�.• Sppera n„ u In �: Durir r,,,pOnC (LUp �� Llrl tG78'''F.: IVG ii'� Nc,.,. l' zco:n rt. !eat, ly cp,Axn-,i Convection Fon rir�RrLE' To 8)`);, i,P 73.7 ;, Lr' 'JP T,,?.pUG Sy. r, Povver Duro Vonl n'Jith Blry ef; Outages Dire,.rr Vunl 170 Clivi ^,i :li:.i • ,v' i,f tai ^ ��,ioJl:?i;. UL)pl�i f.E.iri�i!C:'5 nlC,t •�+r,;l°. i•id�:10`! _ - '� iIL L^.'.^n fgf�iJ:iS^':.':iS .• i°Y i?C. Vi':'j r1t't)2f1Cln;i C•fl INE ftdilfQi: C%i h:i i iv ir1: Vi:Ji�O.^.. lr7o; Lf�n Ar, < f•:.: r, �.. 'G i _ _ .`tyiCrli h::i:i�'tai4 ZGi!i: of tale Ji en :n'Nt11:ry V:);1 Ilvo Installation . . .v;qi_,_gin•:v;�: olrnl;r05r 01, hrihurrn nUEicD: i1�— i:9WtiBchicfinn:i Floor Protection: Clearances to CC nnnrliC<aiaorf crecrnnU Comurbeau-rsi tibtes: O!Y is i'GisarC5 faret.ir yr.4c1venT.4Crct;trrfov1r N = Siove TOP to Sidewa!! iq B _ S`Ove Top to Bod"'Ac!! a" C = Stove Top tp Corner v'•lcil 4" :';I':r'r` it a ;tn•, _ in:?i9i'e C.'i^Cil'r Or, .i,r p:lin:J, tlll,)•i :;r C:;mGOSll;li; :il.lef lii9(: d,-)nd j;ri ran. t^r c'•'.iv� must;vC:od .ro1.ao!c.,n_ a •lel. 5ti:rt:.1�:� tha r,' wir7lfi U:i• Spa': ci` i.:E' Stp'Jr✓. :i t o Stroight Wolf Installation i /0 i•=�i Carrier ' Voll lnstal!ation ff:t: �J;;4LL ®t�� I N40ye IngYollotftpri -- Mbimum Alcove j1*V)Gxi1*nV1Yi Depth ;vAlN aum'W;d1h Measurements: 48" 4g' fLiln!Gnum. i-IZ (j li i Mii mute R 1 Foot (NC 2 Fact;LF Direct Vent Installation Direst Vent Mt terlor Wail : ,F Cn,Sh L' i y QUS SIu,w riIlZCs i, :rCllad Veili 3y=i8r71 INT (Y;M J!GTa �9.:��:ai c; irl:_' i ;';I'ih ;:SilCft !IC ill E, Qnr1 ! ir.ir(t�d a:a.a fr,,m ina lit�irig are;,. `iiP��llySJiteii aur nawcf, Ulr liyhi.;Citi i1_ r r c.,ns t !SI nl, bolOnCe d i f1:Jrr. 2!Ir6riules indwr ;tir gLQliTV CQM-C Eris and is unrft(±ciprl l -r; fGrls Gf croi!r.; in rhe home. The 1`1VJ1*ili'dirprf =r)t ;stem ctllovis for L;cilh Jvl ice! cr hori%ontcl instoliution Safety e ng rrc ':L ST:DByQMili-Test'nhnr:ICiii:S,rot.t�•::� I�Zi.9d;`"aI 3_+r = 5 .,, , � ,., ;•air,n<, Ct UlSI?,'•u c:n(i CAFICGA 9.l/ -M71. Unit must b_ inslali,:rl lli actordan;e— ' it 0oral:.:(„>;, ii uny. a. not, iL)Ilori in. t!w:. ; - ANSI Z223.1 ?997. in NTT 44i6-31-1:1' C0nn:1:7 t:ANCG^_ 8-149 and other requiiement , lisio'' !rt I,ie Owiinr' i t.Jrual C.'Cmi.c:,/!ru•rrr tp the bVur7rthr ut' t:I-i."'.I i(•:, U4:. t.5t•''ttlj Tf.l rl Vi -Sl: Vi Glt:ine: h!:';Y//'Kart! Cofvfrovis Your ALltl (prized Avalon Dealer Is: il°i.. vilUiil— 78” _ 0 c,;:; — 21 ?I:? 1851h Floor Protection: Clearances to CC nnnrliC<aiaorf crecrnnU Comurbeau-rsi tibtes: O!Y is i'GisarC5 faret.ir yr.4c1venT.4Crct;trrfov1r N = Siove TOP to Sidewa!! iq B _ S`Ove Top to Bod"'Ac!! a" C = Stove Top tp Corner v'•lcil 4" :';I':r'r` it a ;tn•, _ in:?i9i'e C.'i^Cil'r Or, .i,r p:lin:J, tlll,)•i :;r C:;mGOSll;li; :il.lef lii9(: d,-)nd j;ri ran. t^r c'•'.iv� must;vC:od .ro1.ao!c.,n_ a •lel. 5ti:rt:.1�:� tha r,' wir7lfi U:i• Spa': ci` i.:E' Stp'Jr✓. :i t o Stroight Wolf Installation i /0 i•=�i Carrier ' Voll lnstal!ation ff:t: �J;;4LL ®t�� I N40ye IngYollotftpri -- Mbimum Alcove j1*V)Gxi1*nV1Yi Depth ;vAlN aum'W;d1h Measurements: 48" 4g' fLiln!Gnum. i-IZ (j li i Mii mute R 1 Foot (NC 2 Fact;LF Direct Vent Installation Direst Vent Mt terlor Wail : ,F Cn,Sh L' i y QUS SIu,w riIlZCs i, :rCllad Veili 3y=i8r71 INT (Y;M J!GTa �9.:��:ai c; irl:_' i ;';I'ih ;:SilCft !IC ill E, Qnr1 ! ir.ir(t�d a:a.a fr,,m ina lit�irig are;,. `iiP��llySJiteii aur nawcf, Ulr liyhi.;Citi i1_ r r c.,ns t !SI nl, bolOnCe d i f1:Jrr. 2!Ir6riules indwr ;tir gLQliTV CQM-C Eris and is unrft(±ciprl l -r; fGrls Gf croi!r.; in rhe home. The 1`1VJ1*ili'dirprf =r)t ;stem ctllovis for L;cilh Jvl ice! cr hori%ontcl instoliution Safety e ng rrc ':L ST:DByQMili-Test'nhnr:ICiii:S,rot.t�•::� I�Zi.9d;`"aI 3_+r = 5 .,, , � ,., ;•air,n<, Ct UlSI?,'•u c:n(i CAFICGA 9.l/ -M71. Unit must b_ inslali,:rl lli actordan;e— ' it 0oral:.:(„>;, ii uny. a. not, iL)Ilori in. t!w:. ; - ANSI Z223.1 ?997. in NTT 44i6-31-1:1' C0nn:1:7 t:ANCG^_ 8-149 and other requiiement , lisio'' !rt I,ie Owiinr' i t.Jrual C.'Cmi.c:,/!ru•rrr tp the bVur7rthr ut' t:I-i."'.I i(•:, U4:. t.5t•''ttlj Tf.l rl Vi -Sl: Vi Glt:ine: h!:';Y//'Kart! Cofvfrovis Your ALltl (prized Avalon Dealer Is: c RESIDENTIAL ,073-32-0-049 #98-2804 MORTON, STANLEY ' 75 EDDY CT., FORBESTOWN TODD HEMSTALK GARAGE PERMIT NO. PERMIT EXPIRES — OWNER CONTR. ASSESSOR PARCEL LOCATION 1 l CHECKED SRA BY FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS i VERIFY Temp. Power Pole Called PG&E Temp. Elec. Service Called PG&E Temp. Gas Service f Called PG&E JOB FINALED (Date) Z 7 ' Signature ti=OK O = Not OK �iReady MOBILE HOMES Date MOBILE HOME U71UTIES (Plans) OK except #'s 1. Zoning Requirements - Setbacks - Easements 2. Soils; Special MH Support Sketch 3. Sewer, Location-Test-FaA•CA-Concrete 4. Water, Location -Test -Easement Needed (Sketch) 5. Electricity; Location-Clearances-Gmd-/ /Amp -Concrete 6. Gas; Location-TestWrap; / AA / /Nat. or/ n*ftj /LPG 7. Well Clearance 6 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; SizeSpacin"aniage Line 3. Gas; MH Test•DemarKlWahe-Connector 4. Electricity: MH TesW-rossovers-Breakers-Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water, MH Test•Reguletor-Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval S. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert f 10. Exits; Insp.-Sketch 11. Cert of Occupancy 12. Permanent Foundation Only: License Decal Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 MISCELLANEOUS Date DE.CKS, COVERS, CARPORTS, GARAGES (Plans) OK except ¥'s 1,'�1,_Zpning Requirements -Setbacks -Easements lo�2. Footings; Sails-Size•Dep"pacing-ConnectorsS 3. Decks; Girders and/or Joists-Decking-BracingStairs-tails 4. Wood Awn.; Posts-Beams-RItre.-Connectors Shthg.-Rfg.-Bracing 5. Alum. Awn.; Columns-ConnectionsSplice-Decal-Enclosures 6. Ca ;Windows -Doors .; Sils-AnchorsS s- iters -T s /!Siding; Nailing -Veneer -Stucco -Mesh f; ShMg-Roofing ndings Braced Wall Panels K oO000'/.. t/ a O.6 5L. 04 Date -M ` Card B Date Card B-1 Date444a2:Cana Date B4. Date Card B-1 OLS (Plans) OR except #'a 1. Setbacks -Easements 2. Sorts: Compaction -Structure Stability 3. Pool Structure; SteelLCcnnection¢Thickness Dead Men -lining 4. Elec.; Receptacles and Lighting. DistanceGFl S. Elec.; Pool Lighting; 15 Vofts-GFI 6. Elec.; Enclosures; Conduit Entries-Terminals-Usted 7. Elec.; Bonding; Metal w/5-CkcLdating Equip. -Heater 8. Elec.; Groundetg; Equip. w/S Circulating Equrp.-F�ool Lghtg. Boxes-EnclosuresPanelboards-Ins. to Main in Conduit 9. Health Department Approval 10: Plumb.: Cir. TesPftWr Supply Test 11. Light Niche Date Card B-1 Date Card B-1 Date Cana B-1 Date Card B-1 = OK O = Not No OK RESIDENTIAL (Single & Duplex) Not Applicable Not Ready Date UNDERFLOOR (Plans) OK except #a 1. ZoningSetbacks-Easments-FloodSlope 2. Ftg., Main; Soils-Elec. Gmd. / P Ftg. Depth 3. Ftg. Garage; Soils-Steel-Elec. Gmd/ P Ftg. Depth 4. Ftg. Porches & Decks; Soils -Steel-/ P Ftg. Depth S. 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 -Sew er Test 10. UF. Gas Pipe; Size Anchors - Yard Gas Piping; Size Test 11. Water Pipe; Test -Anchors -Regulator -Service Test 12. Electric Underground 13. Pienums & Ducts; Clearance -Material -Support -ins. 14. Girders -Sills -Anchor Bolts-JoistsVents-Crippies 15. Access & Ventilation 16. Insulation Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except *s 17. Water Htr ; Vent -Access -Combustion Air Baffle 18. Water Pipe; Test & Anchor -Nail Protection 19. D.W.V.; Test Fittings & Anchor -Nail Protection 20. Shower Pan; Test, First Floor -Tub Access 21. Test Tub & Shower, Second Floor -Tub Access 22. Gas Pipe; Sae & Anchors Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s 23. Fixture & Transformer Clearance -Ins. Protection 24. Elec. Receptacles Spacing -Lights & Switches at Doors 25. Size Boxes & No. of Conductors Stapled 26. Romex stalled Close to Edge of Studs & C.J. 27. Equip. Ground made up w/Mech Fastners-Bond Gas & Water 28. 2 Appliance Circuts in Kitchen & Conductor Size GFI 29. Subfeed Wire Size / / ga. Cu or AI-A.C. Wire Size / / ga Cu or AI 30. Range Circ. / / ga Cu or Al -Oven Circ. / / ga Cu or AI Insulated Neutral 0 Yes 0 No 31. Service -Riser Conductors & Ground -Main Disconect 32. Equip. Clearances Panels -Motors -Meth. Epuip. 33. Clothes Closet Light -Shower Light -Spa Light 34. Smoke Detector Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s 35. A.C. Ducts Insulation & Support 36. Vent Fan, Exhaust above insulation 37. Condensate Drain & Overflow, Size & Grade 38. Fumance-Vent Access -Comb. Air -Return Air Vent 115 outlet 39. Attic Access & Platform if Furnace in Attic Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FRAMING (Plans) OK except rk's 40. Sits Proper Materials & Anchors 41. Walls Studs -Nailing Spacing & Braces -Plates -Sound 42. Bearing Walls over Girders & Floor Nailing 43. Draft Stop in Walls (rat proof) 44. Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs 45. Headers & Beams -Size & Bearing Date FRAMING (Continued) 46. Hangers -Post Caps -Anchors -Connectors 47. Cling. Joist-Rttr. Ties-Purlin-roff Brac.-Truss-Shting.-Rfng. 48. Fireplace Ties or Type A Flue -Fireplace Throat clearance 49. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles • 50. Bdrm. Windows or Exiting Doors -Sill Hgt. & Dimensions 51. Garage Fire Protection Framing 52. Property Line Firewall & Openings 53. Ext. Doors -One 3 -Check Garage 3rd Story, 2 Exits 54. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 55. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 56. Siding -Nailing Veneer 57. Stucco Mesh -Drip Screed -Fd. Vents-Underfir. Access 58. Glazing Area -Glass Protection -Skylights -Plastic 59. Shear Walls: Nailing -Bolts 60. Brace Interior / Exterior Wall Panels 61. Insulation -;Iia IIs -Ceilings 62. Infiltration -Walls -Windows Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except 8's 63. Ext Steps -Door & Sidelight Protection -Landings 64. Smoke Detector 65. Furnace; Vents -Clearance -Comb, Air-Conector- In Garage; Above Floor -Ducts -Meth. Protection 66. Bedroom Exiting 67. G.F.I. &.Bath Fixtures & Tub Access -Spa 68. Elec. Trim & Subpanel, Breaker Sizes & Labels 69. Stairs & Rails 70. Fireplace or Stove, Clearance -Hearth 71. Elec. Outlets at Wood Panel, Int. & Ext 72. Kit Fat. & Appliance; Ground. -Air Gap -Cooking Clearance 73. Elec. Outlets & Recepticales at Kit. Counter 74. Garage Fire Door; Swing -Landing -Closure 75. A.C. Duct in Garage -Damper 76. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. In Garage; Above Floor -Meth. Protection 77. Plb., Elec. & Mech. Equip. Listed for Location 78. Elec. Receptacles in Garage (G.F.I.)-Romex Protection 79. Insulation -Foam -Looked in Attic 80. Guard rails & Deck Construction -Post Caps 81. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor 0 Yes 82. Following Instld./Drive 0 Yes 0 No/Walks 0 Yes 0 No/Planters 0 Yes 0 No 83. Stucco Brown -Finish 84. A.C. Unit Disconnect, Electrical -Plumbing 85. Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 86. Water Well, Disconnect, Electrical, Plumbing 87. Exterior Elec. Trim, G.F.I. Receptacle -Underground 88. Ventilation Throught House 89. Glass Protection 90. Corrections from Previous Inspections 91. Gas Test -Meters Tagged, Gas -Electric 92. Water & Sewer Connected -C/O to Grade -HD Approval 93. Energy Compliance Certificate -Other Certificates Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 l "NO. (Rev. 12/96) APPLICATION AND -PERMIT' ASSESSOR PARCEL NUMBER 073-32-0-049 ZONING 14 BUILDINGPERMIT OWNER STANLEY MORTON TELEPHONE 9 9_1966 SO. FT. OCC. BUILDING VALUATION 90,7315 . OWNERS MAILING ADDRESS 75 EDDY COURT FORBESTOWN CONTRACTOR'S NAME TODD HEMSTALK589-1689 TELEPHONE CONTRACTORS MAIUNG ADDRESS 75 SHELTERWOOD LANE CONSTRUCTION LENDER NONE Fireplace ADDRESS Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. 27470 Filing Fee $ 20.00 Permit Fee $ ARCHITECT OR ENGINEERS MAILING ADDRESS FRANK M GLAZEWSKI Plan Checking Fee $ 140.40 BUILDINGADDRESS 75 EDDY Energy Plan Checking Fee $ $ PERMIT FEE $ LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other GARAGE SPT Each Trap 7.00 21.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 TYPE OF WORK New ft Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Wor�k:.,� GARAGE 5-F0eJtfsC_i "Vi po t&-wi Gas piping sy2tem 1 - 5 outlets 15.00 15.00 Building sewer 15.00 Mobile Home IS I GI WT_ @20.00 PERMIT FEE $ 56.00 ELECTRICAL PERMIT Fling Fee 20.00 Main Service A OR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in fuUjQrce and effect. License Class Lic. No. (� / DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent,to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the rformance of the work for which this permit is issued. I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' c �ensspption insu_ra ce carrier and policy number are: Carrier /�J�/' /gni. Policy Number (The above sections n e not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers'. atie of California, and agree that if I should become subject to the workers' compensati rovisions of section 3700 of the Labor Code, I shall orthwith com / X _ Date / Signature o plicas Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and C emolition or construction of structures over 3 stories in height. TO Main Service TG 46.00 NEW CONST. DWELL EE OCCUCUP. OR ADDNS. ( & ACC. BIDS. `3.50FTSO 5.82 NO.REOSIDT. MULTI.OUTLET @7,50 POWER APPARATUS & SINGLE OUTLET CIR. 1.00OWNER-BUILDER Ex. Occup.OUTLET OR FIXTURES eAL @ .sI Ex. Occup. OFIxu p� ORS 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE _ 75.82 MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FES $ Mobile Home Installation Fee $ Energy Inspection Fee $ occ o T TOTAL FEE D FEES IM FLOOD cDF P c PD H u This permit is here y issued under the of th utte ujty Code and/or Resolutions in cat ve f r which fees have B PERMIT EXPIRES ONITE-D.D.S.-B.D. applicable provisions to do work been paid. g p Date D to FReceiptNo. 251398 CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT �( UNTY OF BUTTF,,- DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (916) 538-7541 PERMIT APPLICATION DATA SHEET OWNER: �5zr.► vim/ A a -a �� ASSESSOR PARCEL NUMBER: Proposed Building Use: Building Inspector: ('3� Date: 4-_-zc At time of permit application, I was a vised the following data I ust be submitted prior to permit processing and/or issuance: Date Received By 04�1 items have been submitted.------------------------------------------------------------------------------------- • . c, 2 Plot plans, 3/4 sets, signed by'the' preparii of plans.------------------------------------------------------------ ❑3. Complete plans, 3/4 sets, signed by the preparer of plans. ----------------------------------------------------- 04. Engineered plans, 3/4 sets, with wet signature on plans. All engineering must be shown on plans. -------- LAS . Engineered truss details and layout in duplicate (required prior to planreview) No faxes! ------------------ ❑ 6. Energy Design Compliance andsupporting documentation.---------------------------------------------------- 4 ❑ 7. Statement of Intent for Non -Heated and A/C Buildings.--------------------------------------------------------- 118. -------------------------------------------------------- ❑8. Hazardous Material Form. ------------------------------------------------------------------------------------------ ❑9. Manufactured Home data and installation instructions including Tie Down Specifications .------------------ ❑ 10. Fees of $ ❑ 11. Impact fees as shown on the attached schedule. --------------------- ❑ 12. Calif rnia Department of Forestry plan approval/fees.-------------- ❑ 13 ood elevation certificate. --------------------------------------------- 4. Sanitation and plot plan approval Health Department. ❑ 15. City of Chico plumbing permit. --------------------------------------- ❑ 16. Plot plan and business license approval from the City of Biggs. --- '� ❑ 17. Planning approval for (A) Use: , (B) Parking: _ ❑ 18. Contact Land Development about ❑ Improvements, ❑ Drainage, ❑ Legal Parcel. ----------------- ❑ 1.9. Encroachment Permit for driveway (construction approval prior to occupancy). --------------------- 020. Pre -inspection for required. Request to Building Inspector on 021. Contractor's license information. (Number, Name Style, Classification). ---------------------- ------ El 22. Workers' Compensation carrier and policy number. ---------------------------------------------------- E123. Owner -Builder ---------- ❑23.Owner-Builder Verification (Given to owner ❑, Mailed to owner ❑). 024. Letter of signature authorization. ------------------------------------------ ❑ 2 5. Recorded copy of Agricultural Acknowledgment Statement. ----------- 4/26. Letter of intent on building use. -------------------------------------------- 027. Manufactured Home utility clearance. ------------------------------------- ❑28. Existing violations and/or expired permits. ------------------------------------------------------ 029. 0433 A, ❑Grant Deed, ❑ M.H. Title, ❑ Check to H.C.D $ 1130. Other: When you issue the permit, process as follows ❑•Mail to owner, ❑Mail to contractor. U;Fe�ephone (�F7_ and hold for pickup atoffice. ❑De i Applicant: (Date) inspector. J L -Date: /�/� / ✓l/ Copy of Haz-Matform sent ❑ Health Department, ❑ Fiie De_p' neat ❑ Air Pollution Date: By: Copy of plans sent ❑ Health Department,`o Fire Department, ❑ O er: DaYe: By: 1. Index permit application for the above items numbered: ❑ Plan Check List 2. Additional items required: Contractor, designer, owner, was advised of the above requiQ data by ❑ 'phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Plans reviewed by: Date: Plans approved by: Date: oZ o2 Sets of plans on hold in ❑ Plan Cabinet, ❑ A.P. folder. Note transfer by: Date: Yellow Copy - Department of Development Services, Building Division. ,l 1 (Date) inspector. J L -Date: /�/� / ✓l/ Copy of Haz-Matform sent ❑ Health Department, ❑ Fiie De_p' neat ❑ Air Pollution Date: By: Copy of plans sent ❑ Health Department,`o Fire Department, ❑ O er: DaYe: By: 1. Index permit application for the above items numbered: ❑ Plan Check List 2. Additional items required: Contractor, designer, owner, was advised of the above requiQ data by ❑ 'phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Plans reviewed by: Date: Plans approved by: Date: oZ o2 Sets of plans on hold in ❑ Plan Cabinet, ❑ A.P. folder. Note transfer by: Date: Yellow Copy - Department of Development Services, Building Division. EaHa Plot an Attached USE\ONLY R Floor Ran Attached 1 Sent to B.D. / TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance S -FA k) � 2 Tv c & r Owne ocation AP# Plan Approved for: Sewage Disposal"� Water Supply: Publi _ Private Wel\ Clearance for - dwelling. Other` (A) Hold final for: Final clearance O.K. for: NOTE: RA 0 �= od-7✓2t -% Environmental Health Specialist Date Stanley Morten 75 Eddy Ct Oroville, CA 95966 Novombor 23 1998 Butte County 7 County Center Drive Oroville, CA 95965 RE: Property at 75 Eddy Ct. Oroville; CA AP # 73-32049 To Whom it May Concern: I Stanley Morten give permission for Todd Hemstalk of; Todd Hemstalk Construction, to access any records concerning the above listed property. I also give permission for him to obtain the necessary building permits for the same property. Thank you: " Stanley Morten t� ' COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES OWNER'S STATEMENT OF USE - DETACHED ACCESSORY BUILDING N: ONE: BUILDING PMT. 8 073-320-049 r I OWNER: Stanley Morton PHONE: 589-1266 MAIL ADDRESS: 75 Eddy Ct Oroville CA 95966 SITE ADDRESS: 75 Eddy Ct. Oroville, CA PROPOSED USE: Storage, car and pickup parking, storage of mise. house and garden supplies. PLEASE ANSWER QUESMN3 1-20. PLEASE EXPLAIN YES ANSWERS J2-113) IN THE SPACE PROVIDED ON THE REVERSE OF THIS FORM. (PLEASE PRECEDE EACH COMMENT WITH RELATED QUESTION M) GENERAL INFORMATION: 1. Is there a primary dwelling on the property? 2. Is the structure already built, under construction, or under notice of code violation? 3. Will items produced in this building be offered for sale? 4. Will the public have access to this building? 5. Will any advertising, on or off site, be associated with the use of this building? 6. Will this building be occupied at any time as a sleeping quarters? 7. Will this building be occupied at any time as an eating area? 8. Will this building be occupied at any time as a cooking area? 9. Will this building be occupied at any time as a living area? , SITE CONDITIONS: Yes: x No: Yes: x No: Yes: No: x Yes: No: x Yes: No: x Yes: No: x Yes: No: x Yes: No: x Yes: No: x 10. Is the structure foundation within 5' of septic tank or 10' of leach fines? Yes: No: x 11. Is any portion of the proposed structure located closer than 20' to your front property line? Yes: No: x 12. Do you plan to add a driveway or modify ebsting access to a county maintained road? Yes: No: x 13. Will the proposed structure encroach within any recorded easement? Yes: No: x CONSTRUCTION FEATURES: 14. Will this building have insulated floor, walls, or ceiling? Yes: No: x 15. Will this building be heated or cooled? Yes: No: x 16. Will this building have a water closet/toilet? Yes: x No: 17. Will this building have a sink? Yes: x No: 18. Will this building have a water heater? Yes: x No: 19. What type of floor covering will the building have? none 20. What type of wall covering will the building have? none ADDITIONAL INFORMATION: This is an existing structure that was partially burnt_ Note back to general information item #2. I hearty afflrm under penally of perjury the above Infromstlon Is true and oorrect. t understand that any changes to the use, or character of use. of this buil6V will require permits from the pwn%tttnp authortty. I understand that Reel Estate Disclosure isvvs require disclosure of this Information K or when offered for We. �. 12/16 98 OWNER'S SIGNA E DATE OWNER'S SIGNATURE DATE FOR DEPART M ENTAL USE REVIEWED BY: COMMENTS: DATE: '1-7 IZ-2-9v STRUCTURAL CALCULATIONS Structural calculations for: Morton garage 75 Edy Court Oroville, California Note: Reference drawings prepared by others. No opinion is hereby expressed or implied regarding aspects of this structure riot specifically noted herein. w Frank M. Glazewski architect Structural designer 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Fax (530) 894-3422 C Z Frank Glazewski - Architect Date 12/3/98 1907 Mangrove Avenue Suite E Chico, California 95926 FG ; • Tel (530) 343-4630 Calculation data Job name Morton Garage Code used 1994 Uniform Building Code Jurisdiction Butte County, California J Wind loading Basic wind speed 80 mph Exposure B Seismic Seismic zone 0 Gravity loading Roof live load 55 psf Floor live load 40 psf Balcony live load 60 psf Soil data Allowable bearing 1.500 ksf UBC Classification 4 Soil Frank Glazewski - Architect 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Soil data Description Morton Garage Soil classification Reference table 18 -I -A 1994 UBC Input data for user defined classification Allowable bearing pressur 0.000 ksf Max. allowable pressure 0.000 ksf Increase for depth 10.000 ksf/ft depth Increase for width 0.000 ksf/ft width Friction coeficient 0.000 Resistance Lateral bearing (passive) 0.000 ksf/ft. of depth below grade Increase for wind/seismic 1.330 Include footing weight when calculating soil pressure ? yes Soil data used for design Allowable bearing pressur 1.500 ksf Max. allowable pressure 4.500 ksf Increase for depth 0.300 ksf/ft depth Increase for width 0.300 ksf/ft width Friction coefficient 0.250 Lateral bearing (passive) 0.150 ksf/ft. of depth below grade Increase for wind/seismic 1.330 Resistance 0.000 ksf Page 1 Date 12/3/98 Soil weight kcf 3 j oad s�smaV y Y 00; - f Co w. (J �vuSS� Cer(r��. �rSG TL- 3- I -S 0,1 I -S 13.0 uS.2. l y-Ops� 5s o S m 69, O ps S W-) See— j , 7 I SSBM_6 3:21 AM ------------------------------------------------------------------------ Rev 9-13-93 SIMPLE SPAN.BEAM - UNIFORM LOAD 12/ 3/98 ------------------------------------------------------------------------ Description >> H-1 ---------------------------------GENERAL-------------------------------- Span (L) > 16.250 feet Repetetive ? > N Reduce shear for bm depth > Y Laterally supported (Y/N) > Y lu > .000 feet le > .000 feet Slenderness factor Cs > .000 Ck > 22.210 --------------------------------ACTIONS--------------------------------- Uniform dead load > . .215 kips/ft 22 o TL Uniform live load > .765 kips/ft 78 o TL Uniform total load > .980 kips/ft End reactions ........................... DL > 1.747 kips LL > 6.216 kips TL > 7.963 kips Design loads ............................ Total load moment (M) > 32.348 ft -kips Total load shear (V) > 7.963 kips --------------------------LUMBER DESIGN VALUES -------------------------- Base values Species Grade Fb Ft Fv Fc± Fc- E DFGL 24F -V4 2400 1150 165 650 1650 1800000 Size factor Cf > .976 Apply to Fb Size factor Cf > 1.000 Apply to Ft Size factor Cf > 1.000 Apply to Fc» Repetitive member factor Cr > 1.000 Load duration factor Cd > 1.150 fl Adjustment for lateral support > 1.000 Adjusted values Species Grade Fb Ft Fv Fc± Fc- E DFGL 24F -V4 2692 1150 190 650 1650 1800000 --------------------------------BEAM DATA ------------------------------- Member width > 5.125 inches Member depth > 15;.000 inches Required Actual Comment S (in�3) > 144.173 192.188 <ok> A (in^2) .> 53.261 76.875 <ok> I (in. -4) > 1441.406 ------------------------------ DEFLECTIONS ------------------------------- Total load deflection > .593 inches L/ 329 <OK> Live load deflection > .463 inches L/ 422 <OK> Dead load deflection > .130 inches Minimum camber (glu-lams) > .195 inches <1.5*DL deflection> Standard 2000'R camber > :198 inches --------- - ----------------- CHECK MIN. BRG. AREA -------------------------- minimum area , > 12.250 in"'2 Minimum length > 2.390 inches Assuming full width bearing PT_FTG2 --------------------------------I---------------------------------------- 4:37 AM Rev 9-30-93 ------------------------------------------------------------------------ Point footing 12/ 3/98 Description >>Point footing at garage door -------------Load data ------------- --------------Soil data ------------- P > 7.963 kips Soil brg capacity> 1.500 ksf Uniform load > .570 kips/ft Live load o > 80.000 --------------Concrete------------- ----------Reinforcing steel --------- F'c > 2.500 ksi Fy > 40.000 ksi M > 18.824 0 > .900 ------------------------------Footing data ------------------------------ Footing size . > 2.670 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches Footing weight > 1.069 kips Total P axial > 10.554 kips Total bearing pressure > 1.480 ksf <ok> Net bearing pressure > 1.330 ksf Factored bearing pressure > 2.182 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 5.836 kips Vn=Vc=2(F'c)".5*bw*d > 25.632 kips 0 Vn > 23.069 kips Diagonal tension - factored loads - two way action <ok> Vu=(P net)*(effective area) > 14.585 kips Vn=Vc=4(F'c)A.5*bo*d > 51.200 kips 0 Vn > 46.080 kips -------------------------Footing reinforcement -------------------------- Mu=(P net)*bl"2/2 > 1.944 ft-kips/ft Required Rn=(Mu/O)bd^2 > 33.757 psi Required p (bending moment) > .0009 Required As (bending moment) > . .082 in"2/ft = .218 in�2 Min. required p UBC 2610(f) > .0011 330-o increase applied Min. required As UBC 2610(f) > .109 inA2/ft = .290 inA2 Minimum reinforcement as governed by: ---Minimum reinforcement -- 2 No. 4 bars e.w. 1 No. 5 bars e.w. 1 No. 6 bars e.w. 1 No. 1 bars e.w. I Lateral design W A L L Sty Frank Glazewski - Architect Date 12/3/98 0.0132 1907 Mangrove Avenue Suite E 0.0150 0.0165 Chico, California 95926 d80 . 0.0081 Tel (530) 343-4630 " 0.0100 Wind design values Leeward walls Description Morton Garage 0.0055 0.0059 Exposure B Outward Importance factor j 1. 0 ...----------- '�I 0.0132 Basic wind speed 80.00 mph qs 16.40 psf Roof pitch ; 5.00 in 12 22.62 degrees PRIMARY FRAMES AND SYSTEMS Inward/ ROOF..:. Direction x Ht. <0'-15'> <20'> <25'> <30'> <40'> j Ce 0.62 : 0.67 0.72 0:76 0.84 1 W A L L Sty 1.2.0a 0.0122 0.0132 0.0142 0.0150 0.0165 Windward walls d80 . 0.0081 0.0088 0.0094 0.0100 0.0110 Inward Leeward walls 0;50 - 0.0051 0.0055 0.0059 0.0062 0.0069 Outward Total wall ...----------- '�I 0.0132 --------------------- ; 0.0143 10.0154 ------------- 0.0162 0.0179 M0.0132 ROOF . � --------- ------------ ---------�---------�---------- Inward/ ROOF..:. Wind perpendicular to ridge x Outward Enclosed structures Leeward or flat roof QO 0.0071 0.0077 0.0083 0.0087 0.0096 Outward Windward roof er - 1 0;= 0.0112 0.0121 0.0130 0.0137 0.0152 Slope 2:12 to less than 9:12 0 90 0.0092 0.0099 0.0106 0.0112 0.0124 Outward Slope 2:12 to less than 9:12 0.0031 0.0031 0.0035 0.0037 0.0041 Inward Roof total'' =�0 ---------------- 0.0102 10.0107 10.0118 0.0125 10.0138,' •Wind parallel to ridge and flat roofs 0:70` _' 0.0071 0.0077 0.0083 0.0087 0.0096. Outward ELEMENTS AND COMPONENTS WALL All structures 1.2.0a 0.0122 0.0132 0.0142 0.0150 0.0165 Inward Enclosed structures 12®=_ 0.0122 0.0132 0.0142 0.0150 0.0165 Outward Open structures 0`y 0.0163 0.0176 0.0189 0.0199 0.0220 Outward Parapets M0.0132 0.0143 0.0154 0.0162 0.0179 Inward/ ROOF..:. - . Outward Enclosed structures Slope less than 9:12 1 0;= 0.0112 0.0121 0.0130 0.0137 0.0152 Outward Open structures Slope less than 9:12 0.01,63 0.0176 0.0189 0.0199 0.0220 Outward 0 o LOCAL AREAS AT DISCONTINUITIES , Wall corners #0:0' - 0.0203 0.0220 0.0236 0.0249 0.0276 Outward Canopies or overhangs at eaves or rakes 0.0285 0.0308 0.0331 0.0349 0.0386 Upward Roof ridges at ends of buildings or eaves and roof edges at building corners 3,0_ _ 0.0305 0.0330 0.0354 0.0374 0.0413 Upward Eaves or rakes without overhangs _ �- away from building corners and ridges away from ends of building2_0=0, 0.0203 0.0220 0.0236 0.0249 0.0276 Upward Structure height (H) 10.000 feet Ct 0.003 Numerical coefficient T = Ct (H)".75 0.017 seconds V=Z*I*C/Rw*W F 6. 1 —b37 W Frank Glazewski - Architect Date 12/3/98 1907 Mangrove Avenue Suite E Chico; California 95926 Tel (530) 343-4630 Seismic factors Description Morton Garage LATERAL SYSTEM Seismic zone 3 Z 0.300 Importance factor 1.000 Rw 8.000 Numerical coefficient Site coefficient 5 1.500 C=(1.25*5)/T".66 27.740 > 2.75 C 2.75 Numerical coefficient C/Rw 0.344 Structure height (H) 10.000 feet Ct 0.003 Numerical coefficient T = Ct (H)".75 0.017 seconds V=Z*I*C/Rw*W F 6. 1 —b37 W f2 d �a�O►� O ba, a t ((1 26CL�l I,,w, r^/ r e�sr �esT a 1 � �3 i e'� �Qz wv 1P3 T-2- 3 �Jr= � 6 C,oiy 4 Ott) + g%�Y),olv(o3=.ISS'`' W2_7 6� C. o zg) a- e(z (y),O (O],l03 = , ZZOK/ /of q9 (-b) ,oz% Cfo'3)` .25� PZ: 2Y,67 (,?,),&-Z'e(.(o3): ,(qk /°3 = 70.67(z),OZ8(103)s 41�- 9z- 3,(r' (4 Frank Glazewski - Architect 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Date 12/3/98 Shearwall schedule Description Morton Garage Mark Description HF DF 1 3/8" cdx plywood with 8d nails at 6", 12" o.c. 0.216 0.264 2 3/8" cdx plywood with 8d nails at 4", 12" o.c. 0.315 0.384 3 3/8" cdx plywood with 8d nails at 3", 12" o.c. 0.403 0.492 4 1/2" cdx plywood with 10d nails at 6", 12" o.c. 0.254 0.310 5 1/2" cdx plywood with 10d nails at 4", 12"-o.c. 0.377 0.460 6 1/2" cdx plywood with 10d nails at 3", 12" o.c. 0.492 0.600 7 5/8" T-1-11 plywood nailed with 8d nails at 6", 12" o.c. 0.131 0.160 8 5/8" T-1-11 plywood nailed with 8d nails at 4", 12" o.c. 0.197 0.240 9 5/8" T-1-11 plywood nailed with 8d nails at 3", 12" o.c. 0.254 0.310 10 1/2" gypsum board nailed with 5d nails at 7" o.c. max. 11 5/8" gypsum board nailed with 6d nails at 7" o.c. max. IC, Wall line analysis Frank 6lazewski - Architect Date 12/3/98 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearwall summary Description Morton garage Level IMain —� Line 2 P lateral 3.170 kips Total wall length. 13.500 feet Wall framing species DFL Shearwall v 0.235 kips/ft Oki 16d sinker good for 0.154 kips/each Shearwall Mark v cap Exterior 5/8" T-1-11 plywood nailed with 8d nails at 4", 12" o:c. 1W 8 0.240 kips/ft Interior None, . 13 0.000 kips/ft 1/2" dia. good for v allow 0.240 kips/ft If user -defined SW used; 0.235 Description I v allow 0.000 kips/ft Sill nailing ❑ Applicable? 16d sinker good for 0.154 kips/each 0.154 = 0.656 feet 0.235 16d nails at 16 inches o.c. at SW Anchor bolts DApplicable? 1/2" dia. good for 0.820 kips/each 0.820 = 3.492 feet 0.235 1/2" dia. at 41 inches o.c. max. Blocking/top plate Q Applicable? Connector A35 0.450 kips/each Length of attachment 24.67 feet v 0.128 kips/ft A35 at 42 inches o.c. max. Connectors at rim joist to mudsill/cripple wall top plate ❑Applicable? v 0.235 kips/ft A35 at 0 inches o.c. max. Page 1 I(. Line geometry Frank Glazewski - Architect Date 12/3/98 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearwall summary - Line geometry Description Morton garage ! Level ( Main Line 2 - V1 vl V2 v2 V3 v3 V4 v4 Segment Desc. Wall . Opening :; 317 0.05 , ' I Force 24.00 0 24.00 y 4.00 w 4.00 y -1.111 4.00 0 4.00 y -0.357 2.75 w 2.75 Y -0.542 3.00 0 3.00 y -0.023 2.75 w 2.75 y -0.162 4.00 0 4.00 y 0.357 4.00 w 4.00 y 0.171 20.00 0 20.00 y 0.926 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 T 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Total lengths 13.50 55.00 Maximum collector force 1.111 kips 16d nail good for 0.132 kips/each Splice 8 16d nails Page 1 ` Stability details 4 Frank Glazewski - Architect Date 12/3/98 1907 Mangrove Avenue Suite E Chico, California 95926 Tel (530) 343-4630 Shearwall summary - Wan stability Description Morton garage I Level IMain j Line F2.000 v 0.235 kips/ft Assembly dead loads: Design controlled by: Roof0.014 ksf Seismic Floor 0.011 ksf Dead load reduction factor: Wall 0.010 1 ksf 0.850 j 5hearwall ! Dead load trib. Lengths i 4-- O v I CC C n i O 6 6 I I •�.• 0 0 O h 3' C n I 0) 1 40 n 3 -. +- Y i 4- 0+ > _ D } Holdown S Cf o —i v o, O 4. I -+.uu u.uu u.0u 13.uu 0.262 7.5 1.8 4.00 1.50 1.50 LTT20B/2-2x6 2.75 8.00 8.00' 13.00 0.262 5.17 0.84 2.75 1.62 1.62 LTT20B/2-2x6 Page 1 Atm: Linda Re: Stan Morton Garage 89 Eddy Court .. ' OrovMe, California Michael Mooney has notified me that he will be worlQng on the fine damage reconstruction of the above-mentioned project. My office prepared the original structural calculations for this project. Please feel free to release any documents prepared by my office co Mr. Mooney. - :: Thank you fo our tune in this matter. - -- lease feel free to contacx this office. If you haye questions, p - SinCe*1 " - - - ..... .. .p ' lazcayslu •Architect "' � ` TOTAL P.01 OWNER: A. (0r�O DATE: S1-7 LOCATION: 7S Ed' Vf' P�S`ilx,U' A.P.#:Q_© CONTRACTOR: ZONING:A-5 DATE TO INSPECTOR PERMIT HISTORY: [ ]NONE 1,,4AS FOLLOWS: a-7 I OLG TYPE OF OCCUPANCY: BUILDING INSPECTOR'S REPORT ig Description: [ l Commercial/Usage: [ ] Residential/# of Units: i Mobile Home: Yes[ l No[ ] [ ] Currently Occupied. [ ] Abandoned/Vacant. c: [ ]Yes [ ] No Elcctric is currently:[ ] On [ ] Off Condition of electrical? is: Natural( ] Propane[ ] None[ ] Currently On[ ] Off[ ] Obvious problems: nitation: Plumbing working Yes[ ] No[ ] Well: Yes[ ] No[ ] Obvious Sewage Problems: Potable water: Yes,1. ] No[ ] I stimate valuation of Damaged Area: ispector• Date• _ i f �" DF/BUTTE COUNTY FIRE INCIDENT LO � r DATE 4/49/99 -tNCIDENT-NUMBER 3492 REPORT TIME 11:54 LOCAL FIRE NUMBER 0 STATET RENUMBER CASE NUMBER 0 LOCATION 75 Ody ct RP E2158/FC-GONZAifS -NUMBERRAt 0 COUNTY NOTIFPATIONS ❑ OES ❑ EMD ❑ -tOGGED $YiN RO IGONZALE .... STATION it MEDICS: OFFICER 2117 WRA D8 AGENCY16 BTU ..................... STATE WILDLAND FIRES ❑ STATE ACRES 0 LOCAL WILDLAND FIRES ❑ LOCAL ACRES STATE STRUCTjIRE FIRES RESIDENTIAL ' LOCAL STRUCTURE FIRES" STATE OTHER FIRE LOCAL OTHER FIRES STATE MEDICAL AIDS LOCAL MEDICAL AIDS STATE PSA/OTHER LOCAL PSA/OTHER: STATE HAZlVIAT - L{�GAtffAZ-Ml1 INCIDENT NAME JEDDY .... START.TIM1045. CAI SE4UNDETEJUALNED LAND USE IDOMESTIC I ACRES: 0 TYPE OF ACRES: DOLLAR DAMAGE1 2260001 LOCAL TYPE $ DAMAGE: JALL OTHER SAVE 5000 DIAMOND #: 12.0 .. INJURIES/FATALITIES ❑ # CIVILIAN INJrES: F__701# CIVILIAN FATALITIES: � FF INJURIES: � FF FATALITIES �0 FC -40 '❑ DATEOFF-m4NC.. SEN -STATION 62�SS AGENCY INC MI INC P# LOG.. •©..... INII1A1.S COMMENTS: IROOF FIRE a October 4, 1999 Stanley. R. Morton 75 Eddy Court Oroville, CA 95966 RE: Building Code Violation 75 Eddy Court ODear Mr. Morton:- ,butt¢ Co . - 0 L A N D O F N A T U R A L W E A L T H A N D B E A U T Y BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE • OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: (530) 538-7541 FAX: (530)538-2140 A.P. # 073-32-0-049 This is a courtesy notice to notify you that you are in violation of the Butte County Code, as follows, at the above referenced location. Failure to obtain the required permits, inspections and approvals from this office for conversion of portion of garage to dental lab. Since permits and inspections are required for the above work, submit four (4.) complete sets of plans; apply for the required permits, and pay, the appropriate fees. All work must stop until these permits are issued and you are authorized by our field inspector to proceed. The field authorization cannot be made until the existing work is inspected and approved. It is the County's goal to obtain voluntary compliance with the Butte County Code. However, you should be advised that Butte County has an active Code Enforcement Program which provides an effective means of enforcement if voluntary compliance is not obtained. Enforcement may be pursued through the issuance of citations, fines and the recording of a Notice of 'Vi ' olation including a description of the action necessary to abate the violaion. You have thirty 30 days to voluntarily comply with the above directions or to present an acceptable plan for abatement or corrective .actions to be taken by you. Should you. have any questions concerning this matter, please contact Scott Rutherford in this office at the address or telephone number listed above. Si erely, Mich el C. V'eira, C.B.O. Manager, Building Inspection MCV:dms cc: Assessor L.; BUTTE COUNTY DEVELOPMENT SERVICES Complainant: . Address: Phone Number: Other Comments: ::.::::....;..,.:.:;:..::,::;:::::..:::.:.:.. :.333;:<i::>< :s:i::<•:::. ... .:..:.:. ... t ... .... ... .. ......... .. ...... .• .. .... y r y ::y.v:• ........:..............:.............:......................: ......... ................ .........::.: ::. J:.:. a.......>...::n:.i . :. ::> .:::.:::.. ...: �• {fkkj :h::ik ikk}+fi. ... :: :. : .., ;iC;:;{;;}}33;'3;33}kifiJF>; •'; :... :2:2. ::]:::::.::.: .3.,.:.i�•.�;�:3.:::3.3:�:JJ:]:.;.,:.k:;:3:.33::::: Additional comments from Inspector: 2 VIOLATION CHECK LIST A. P.- # /�y —5-a _ q Address Owner Owner's Address Owner's Phone No. Supervisoral District Tenant's Name Phone No. Type of Violation in Detail with Code Section Priority No. Eli Specific Plot Plan with C/V Noted _yes no -Penalties Required 1st. Notice Sent % 2nd. Notice Sent ate (Date) Cant� s and/or Determination � 9 Disposition For Citation Citation Date (Date) Department Recommendation to Court Court Action Notice of Violation Recorded (Date) 073-320-049' 99-1411 MORTON, Stanley 75 Eddy Court, Hi bestown Contr: Aldred Engineering Demo Single Family Dwellling 0- t I'd v cl/ COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive - Oroville, California 95965 - Telephone (530) 538-7541PERMIT NO. (Rev. 12/96) APPLICATION AND PERMIT ell -/-I,// le ASSESSOR PARCEL NUMBER 73X-oq43 ZONING BUILDING PERMIT OWNER TELEP ONE SO. FT. OCC. BUILDING VALUATION 040 OWNER'S MAILING ADDRESS 461 CONTRA OR'S NAME ��. TELEPHONE CONTRACTIORSMAG ADORE � (� nILINSS Sy' 3 CONSTRUCTION LENDER Fireplace LENDER'S MAIUNG ADDRESS Total Valuation $ 0 Q ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ b'Q ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ BUILDINGADDRESS ' A [ Energy Plan Checking Fee $ $ PERMIT FEE S Q , 0-0 LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE opeSolar SF 0' Duplex ❑ - Mobilehome ❑ Other SPECIFY Each Trap 7.00 or heat pump water heater 23.00 Water piping 15.00 Each as water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other Describe Work: 4 ' 9r .A/ I 009:� I Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home I S I G I W @20.00 PERMIT FEE $ ELECTRICAL PERMIT Filing Fee 20.00 Main Service zo.A OR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. /�' / License Class v f Lic. No. 61 61 9 OWNER -BUILDER DECLARATION 1 hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service 200A To 1000A 46.00 NEW CONST. DWELLING OCCUP. SO OR ADONIS. ( a ACC. S.3.50 FT.' NEW CONS MULTI.OUTLET NO..ESID. 97.50 PowER APPArurus 8 SINGLE OUTLET CIS. EX. OCCU . OUTLET OR FIXTURES BAL Q 1. 0 Ex. Occup. ..FED 'a OERA 1 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' coom�pensation insurance arrier and policy number are: Carrier /` Policy Number ':t (The above sections need not be completed if the perm) is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply w'th those provisions. i} _Date S g ature of Applican - ner Contractor ❑ Agent An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEt S Mobile Home Installation Fee $ Energy Inspection Fee $ Occ CONST. TYPE TOTAL FEE $ p /� HAZ. p. FEES IMP I FLOOD I CDF PARCEL Pp HD ISSUE This permit is hereby issued under the applicable provisions 'of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. By Date 1 PERMIT EXPIRES, ON ,9 o r) t: ate Receipt No. e�,L rj e,Z 3 9 WHITE-D.D.S.-B.D. CANARY -ASS SSOR PINK -INSPECTOR GOLDENROD -APPLICANT I COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 PER I o. (Rev. 12/9`15) APPLICATION AND PERMIT 9�---� ASSESSOR PARCEL NUMBER 73- 3�-'-0� ZONING BUILDING PERMIT OWNER ii QN G l r'� TELEPHONE SO. FT. OCC. BUILDING VALUATION • OWNERS MAILING ADDRESS C+_ l 59 b 6 CONTRACTOR'S NAME �^ / TELEPHONE Z (193'0 CO ^TORS MAILING ADDRESS V 3 CONSTRUCTION LENDER Fireplace LENDERS MAILING ADDRESS Total Valuation $ O O ARCHITECT OR ENGINEER LICENSE NO. 111n Fee $ 20.00 Permit Fee $ ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ BUILDING ADDRESS � Energy Plan Checking Fee $ w PERMIT FEE $ LOT NO. SUBDIVISION'S NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE SF Woo Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each as water heater or vent 15.00 TYPE OF WORK / New ❑ Addition ❑ Remodel O Utilities ❑ Installation ❑ Other Describe Work: �It f t0.�/ D S e7lq) a12_,.U,0 Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home I S I G I W @20.00 FEE $ ELECTRICAL PERMIT Fling Fee 20.00 Main Service 80 .A oa mss 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. // �'j C� License Class If Lic. No. (QV / OWNER -BUILDER DECLARATION hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. O I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' 2�0 nn ensation insurance arrier and policy number are: Carrier /`7'�/ O - Policy Number WALT & (The above sections need not be completed if the permi is for work of a valuation of one hundred dollars ($100) or less.) 131 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the orkers' compensation provisions of section 3700 of the Labor Code, I shall rthwit colli ly those provisions. _ Date Si ature o Applicant - T53bler A Contractor ❑ Ageht An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. Main Service 200A TO 1000A 46.00NEW CONST. DWELLING OCCUR SO OR ADDNS. ( & ACC. BUDS. 3.5¢FT. NEW CONST. MULTI.OUTLET NON-RESID. @7.50 POWER APPARATUS 8 SINGLE OUTLET CIR. 20 @ 1.00 Ex. OCCUP. OUTLET OR FIXTURES s„L @ .w FIXEI Ex. Occup. pUT7g qM .D� 1 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE $ Mobile Home Installation Fee $ Energy Inspection Fee $ Occ CONST. TYPE TOTAL FEE $ /0/, D -a HAZ. p. FEES IMP I FLOOD I CDF PARCEL 1 PD HD ISSU This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. By Date PERMIT EXPIRE ON eta Receipt No. 4:31+� r7 o7 -_J ! WHITE-D.D.S.-B.D. CANARY -ASS SSOR PINK -INSPECTOR GOLDENROD -APPLICANT �.�.� , t� � � �..:. yam. v . 1 V -�� �!� %��•.i�.7�L,Y �.�i� �ti•��iVi+�X�'Ye.,'+,<<.s�'lRr�Q'a..p,•:aja#'iy%�'ti3��� ;� �� 73 //.s R et COUNTY OF BUTTE — DEPARTMENT OF PUBLIC WORKS i 7 County Center Drive — Orovi Ile, California 95965 Telephone: 534-4541 APPLICATION AND PERMIT all LI IUI ILC Ie IJICJa CIILLIVVb UI lne uuurity UI t5utle t0 enter upon the above-mentione .,property for inspection purposes. Y� X Date! Signature Doff Permitee or Aent Receipt No. _/ T 5_.9 e6 White-D.P.W. — Yellow -Assessor — Pink -Inspector — Goldenrod -Applicant 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. DIRECTOR OF PUBLIC WORKS By / f-� __ _ Date—. r • 7/ _Building permit expires Date 7 �7 BUILDING Owner SQ. FT. OCC. BUILDING VALUATION Mailing Address t Cl Oil 00 • _ L— Telephone No. Fireplace Contractor �� y Total Valuation Mailing Address Permit Fee Plan Checking Fee &/or Penalty Telephone No. Permit Fee Building Address PLUMBING No. @ FEE PERMIT FILING FEE $3.00 N[�..�'�t 0 c� R , ,,,� Each Trap 1.50 .5/!i nn/ Ad v (} .: R T Repair drainage or vent piping 1.50 Neater piping 1.50 Each gas water heater or vent 1.50 z — r f �/ A. P. No. c� ! _T Zoning &Planning Gas piping system 1 - 5 outlets 1.50 Each additional outlet .30 Feesl' W.C1Sarft'ttgfM Fire Dept. Fire Zone Use Permit Building sewer 5.00 EQA Parking Plans I Parcel Declaration Parcel Ma P 60' R/W Improvements P Lawn sprinkler system 2.00 11 1 Bldg._P-Ian"ec'.d_ I Parcel Approval Plans Approval Permit Fee $ NEW ❑ ADDITION ❑ UTILITIES ❑ OTHER ELECTRICAL No.1 @ FEE PERMIT FILING FEE $3.00 o0 v — Main service 600V OR LESS100 AMP OR LESS 5.00 Cir) Main service EA. ADD•L 100 AMP 2.50 Single Family Duplex ❑ Mobil Home ❑ Others ❑ Main service OVER 600V 100 AMP OR LESS 25.00 Main service EA. AOD'L 100 AMP 1.00 NEW LING O OR ADDNST ( ACCLBLDGS.CCUP. 6) 2(tsgft NEW CONSTR. (MULTI -OUTLET NON.RESID. BRANCH CIRCUITS) 12.50ea NEW CONST R. (POWER APPARATUS& NON.RESID. SINGLE OUTLET CIR. CONTRACTORS LICENSE LAW I am licensed under the provisions of Chapter 9, Div. 3, of the State of California Business & Professions Code under the name st le of: y Ex. Occup(OUTLETS OR FIXTURES) 50 BAL� Ex. Occup. FIXED APPLNS. OR P• OUTLETS (RESID.) EA) 2.00 Temporary service 10.00 Mobile Home Facilities 15.00 License No. Classification Misc. Wiring 6.25 IQI am exempt from the Contractors License Laws of the State of California. Permit Fee $ WORKMEN'S COMPENSATION INSURANCE 1 am aware of the provisions of Section3700 of the California Labor Code which requires every employer to be insured against liability for Workmen's Compensation. ❑I have placed on file with the County of Butte a certificate of Workmen's Compensation Insurance. I certify that in the performance of the work for which this permit is issued I shall not employ any person in any manner so as to become subject to the Workmen's Compensation Laws of California. MECHANICAL No. @ FEE PERMIT FILING FEE $3.00 Heating Cooling Ventilation Hood 2.00 Permit Fee $ $ I certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances State Laws relating to building construction, and hereby TOTAL PERMIT FEE $ on all LI IUI ILC Ie IJICJa CIILLIVVb UI lne uuurity UI t5utle t0 enter upon the above-mentione .,property for inspection purposes. Y� X Date! Signature Doff Permitee or Aent Receipt No. _/ T 5_.9 e6 White-D.P.W. — Yellow -Assessor — Pink -Inspector — Goldenrod -Applicant 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. DIRECTOR OF PUBLIC WORKS By / f-� __ _ Date—. r • 7/ _Building permit expires Date 7 �7 COUNTY OF BUTTE — bEPARTMENT OF PUBLIC WORKS 7 County Center Drive — Uroville, California 95965 D/ � �� Telephone: 534-4541 APPLICATI.Q4. AND PERMIT w ., „� ,cN,caciitauvcJ UI llle lwunlY UI [idle W enter upon the above mentione property for inspection purposes. X Date 7 ?l Signature of P14Zee or Jrnt Receipt No. White-D.P.W. — Yellow -Assessor — Pink -Inspector — Goldenrod -Applicant 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. DIRECTOR OF ELIC WORKS By Date .Z�7� %l tiding permit expires Date 5l ---Z- - ZZ BUI LDING Owner i6a L SQ. FT. OCC. BUILDING VALUATION Mailing Address (. OS FS 6,b O V 1 L Zr Telephone No. Fireplace Contractor ©LAJ Total Valuation Mailing Address Permit Fee Plan Checking Fee&/or Penalty Telephone No. Permit Fee Building Address A!> a /01LL PLUMBING No. @ FEE PERMIT FILING FEE $3.00 ®M CSR � 5' Cs d /Cd Each Trap 1.50 r-5)ahf 01V p Ylt.V f—QA �� Repair drainage or vent piping 1.50 Water piping 1.50 Each gas water heater or vent 1.50 _ I _ � c^ A. P. No.-4157 l� Zoning 8 Planning Gas piping system 1 - 5 outlets 1.50 Each additional outlet .30 Fee W. .riTfion FireDept. FireZone Use Permit Building sewer 5.00 EQA Parking PlansB DeP arc el ion Pal Map 60' R/W Improvements Lawn sprinkler system 2.00 Parcel Approval Plans Approval Permit Fee NEW ❑ ADDITION ❑ UTILITIES ❑ OTHER ELECTRICAL No. @ FEE PERMIT FILING FEE $3.00 3 oc> Main service 100 AMP ORV OR LESS5.00 Sao Main service EA. ADD'L too AMP 2.50 Single Family Duplex ❑ Mobil Home ❑ Others ❑ Main service OVER 600V 1100 AMP OR LESS 25.00 Main service EA. ADD'L too AMP 1.00 NEW CONST. f DWELLING OCCUP. & OR ADDNS. ACC. BLDGS. ) 20sq ft NEW CONSTR. MULTI.OUTLET NO N.RESI D. BRANCH CIRCUITS) 2.50ea NEWCONSTR. POWER APPARATUS & NON .RESID. (SINGLE OUTLET CIR. CONTRACTORS LICENSE LAW I am licensed under the provisions of Chapter 9, Div. 3, of the State of California Business & Professions Code under the name style of: Ex. Occup(OUTLETS OR FIXTURES)50 N25S BAL@1 FIXED APLN5. Ex. Occup. (OUTLETS P(RESID IREA) 2.00 Temporary service 10.00 Mobile Home Facilities 15.00 License No.Classification Misc. Wiring 6.25 1 am exempt from the Contractors License Laws of the State of California. Permit Fee g 05 �d WORKMEN'S COMPENSATION INSURANCE 1 am aware of the provisions of Section3700 of the California Labor Code which requires every employer to be insured against liability for Workmen's Compensation. ❑ I have placed on file with the County of Butte a certificate of Workmen's Compensation Insurance. I certify that in the performance of the work for which this permit is issued I shall not employ any person in any manner so as to become subject to the Workmen's Compensation Laws of California. MECHANICAL No. @ FEE PERMIT FILING FEE $3.00 Heating Cooling Ventilation Hood 2.00 Permit Fee $ $ 1 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 TOTAL PERMIT FEE s OQ w ., „� ,cN,caciitauvcJ UI llle lwunlY UI [idle W enter upon the above mentione property for inspection purposes. X Date 7 ?l Signature of P14Zee or Jrnt Receipt No. White-D.P.W. — Yellow -Assessor — Pink -Inspector — Goldenrod -Applicant 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. DIRECTOR OF ELIC WORKS By Date .Z�7� %l tiding permit expires Date 5l ---Z- - ZZ tt 1 t ,; ,, ,. � _ „ c � �f •� �, ,, i �. v i 1... � �, ,: ,.,. •, f `..�.; ,� ! _ ,; , ' ;;:.., �> -�,r _ r ,, _ � , ,. q _. �, '; `, _ a` d' ;, ', 1 i �� .. .: � ,: f � � , f. .: ;. .. . �i ,: ., � � s.... .. � , �,' ! �, `.; ,_r .. j ., �, � ,� :. J i, ..: �, � :. r , i _, '_., ,: tt 1 t ,�a ,. � 7 i ;} � �f •� i v . ., I � 4' V, - � , -7.1--- 1 IF— ,P r g j" 'M I I !low FIN r o `4 to J`LoA oli f N V VA f 7 0 7,F.T -M4 1 tit, �1, 7, *40 J: T Or Wko- IT- 4� W-1 t 7 Zj ta t...... .. . P7 ir '41 *4 tye N14 T77 - Ilk Ir 4 'IT all' �A, V IL i:�_ 'T . ........... F7 ,if Al molar t,' �YI71,` q., I iQ �_,t Ix --7, ' W77", 17 , T � 77 "1.- PTT I yr -I , , ;._ ` 1, � , "i ;� " 11, tv to Oil ti A 4 Ilke vi, 74 r ii:', 0 �'V14` -:w lli";7 -L- -�L�k 'ilk f Al I 'Al 41 4 tMIRY W 41, 1A 0,7� Itv Ti 4 r I46 11ort lo'�4 7e, 74W 4W I14 . . . . . . . . 4r r qIW$4.1jLW w N'�! - _Lt 41 U. �R OVI tif'k 0, u 14 A ft -4 I oI.401 N� t�w o0l; "I.%; IKWI Orm I .... ..... 4+ oC4 obw 14 A7 IV7 , po 'N L 13 77 ;oo oej� , 44 fro, ALI t71 k f of ooIIJ6 Tr to, J�6 I v 1 A�A 4)4 -7 7 7, oo 41 I Ll Y tVT .. .. .... y _. ..-. r;e« Lo y� t , F L � r�� �'� • `� M .r�- _ M _ ••��6"aY SM•R.��..s, ^! Y SF� //``,, �yYF. 1 %I oly r d � t r�.i `:,n�`i,�: 't e 1I �... ! • ,r I � �' PVa�� 2 11 'I ,qb r "r rr �r�i't } � It�k�n•n��w.�,»,� X w� rry� e ' 'q �'^�� 'a 4,�..g 4 �- f iek %N s �F � .. � �� � ^l , „.. y _�#aT. �PyJ,f t 1 . �\ r����A . it �` Y ; •J r�4 r` e h }.' t;w, �~ w ' // �'' �r !',t � 1�.t � 'tk �'Mi. „�,. r ��4 I /". �' � a e :\9 r • , . ��^ Y ! a8{Kc7 i e A4, { I; 7•r!' y 1 1 _ � 4'� � ! .� � a,• ' r �. y . R�nA r» � ;�i»t< � t' �ktt.�' fir .� �r� '�'t • ,. � ?� ,/� ' 'r �� 2 ^. r � ���'t-• �� P.. �.,.r�� � ,y- �1� � �r°'4,� ',7 r ,. v r� + 2 � � � O 7�� • . � 4*t ` \I"r� , V • t t �, 'r � `f � J. � �1} i• � r 1 a'.�:'4 t - { , era � aK .� •!�� e�,-�i• 1 :{F ,,�y�:'f �'�`e 'r i "�M 1 ,� �`� �1 }} : �,{x`�Si Y,�� �+ ,�x (�� I e •-..—` .rn r .nC ,tat. •, '-'rr� l. k`� %PHk. � � _' "1 , 1 c �;� w " � i : •t [ S o C� � Y� f ���. }fl � ., ��. 'tai �( }}. 4.n � a w 3 � r� �� t.... h � �'..3�7. v r• ft. r ° � 4 ,rs�., � y xY �r �, a . , '' ,� !,� � r t �. L y ' , � w u i; �. i ' Y 1, a v y 4.5 Xa r'n, » �3 �� t(.�`� 'p: , �, �� � y a t � T" � � r » 1'•i , } . � i� ,¢( roe yj;.7 w,y »k 1 -,; y.r u , ' �' SK �L�47�+.,v ^t ! Y .' y � •.j "'I 7 [ ,�fr � ' 7. I i k ?� ir•^1 41114 RkjF t ,»I ��' z r`+ rs � t' a y, �, r Y r, �14' ! » �4 ,1•• ` !:w � }y 'il f t♦iY++ { r. ,Y. 1 r: k. s �`1�� ,� Y �/ •� yy r .•,'*`>jk, a ,�r*a p ",S' _ a r �' ', ��,�� ' z M r ,y��r adr, 4 , -� # r `�' HAF ,,,rr»'`4 ..u�d�'���: a+ nt,.�a s .4 .�P. � �y""'�•+ a1 _. f �;{ ��` at x` krr.. r h� i:i �'w ��..—�M..- '.er.�..a.,,,..:z,.-..m...n..i... +,.a_.3_:..�-"-..•.e.:w�,,..o-..+�,.-„.•.,-:v.....:..M£Ay..,,.w�.�cW:�:arA'�'« .. • 2 -.P'=..� ..- _ ..�Tw..w,rr�...�,.«w --..�,«..�.. '. 1J1► r �-ar:'Ir: ti I� Thu�A00j�m-' L r _==«ceACES 911744. ) Customer MORTON 00.47 1998 Project #: 121MOR Truss ID Al Family'# 104 Span 23-10 Quantity Top Pitch _ 5/12 I NOTES. -(1 -Gable studs s aced at 24 inches o c. +~� - 2 -Brace vertYdal Muds �n accordance With "standard ggable end ;detail 1 3 -Continuous bearing provided alon entire bottom AOrd 4 -Provide 1X4''plat:es at `each end og, Gable stud unless otherwz e. noted. i 4 6-4-8 11-11.17-5-8- 6-4-8' 5-fi-B 5-6-8 6-4`8�� '_ NG 4X4, i .. 9 , FXR 9.30•(X'1 sj CIVIL Z CALIFC�� C 395 3X5 I .3116 ..23-10 ' G 8-0 7-10 8=0 j L� HL PK -3S-10-15 _ R IiT-TO Pk3. :'.LEFT HEIEI GHT 0 4-1 SPAN 23-10 RISE 5-3 1q RIGHT HEIGHT 0 4-1 a LOADING (PSE) MAX STRESSES MINIMUM GRADE OF LUMBER `OP CHORD: -2X4. No '-1&Btr. GR DFL fi TOP 55 10 :lOT CHORD 2X4 No l&.Btr GR DF -L BOTT 0 10 LL.DEFL.@0 0 00 < L/360 WEBS i 2X4 STANDARD GR DF -L STR:INC LUMB :1.15 PLATE = 1,15' SPACING 24 0 in. or c. REPETT-TIVF;STRESSES USED NO'. OF MEMBERS 0 1 DEFLECTION (100 1A.1 O:OO;DA=O.00,TiL=O.00 PLATES ARE KI EK M20,165,142 MANUFACTURED FROM ASTM A 446 690 A.GALVANIZED STEEL(EKCEPT,AS SHOWN) UST 0E-10TALLED ON EA: FACE OF JJINT,SYMMETRICALLV(NkCEPT AS SIIOWIDN CONFO E•IGRN• G•COO,TPI-91 PLATE M � uitJoS bEStGN SPECS UO I • AL r., . Rb TOP CHORD SRAC.NO ®2A O.C,UNI.E55 g1010LY SNEATHED. 50Ttl.M G' S ;CONTINUOUSLY GRACED ® 10' Ir 0,M UNLESS RICIOLY SHEATHED L/ '03 bRACINO F WM MEMBERS, WHERE RGWIIRED: AREAS 5H0WN AW'VF• _. FOR REFER '-?10 ER pUBLET AND ICATIOM Hlq Oj URACING WOODTRUI S IESALWAY$ ;. "COMMENTARVAMP IiECOMMENDATION,. -' 113 00 � j 4 ;AGI bEPA RTM, 8N i L ..r� -• f.'s�'^ i� 1 i 1. 1 C r f '� F I i a-..•• iLN�'.` �., r' , ,,' � - - ,-.,rte " ' � '� •`a'. (�/y�. u�,t,,CG u.1 .Y J�� I i Y�rilt )m' wits ir - _ - - --I-1-t------- 1 r 1 T j- T 1�- t��' � h•t,T 1 ,�' .�,�Fstr..5.�11St.'i' � '— E l.a 1 I j 'F t 23-1040 i, k •4 t ` N o 0 ILa Gs L + : d v cc r C -0Q w n k. i - ««ACES-32 Ver: ] .»>-__ = ---= i 913126 ] - ==I --««TROJAN» Thu Dec 3 37 3353 1998, 'Cu., -tomer MORTON' Truss,ID AF Family # 104 Project 121MOR To Pztch 5/12 _ _-__ uanEit 2 P ==ala 4/io/199a),v1.2 10 REACTIONS 512E — — APPROVED FOR MIYEK INDUSTRIES INC. — t TOP CHORD BOTTOM CHORD WEDS 1_.1916 340 { 1 7--,2957 5-6:z 2713 2-7;:419 5-•1616 3.50 p t 2-3=-2555 6 7 1874 3 7= 810 DEC Q? Wv17 f 3-4-2555 7-1= 3 6= 810 I 4.5=-2957 4-b=•619 fusI10 yl� i PLATE, OFFSETS'(X=LEFT,Y=TOP): Ej3c4,2.5),O74,2),' I _ "�C i:7:4•' r SU•0 l 5 9-6 I 54 5-1 10 5-9— " TOP CHORD FROM JT, TO JT. S TO OE SHFATHED OR ` --•-- ORACEDAl� IN,,O,C,PAAX 3, 1xa 1X4 � Twp-r,Ks I i 08: 5X6 _ 3X4 6•x10-2 7-5-1$` ( R. .HL TO PK 11 9=15 { L. HL TO PK:11-9-L5 ` LEFT HTO PK:11-9 SPAN:21-10 RISE 5 3=10 --_ =RIGHT HETUIiT^0 4-1^ -- -_;_"-� - _ MAX=STRESSES -----MINIMUM GRADE OF LUMBER LOADING (PSF) - TOP CHORD:2X4 No.1&Btr GR DF-L 1, D TOP 1-2 0.6"46 �4 TOP 55 10 BOTT 7-1=0-57 BOT CHORD .2X4 No 1&Btr GR DF L a _ _ --` 1 BOTT _0 10 LL.DEI'L.@7 0.13 <-L/360--WESPA 2X4 STANDARD C,R' DF 'L' t STR INC -LTJMB - 1 .15 PLATE 1.15- CING 24,0 a.n. o.-c. - - -- j REPETITIVE STRESSES USED N0. OF MEMBERS 1 , { DHFLECTION(IN) L L='0.13,D.L=0.O5,T.L=O 18 PLATES ARE NITEK M204165,142 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) I PLATE MUST HI INSTALLED ON EA. FACE OF. Jai HT, SYMNETRICALLY(EXCEPTyAS SNOUN)OESIfiN C0 ,,oRMS N/NOS DESIGN SPECS, UeC-IC80,TPt-91 ` PLA lil E. TOP CHORD BRACING 024"O.C, UNLESS RIGIDLY SHEATHED, BOTTOM CHORD j �. CONTINUOUSLY BRACED O IV D' O,C. UNLESS RIGIDLY SHEATHED. LATERAL BRACING OF WEB MEMBERS, WHERE.REQUIRED, AREAS SHOWN ABOVE r FOR ADDITIONAL PERMANGN7 ANOTEMPORARY BRACING (WHICH IS ALWAYS i REO'D) REFER TO TPI PUBLICATION HID•91 BRACING WOOD TRUSSES :COMMENTARY AND RECOMMENDATION.. S N 7} wa f TRo��I;'t�Usg 911743 ]- Cus�omer MORTON Thu Dec. 3 14.0'0 42 1998 Pro? ect # 121A1012 Truss ID; : A Family, # 104 Span 23-3.0 Quantity, Top pitch 5/12 1==81d(4/20/1998j,V1.I-====-- TOP CHORD BOTTOM CHORD WEDS REACTIONS '- SIZE APPROVED FOR N1TEK iNDUSTRIE5 1NC. 142=-3235 5.6= 2970 2-77'672 1=-206b 3.50 2 3=-2841 6.7- 2048 3-70;930 5=02066 3.50 3-4p-2841 7-.1? 2970;, 3.6 931 I,-5=-3235 4-6=4672 OdIrW -V 3 1970 j PLATE OFFSETS (X-LEFT;Y-TOP):1,J64,11.53 i:CJ74,21, ONG I FNc I 6-4-8 + 11-11 I 17-5-8 23 rr, -4-8 5-6-8 6 5-6-8 5r_ Fi�ti?`i II rj 00 i6 �leoF CAL1To(� X I, 1X4 194 i I i +4X8 4X13 4 t , � 5 � I { 1'5 g-0 7-10 B-0 i I,. HL TO PK: 9.2 10-15 R. HL TO PTC 12 10-15 L1FT IiEIGHT'0-4_%L SPAN 23 10 RISE 5-3-10 RIGHT IiEIGHT;O 4 1 JLOADING (PSF) _ MAX.STRESSES _ MINIMUM GRADE OF LUMBER !, TOP 1-2=0.827 TOP CHORD-2X4 No.1&Btr GR DF-L L D 657 BOT CHORD.2X4 B P 55 1D BOTT 7-1 0 No 1&Btr GR DF L TO 0' 10 LL. DEFL 0 16 < L/360 WEBS 12X4 STANDARD GR DF-L STR.INC LUMB =:'1.15 PLATE 1.15 SPACING'. 24:0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS - 1 l b0LECTIO4(I11.) LAis O 16,D.L=O O6,T.L=0.22 1 PLATES ARE NITEK M26-165,142 MANUFACTURED FROM;ASTN A 446 GRD A iALVAN1ZEb STEEL(EXaPT AS SNOu11) �i PLATE MUST'bE INSTALLED ON EA FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHDIIN)DEWN-CONFORMS'WINDS bESIGN SPEb§, UDC-IC80,TPI691 TOP bNORD 04ACING 6 244b,d. UNLESS A161OLY SHCATK15, ObTTOM CHORU. CONTINUOUSLY GRACED m 1C w O,C. UNLESS RIGIDLY SHEATHED• LATERAL V'�rF #'.]"✓ BRACING OF WEO MEMBERS, WHERE REQUIRED, ARE AS SHOWN ABOVE. FOR ADDDIONALPERMANENTAND TEMPORARY ORACINO (WHICH ISALWAYS r� REO'DI REFERTO TPI PUGLICA110N HID•018RACINOWOOD TRUSSES w 1r COMMENTARY ANT RL•COMMGNDATON.• ` 4 __ - - I �;, , I - � � I I .11 . - ,-1 .1 I .- -1 I . . I I 11 �, � - . _ -1 I I 1-11.11 I � I .1 � . � � 1 IIF7 1 1 1 1 1 1 � �� .- � . - . -11 .. . - �- I I I - ..'"', . � I � - .� - 11 1.11, . I I . . I I I __ 11 . - - __ � - , .1 ,, - , . - I— - .- - - .� � � I—- - . I 1 . I ,- _. . � , I", , , , . I - . � I I- I I � I I . � I I I I I I I . I . 1, I � I � .1 � - - ... �, , -- , - - 1. . I I . � .. 11 1. I - I � I -1 �� - _1 I 1. . � I . . - � � I - .. . I I I �111. I 11 ,- I - I � � I I .11 11 .. � � - . I I . I � - - I . ��� ... I. � ; .... I 1; - � -1 I 11 . . .. . � I. I I'll --.1.1 � I I � I - . �� -__1-1__-_1 - - -_ I - - .- I .1 I—, I . I I I I - � - _ � - I I �� 11 __ � I 1. I . I I I � . � I : I I I I 1� I I I I I , - I I . I . , I , W, I I ; I I . � � I I I I I I I I I � I I , I I - I I I � I I � . I I I � � I I I I . I I I . I I � I I I I � I I � . I . � I I . I . , I � I . I I � I � . I . I I I I I . I . I I I I I � � I I . I ,I � I � I I � I I � � I � I I � I I I I I � I I I � I � � � � I I . . � I . I � � . . I I � I � � � I . � � II � I � � I I � � I � � I I I � . I I � . I � I � � I I � � . � I I I . I . I � � � I � . . � I , . I 1. -- "I'll, ��� "I'll .1111, I 'Irr 11-1 I I I I I - � I I . . I -1 - -11. , .1 I '� ,? ',,,�ij*� �- ,��. I - I - I I . � I . . . i''A ....... .. � [,��, It I 17 1 1 � , � f - I I 11 I., , . .- , " � - I I I I I , � . , 11 J �fl - .,, I _ ,� I , I . - I I I I I 1, I I I I � I I � �� , % $1 I � I . I ,. , .� i�: , "i 4:, lf'?��, - `�, � I I I I , ,11,$M i I �It � � I I I f �txl , � , " - � 1, I . I . I I I "I I , 11, I , " % i I er note sheet 11 I I I I I ., I �� I �.l g �1 I r � � I � - I � I ?� . � . �Jli - 'I'l , I ,,,,,4� Agl�ndesvor Coy 11 � I I � �l I �l ,� . I � I . �! I I � � I I . I �� !,!;,Iii,� it lku I 4 , I . I � I I , eru I �, " I . I I I I I . ti ': I � I I . I I � I I i � , . I I I I I � I . l � . , � , I !I,!�I!i,1,;N1"-1I � I �," I `�k. ,, I I � �' X�, I I I �� � I � . . I . I � � � I ,:: � I i , I I � . "� � , I . I . I ,�, III! r� : I I � � � . I . � . , .i,, !, 111 � I �, I�` I I I � I I . tillt,,4, Nk ')!,A I r . � I I � ,,,,I, I q;I , �� ... I , , , I I � . � . I I �� I ,� ,� I � � I � . . . � I � I I 1! I . I . I ., I � 11��,�.;'. , , , , I , ', � I I � .. I 11 . I I I � . . I �1 I , il I , I I � I I I I I '41, "14,11 1 / 1. t , ,,, , I I " 'i'. i. , 11 , I I I. ", . ", , � I � : I � I I I . I I I I I ; I � . I I . I ��,111111'-' I I ..... ,0,15 g , �, I r I I I � I I I � )� . I I 1. Mt., ", T) ti!R ii�� , � � 11 I I I I - ,,, I , ,� ,.') � I . I I I . I 7 t , �!�,:� "J.". _1�!, 1 ,6 1 1 I I I . I . I . I I I I . � I ,I I I "., � , 1 ,44 111. It `ol 4, !Y, It t i, , I I I . I � . I I I I I � . �''44 i0w� � I I I I I . � � I � . � I I .11 I''.-0 I I � I I . � .� , '# If I I � I- ", i , , . It 4 � � I I . . I I I I I I I I I I � ,�, " � it " I I '14-1 I I I . I I � . . I I I I% . li, I � 11:R`111 I I I � , 1i Ii --'4',I�� �,,�,I,-! . I I I 1, I I � � I I I . I . . ,,, :,�1111'1 CA . I I � I V I I 11 I I I . I I � I . . I I I I I !'', Ile.'', N IM, 'N' � � I .�. �� 4 r, � I I I I I I -1 � I I . I I , Ill I , ,." it't'l '4 " I � I . - 1, I � I ` " I � I � I, � . I . I I � . I � � I � � I I � I I I . . . , I'll I . 0 ,,11. �% l � I . I I I I I I . I � I I I I 1. I I I � I I I I I , I I � . " I , I I , , , .`�, I , �, I . I I r I I . � . I I I I I I I I 1, I 11 I I 1. , � , � , "I -141�I ., I I � I � I 'AR, � I i I . � . . � I � I � I . I I � � I � �. * ,� � , � - A, " � I I I I � I � I . � . � � � � � �� I I � , � � I I I I .0 'k r , � l, , i; ..' ,!:% " I , I � � � I I : I � j, ��!. �,.'� III. 4" ;�. � t I, � I � � . � I � I � I I I � - , I I I I I I . � I I I � I I I 1 4 - I If"i, 'lT, "t � . f3 .. I � � I ., , r; I. ,I I �3 p, : . I I I I I I � . � � . � - I 'll lI, ��_ , 1, ,,, i`,��ii�, I1,41 I .I� I . . I � I . . I I . � I . I . . I ,;�, q� % .l."'.: 1111 " . I � I I . � I � I Q... A, . I . I � , I I I I I I I � . I I It I I 4�,;O�"�,'�-? e% 4 0 , I ii It .1 � I I ....... . I I : I I I . I I ,,,� I> ,�* "'A .. . r V A., , � "..., ,- . � - � I I U,,, . i . "I , IV, l""! " i, � I I � � I I I � I I 1. � ,I r , , " , 9 .. I t I �,! I" � I 1. I � I I I - ?I L , � , I I . I I I I . , � I I . . I �.',,tf, 04.,�%, �,. , ]'. 7 � ?, ,,�,i' !;',' I I .... " I . I � I I I � I , IF I I I 1W , - , I � 11 I I I . � I I I I r � I . . ,: I I 1 � I I I i I - � . 01�. * � . 41i . " rilill�..", i, . I I � . I I � I � l %, (Is 13'� 1?,�i iv_ -, �; ,,, �, !,% 1, , . I � � . . �Wfflv l!.4iI -III I I � � ..." I I I & �>. W Is �, I i'.`�,��t I'll, I , ..... I I . � -1 ,�2 �,J I I � I I I I I I I I qi,,'%� 4'.- '�"'� 1, , , It . I � � I 0 ,,,- -T I I � 'O , _� , �� I � .,(-� 0 1 � � I I I , �! � I I �J'i','r I � d 2-, L�- I . I , I I lJ',,`4i1�,;,',. , I . I � I I "I , 1 A I � 11 I � � Co� �5r[ , N., , I I . I I I I I 4- \ - , I � I , I I ", 41b. 11 41 �jv�j' � l'I I q III I I I I 1 51H S1 III' L_ K_ ,4 . I I I I � . I � , -:�� `�� , 8 , � '0110, I I I I I S 1�), �?,,-/,:,�� � T I I . I ____ I I , N,; � , I � � I I I I . . I I I � '. , � "1541, ,�--, N !I l!N,�,FlI,r I I , 6, �I 44ti � -%, -_4 A � I � ,l,l, I � I � �F,- AIA lelt . 1_�_ , Im", V . I N le,j�, . 4�1, $51, I � � I � I I I . . I I I I � I I I I A , I I I ,� I � . t,,.,,Io!'J ;,,,�,-, , I I I I � I . . . * I - . - , . 1-11", , � I � , . . - 1��, .!!6�. 1) - If I I I . . , .. � ,, , "Y , " � , - I . � I : I I I I I I - I , Y, N . 1� "' - .111, 1: �' '' I I I , , T, . I I J I I ,, % , I I I , � � , ,,I,, I � I I I , I I , I , III' , " , I I I I I I , � . I � I � . -7 -V , , V . , � I I � I I : I I I I � . I I or, �h. .-,, I . I � , IN" - ;;l �, -:;�I_li -I ., I I . I � I . � � I I I � %,�; , ;�, I , � ,;.'T� ,,, ', . l r I N.e, � I I . I � � . I 1. I . I I I I I I � � 1 I14 .11 (1-4 � 1%. I . . _1 , t", * 1 -.4., �, �,; " l 11 I I I U `4 � wyt . , I I I I . I I I I I I I I 1 7% - q ,- I I I - ; . I 9 .., , ;;J--_ 1 . I � �, i . , � I! I I I ,� ,�'.� lc,4l4�,, Y& � 11, , � WA4 ; I., I I I I � . I . � � - � � �, . . I ,� "", t, '' I I � , I . I I . �,o � � . :0 i� ij. I I I , . I 0 ., I in. I � I I ��;-'?�., -Pz'�? .. ILI. - , , Nil It, ,,� '1% k � I I � I . I , 4� 1 , f I I I I I � I I . . � � I . I I I I I , - 11,� ,tr, kqq.: I I I !, l' , V -� �,';, t (1 NJ$ -U, .I, li I ."I 4 1 1 1 1 � I . I I � I . . l I I I I ., - , , 'I I A" VI �,,k I � I ,,". "I ", 'I "'L, I , I -,k N1, � 4 -, �`A I , ,� . � � I . L, I I I ! . I . I I I I . . � I I 'Vo , � "p- , " , -1., I'vII,i �, I N l:,it", , oq � I . 1. . I . I . I ,qr I - ,,�z , : - ,""�'. ,-J, I . ,� r, I I . , I I ;�Vz,Ai '1�1&�, .',I�i,Dax . ''l �,;, I .ii 41 I I ; , , . I : It k, - " iY11- , " fgi;lj�";i�p, ") . � I . � I I V4 'N '4"," -40� r I 1�a! . � . � � I I I I I � I I . � 1 4V it "'I"";YU� , � I � I � I ': , , " It . ` " " I I � � I , I I I I I � I � I i -44?�r -,% ',,`,� 'Ir.�,,-Q I I I. , Ili a' i � , ,, I I , �41!'��,lj,i �� i6ftlf%ti, �� I I I . iill? I C , I � ,-, , , ,.l1,j7,.,,!I , , ;, , " I i I L I I I � . . I I �lv 4 r, �., I' 1�,It,�It;�, 11 I I I I � I .1 ni;", � . I I I I I . . I . � � I . : I I � I I � %%-Wrl -Q,99 11Qq . I I �:;'.Il II 'i " ,,, ! I � I Ii I , I L � � � I � I I � I . . 1374, . , 1111'jt;� - "'; f I I I I I I . . I I I . I - 1; � � I - I I I � I . I � I I I I � � I I, - . 111046.1 , . I, 1 , I I ,,. III', I � I I . � I I I , - - ,, If .III I I , , I , 11. � I � I . � � I � � . ti I I I I . I I I � I I I . I . I . I I I I I I � I. I I I � � I I I 1. I . � 1W I , , ' , I " I! s.. ��,,J, III - I . I I . I � I I I I I . . . I � I L � 1� L �;,J,�I` �j�' F11 ; I r ". I i " , I . I I I I � . I I I � � � i I � , 1 - . V, 11 , , X ] � � . I I I . i! . I I I I I . . I 11 . I � � 11!�j:,J �i,.,!, I I I I � I � I I I . I � . I : I � . I .i I I II ". I I . � . I � I � � I � 11 f j--gi . I I � I I � I I I I I � I I � . I � I I I . I I . I �""" "14f :, il� a 1�! .1 . . . � I . � I . I I I I . I I � : I I I I I I I . � I I : , I . � . . IxI; I I . , , I I I- 'll, - ��, .1 0 1 1 ) , I . . I � I � . � . I I : . I � I . I I .. � I I . I . �',,,(,I'I"ili, 'I, , I , � I I f I I . I � I. I I I . I . i I i I � 11 ., , I I lio ,#, . I �. I I . I 1. I'll r, . , , . , 4 - I I . m In # . " � .1 � I � � � I � 2 ii � �, I I 'It it I I I I � I I I I I . I . I I I I I I r . � I � . �, I A. I I % I : . I I I I . I . � � I I . l, I� t " , I I � I . I I I I � I I I I I I I.. I 1-1 Alti I I ...... � I lut , I t��!, � I I I I 1, . r i � . I r I � I . � � I r , I , :. .1, I 1. I 'I., � I . I, I I :.i I I I I I I I .V I . I � . � . I = ,!:l "' , , 1. I . , .1 , I '�, , 1 4 1 1 1 1 1 . I I I I � I I i I � �: . i, ;11 '�, I , I I � I � I I 1: I � . - � . " I �.,J,I' I � r . I W, 4 .1li I I � . i � I � I I � T I I . I I - I I . . i It . . � Jj:"; I I I I I . . - � . I - t , ,. .. , , , 11 ;I. , ��,, 0 -!, I I I . I . I - .- � l; 41, ,4 I; � �. I I I I � � , ,T,� ,,It I I I , I I I . ! I � � I � � , . I I . -_ --, I I r.-- � I . I I � r : : l�,,J ,)� ,,;T,�Ji I I I I I I I . 1 I I I � - � I I - I - � I . � . . I I I � I I , 111) I API I', . . I I I I 11 I ==9N9=9N; �� I I I I I I " ,I !'IiI I it � - � PLYWOOD NOTES . . I �I,I,ow,t I I., " I I I I I . --- . , , . � I � I . � I J 1411,11 I I -_ I !� � ',,'��i.;J I � �_ - 11. -- , I I I I ROUGH CARPENTRY I 11 r , I I I I � I . , . . I 1.. w 1�;�,�,� - I I t __ I ;�__ I .. I I I CONCRETE.NOTES . � I 1. I I I I I I I , N;I )I,'j'J'I,r;, . - I ., � - � I I , ,,, �t �: . ", , � I I ... � � , , �011 , I 11 I � , ,. I I STAIR NOTES . I I - - � . I I , � � . r __ I - I . I � 11 I . . I L In lilliIition to framing operilitinns-rionnI to the. rabricatkin and , � I - . - . I il - 1 , Ii, I I I ��J,. - , f � G,',AZ,ING NOTES . I - I I I i if t�JVAVI,I': , ` I , G EIN rRA [-NOTE$ � . ,, I, All concrete Shall be 5osnck transit mix %,vith ft ininimurn - � install wood blocking arid ` i, - GENERAL PROVISIONS . i ", "; I I I I I I I I , , I ando maxin1w I . crection indicated on theDitwifigs', - � I I I . ,,,, " 1 -14 W 'I I � . I All stninvails sly, 11 have if minimum finished ,Width of 36",: Tile . 1, . ! I 11 ,,` 1. I I I , ' or rescue, coritprcosive rength at 28 dnys of 2500 P91 I ! " , .11, , I 1; � j. Miele w lidatyS ore proViLled AS A Ilion M Or, egress � I 5 � � I 11� backing required fur the w9tkof other trad0l, , I uircracl. each panel shall be Identified With . . I I . I '� 4 A ;�I � t is project $hall conrorin Io thcodoptod . maximum iise shall be 8" And tin (read run shall lie 9", sluivill of'4". I I 'A., identification req � , I I 1. .1 . � I, All ,,%ork Lill 11, I . I � . I minitat � 2, install blocking as required to support Finish hardNNTIrc, such As I , rican' Plywood - . I I I , . I I I", � "', ,?,I I � ,,C [Ind ally,.oftr tipplicible tbev ,,till 11 haw; top the approp�atc trademark of the Aim I I I ,� - I � ", l i �'. I 111,$1.5il, 'i �I�: I Ii � I I � I I , - , I � .. - I I 1 2. tin I -1 1. I Joint I I I I I � '�,I!! .4 .1, [ . � , c0itivol; tic 6 - rVArails may project into tile ,required slair�voy Nvidth a_ 2. Construction joints shall be P �nrcd to evose clean, � I 11 I I I I I , I , I le 1,113C V,MC NI: t, ot ritore tliali i14"abova the notit . . ojections , gSrcgntc ovurlhe enittv triterfUcc. towel bars, mcdicitio'cabincts, lights, etc, install fire stopping . I Association. Arid shall meet the requirements of the latest , I I � ;I it� , I I I I A finished sill height n 1 I � I I, � c des and onitilaOccS, � 14" on ench -wdc. Strillgers And other III I solidly einbcddcd a I (bodi-vcrtical and I I � I . F.y , I " I %cotottv ondjor ch, o It distance (if 3 -4 ctnbcddcd homs In the � to att . - edition of U.S. Product I or one of APA's I � . I � � I � 1� r " I ' i I I r I 1, ,�,i I I) t � A mini.nalm net0,or oNnins dr5;7 q - orptive rini. . a all I r I .1 off all concealed draft Openings . I I Standard PS- L" . I I , I 1, v adiustincrits to loWpart or tl-gse Plans. I, . quit re real, sh items intly project , .1. placelnent o.rpipes, conduits, r r ffective barrier bctWccn stories I I , �� �� 11 � I - WI � . . -, Archl eCt shall appro% such as trim and, Similar dec I - horizontal), And to form lon 0 ,!It , " 'to bc us,tl,J; Ila not scale these - The minimum rict, clear opening iveight dimension slinli be do,tierdw shall be In accordance ujill utesc Drawings, � I - I It shall be, used in � Performance Standards. . . . I i ,;4 �? I . . . , I I I � I I'll Wtittullv dimensions tire I I I into required wicith I '/Pon each side, I ,and brmycen top nd roof spactili I , . ambeir or span rating shall � I . . . 1;. . "IT". 11 till net clear openbig width dimension shill Cl no Contirliction joints in slabs shpil be so placed that tile . I . 110, . . B� Panel thicknims,.gradc. find Grouprii � I I I I I . I I . 4 . I I � . I I I I , ., '1111 '111"; . N., , 1, I � 241%,rhe minim it � I 1 4. 11 9 .1 f;yula i ', , I � driming%. ha,l)m%viiig� dilTerilig (rorn these I � 1 ,3. Landings $1lall have A dimension in the direction or I,rnv � , specific location I , �ys: I - ,pplication I � � � I I . I L! I . Olaxiinuol dimension and area or any section do rxit ,c,xcccd IQ- I � I I be at least cqual to that shown on, the drawings, A I I , 4. 0 !I:�, I., !!, Stil-CMIC inibrilintion on t be'20"; 1he w�ih of (he stairivay, , . . I 'can " , ,� :: : I , , 1; �?O:� l-�,� ! . I oL 1110 Atificrt - . P , 'Ili; I 11, I r I v - I I I provided in Areas subjwt to bUrnfill I � I less llim stairways, They shall be I feet noll 600 sqporc fect, rCSPcCth'CIY- . I l lit ceHifig'and.floor levels. shall, be in Accordance With recornipleadationg , � I I . I I I I I . I I ti I I III. � , 1 2. SUrCJV g1flAng, Shall, be d provided at' nil - � I I 1!i mites ql�dll Apply, I Handirnils shall b � illopes tubes Lind pipes embedded 'in cand 0 1 o In exterior or interior stud walls, I I 'I I ,. I � I' I . s their , I . 4, . , rct � IN I I . � . Ii I Pilb , Sh�in verify site .Conditions, � And ructural Steel ! I I I ''I i " , r) , The . � I n 14" nor tirKire Own 39" Above tile i)olitng of 5. St � - wood'Assoclationi . I � Suciflocotions An: I I I o in all stud walls and partitions, including rutted Space& sa I " I I � . I � I � I @ I , , - Nqs at jily�vand panels shall have 3/8" Ir - I I 1. - placed not less IN C edge distance And I � � I I till � 11 t, .. , - Contractor vhie,s, and shall rallry Architect or impaim, ,, I French doors. I to Stairs, � shall have a talin,inium on" concrete l?r�vcr. � cOnCenled. slinde - I lie ruce ply. I I I . I I 0 It � I . � . L I � �, ,;� I . fj�; . ! I ]III 1.�! .. .... 1 � I . GIn.,s sliding doors and V continuous the full lengill ON) 6, l3ottlillis of nil roolings , , I soll, l' 'placed that the maximum distance of Any I . enclarl I �, � �. � I I O" "" I I 'PR, I I correlation With the Dral I tIr trends, RAN shall I , stiall test on rinn, 'it'd isturbcd at it heads shAll not p . I . I � - . I �It,�� 4 , designer or nliv itick)nsistqocies or discre vincies prior to I . I , � � I I I I I 'I L I � I.. 1. � 11 , � . I'll I . I � Inc. of ellIi9le slipport" " 1� , W I � . is not Over 10'-O'. I mg . I I � 11, !.� - t�4,.. � I � I . 0 0 lazing located Within 12" of doors, 11 terminate in n6val posts or . � IL )" 1;1 � I R!'l � I it -4 retumed or,shn I I I noted tin Drowings, . � in , . " � I i "., I :, M ! i , � � N i" i porilori, of ra � 9 I , I , l � , I r.SI I I !on, I r. I - I I - , , * '4' gdoorpocketsi I D. ply�vaod palidis ,shall butt at centictl . . . � I Ile struct I 9 I sllcd floor or walking Il ds Shall I its Shall noilbe loss mininlunit depth Is Around top, bottom, ii1des and ends orsit mlicr tl�jth edge no iling rrdm each panel into that member, 44,I, ; tl,� , I gliming of con, V . Olazing located Within 18" 01' 11111 I 1 71 All 'in spaces between chimneys and v� . I I I I I I . ,.I11� - p -tiction pre not ffill- I . � ,,Italy terminals, The liandgiri I Slob nroors Shall huVc a minft�unl thickness or,1-1/21' over . ,00d.liaming, loose non- I. Inc � I . . I � � j. . 1. I . I 16 I I , . 'I a a pit� I � I I� !", I- ,r� ,certain features or tile cohSti I . � I I ,e bf'ptywood, floor,,or Wall sheathing shall I* loss I I �l In iOC eN,. cc Withill I(," a Fsuch surface. viqquLc itwer 41' gravel fill. E. Ni . I ��-i - I I" ," 6, . I surra I I Alian V in. crosg-sectioritat,dimension, or I I I I , i � Ir I I , :21' sarift over Ojiail . , I Clo,olbustillIc supports, or A metal collar lightly filled to the UN,1, ,ti,,o I i � : 1, � , , , I � lcntkl�-S than I VA"inOt MOTP I I I I . 'in . � III I , ". It � I �4%vings or coiled for lit% tile, SreCt � � thnn 120 least dimension. I 1\ /W- � I ,�! I ". 13, l," i I , , � .41xiwit on the,'Dl I ,. wirdrolle doors. I '!do an equivalent, OPPing surtned, I � I I i . I . , -- M I � � , � , the s;lnlL clinrocter as.fOr I use it ,Shape that wilt pro% r � I nniled to.jr-c wood framing shall be used, I S 1 , I I I I I "I 11 , � I , I I I , I 'i I I I I I i I thell their Construction shall be of, I chinincy and . I I I I I � �� W . , I � - I I . SlioNvqrntld�x,ttlitubdoors'niii.eiiclostJtLs- , I ally mentioned above, such I . I I I I I � M, 1, *,I',,, 'i"'." - ,, I � , � , tu'lecl far And shall bo. I Hondralls proiecting Front " %vall ShnIl I -ave a �I`aco of not less � . I 1 2. ROOFSHEATHING ! I I - . I . I �N '4 ! I � ; gillli!nr eplit;jitiolis, that art! 8)IMN11 or I I � � I � ;�, be . � � � I � Any other locations not silmlic ring mtri .1 ,and I � . I I I . - , I ,. 'I', � I I II ,NVindows within both urd shower Preil-q-� .twcen tile wall and handrail, , � arting, behind fur P I � L . I � .I' i allp,%Q b� Al,cillitel 9 r de4giner, � I I tillift I ,y I as holds for pipes, 811 , . Q %, � � I ... � � . I I 11 � 11 . � I - . � I - . � - . . - � 'jar places which copid atTo passage for flarnes, � . . 11 cdx (24/0) or 518"' cdx . � I r .1 . I � � 1. . I � I I I, 1 1';, ,,, I -R"t� '. I I � � il , represent the Finished structuni, Unlasit I 1 stwirways Shall hAye 11 rinished head clearance dimension Or MASONRY I I aim, rd a I I " I Is. 41 . � I I I A. Panel rc,or sheathing shall be K I I I . - I I I I . ., t i � TIC ", 1 1 7. 111L. I�rmvinga meth"Ll ol,� I ,ss than 6'-81' nrnsured ve,r0epily front a tangent line. tit � 3' 1, (Sco plans), Install I I . Z I i . � , olhervlI Ise fildleoled, thell, 00 OI iOJiC0tC tile 0C sureg � I not ll� in a (32/16) APA S14EATHING EXP , . L I . . I ,Uc all r a � the tread nosing. I J, MOSOntV units shall be Snide Ni fill If- 1500 psi coniarra, 9 It 3, structural training shall be of the grades and species indicated I I I crois supports,.. I . I I � �w , _I�4 ., DTQ;.1 11, 11 I ,�_i.' I f th panel a. I I ., i), ,;�, I I I I I , . ; , . I � � I I M I _ r dollstructioll. *j,he Co,ht�actor ,shot pro% I I � � I U tit Building , See plans for more ,Specific with ther,long dimension a ,a � � I I '' _L ' `,� I .I,.,' It T . Irr per -14"'-s die Mquircilic I STM_�Q ppd it-& titfor 9 8) or two' . . � I I " "' 11 I - _,i,�. I.: I I � ! L nis of A� or better (%VWPA gradin rule : � except v�hcm noted, and With panel continuous Ov I I ., !J�I, .. 11. I ,I I net:L�qrlry to Pooled the structure, %k,,jlkuun and o0w . I I I I I I I . I I , I I I I . . I � , I . In ;.,j It �� ,�;J ,I,. .. , A � , , , � information: � panel ends, and 1/4" . '� . no I . I Caddo unless noted othenvisc, I I . I, i �,,, , - . I � i durlog constructiori. such measures shnil ;Ociudc. Nit t Ile I L , Pacilig '01 � I I . I -, IT bl, � J, .'i .. 41: I ,,, , , i�' " .I , I I ,, I NTILATION . I I by the Unirorm Building . I I � or more spons. Allow 1/8" 5 I- � I . I .. . , , .., L, _ I0 11 � ' jar Construction equipment, , 11 " t X 0 1 V__ *. .1tiving UNDERFLOORVE I I ll,7 V IT D 2l Mortar shall be tyPc S t 9 CIOIB"Atcd � . � spocinizat panel edges. Nisit with 8d nails at 6". 12" a/c. I , I I . I I 1, F,v 11"fl"WI!, I., , le � " . . lipateki it)', tic Illir. � I � nmf,%.�� TII � I Code, I LJII LNO..d. I -1 I � . I � . I I I I � s , r 9 I " i � ,r scal7kilding. I � a) I xjdIst5 and rollers I I . . `_ I.,,, 11 t .,V -1, - 1�1 . � . . : ) � � I . .1 JJ , I Is" � I O � . -) '4,,I,J-t,tZJ I , � once - qnis lit I � . � I I I . , . il� � i I . I . � I I � .,jlt1l ii1l; far III! jiltilaing, forms, And , I the unflerfloor arca joir I -91graticil by the Uniform Match Wall (hunina � I I . I � I kvith t,i Provide 6 x 14 galvanized v , wall froming � I I I � . , . I - � groding 0%ffl be d011j, in compli, I No. 9 GA, wire in bcd, lainAg fit' 18" O/c, ,a, Grout shall be c Arse Stout as dt V) 'Posts ill I � I I I ILI I, U ,1� �� . ... l*J,r,t,L,;.,,",._ , I I � 0, All si�L-VVOrk OPJ I I I 8 fintindin Arco I ' I lop a mininittin Compressive DF No, 2 1 a. SUB-IFLOORIINIGI I L I I I � , .1 ! I I I � ,e SIX) tv vings,cleviltionq, locntiong I ventilation, Provide vCat.5 uch that the till t, provide horizonia richor tics tit 16" CI at bell joint , I 'Building Code, and Shall deve I I . c) 4 x headers I I l I I � I I . I I I I lIlks,111 I ,,,� lir I-xilkviriv-S. Wrjw n on Drm I . Provide 21 (10. X 3/4' 0 1 f LU I ,�41 1 a, or q1UPS in I , citindation, alid heiglit$ al, (butidnilon walls SIVIll � provided, is 1/150 or the ventilnied ,area EtistriRitt: vents r tics ,shall ")look" amund S1rcngthOF2O00p9Int2Rdav4, d) 6 xilenders DF 140, 1 1 ring shall be 314" cdx APA RATFD � I � I � _�Jl` .I 11 I 1� 'e�� I , , r 9 Ga. joint I cells s�alj be Stout-i'llidd following the � See P Ill ns I -XP I � I t -7 " I, 4 lft, I,) lt,)��4 4,1 I '� I " 1 '140. -tit shall be 4. A , c) Studs,sil Is In nd plates I I D -I -FLOOR 11 1 tit � � � I I I I - ) If , � 't , I 9 GN 'Wire. No rulniarcernt: .1 � u ciot othcrwi, no, - � I a v - 4 "!,V, I , ,` ? lid C,�lstlng conditioilli, evenly and locale vent.; as near to Comers 4'. Practiefli. I containing NO, 9 Ga, Wire. Ancha It masonry unk, I A. Panel subalfloo i So n led. on [ � . I I in Chapter 21 'or Or. Uniforin Building STUR I r . .1 - I � . � .be vorifled to,suitoct�ual prort,"ed a i be per Mictiltin, . . - I I) Blocking and furring H F ,s,r,D and btr, plans, Install With lang dimension or tic panct across I r . . . � I I, , ; .... veien tics Permitted. procedurcs se� FOKI . � I . , I I - I � , i if. i �), � � I?- , , ,,- " ., ) , ,0, IIIIIi,11 . P' DF I I I . <� I 1,11 1.� 11. 4 , 11 $ �t,!c told r ', 't� S) Sills on concrete r I � I . - 9., ullsil floor cievations R 1 I colitinvou.00111 butt SPI, Ices be Code, � : Supporto, except whorc noted, arid Willi panel continuous . � I I .1 ." P., , 1. , I. �- '.41. 6C av�oy Jr.om buildings. I , I I . I � IL . I ;it 149 .;l, � � I I 9 to I: I I I I I . , , I " . � ". I o btitillige around till ,,I;trucivL ' ATTIC VENTILATION I I I �, . Blacks shot I be loid'in running bond unless noted othenvise. L h) Miso, training not noted DF Not 2 1 1 ,\I low 1?81 spacing lit panel ends L I I � t,, I , , , t i alJmum4",Q",,S file asteLitirCd. , , I . I � . , I I I over two or more sparlS, i - r 11% . I . � , . %S . . , , �, NIMUP. � . I I I C I pa . I r"111� 141 , -i I ,: " , o m , . oil list be r quired I 1. I I � I I I < � 1 i tit 114"' per loot skij)c Ii t I I inipectiIn per UBC Chaplet' 17 sh I find nail atop floor I uircd I . I il, Specini i t, . Ills.for bearing And sheathed wal 6 bet , ,cing,gt parcledScs. Glut I I . � 1 ,�'V, � ,�. , " lb"..."I �,511 p I �p � d "cleor" tit "cir" tire miniolu'll req I 1100 of the prun or the I I � I . - . tring,on ninsonry . and 118" , I � I � -'risions note � I 1, 111c.liet rreo ventilnil'rig arcAshall it � I for (tic work on this projec I iis'at 6"l to" a/c. Ghle shall � I ." , � ,q ., �)i !� , I � 1 , I)itll( , I I r I I . � ,ji Wood si - joists with iod ring4linink m , L I I . , 1, . I, � L, L I " , meter 'x 10" Anchor . , 4 lit 11SIo,il, till or co I . 1 I_ It APA Specification AFG-01i � I . 4IIU";11Vl ,i) , � I I . IV ., Arid tnustbCACCLJrQ(eI�',l btailwd, I Yeatilited space, Provided tit least 5Oo/,, or the required vent � I I , , nerete shall be bolted with 112" d I I I 110ce tit conclulid, Or Ibcc , I , -I!,", . I r � � t ,; ,", - 'jar$ Are (o Ilice Or stud, Arda ii provided by roof %unts located at lenqt 11 abrivc the � I � I it 12' of end of I on" r , I I I I I � I � � bolts at,64' a/c, rAWmum spacing an N"itill I � )."I 1044'. . � , �1 , . I . � I I . , I" ` t 111, I �J�_,NlI.' " - jo All 0oliells � I I 1� , IA ' 8 ; I. � ,_�.'.l t r a I I, .0" I t, v, u I 1: C, 4 , c or till: reit npro 'tied I I , Ench 9111 shoji receive at least two bolU. This . I I . .1, "', , r [f, - i - ,� 611n, ,is otlicrWise nI cave vents tylth tile balpat. aired ventilatio � vi zLECTRICA'r I each piece 0 � I I I � " .. � � I, 11 : �, , "C do,intc irool OV2 design stioml I I I � . � " SHEARWAILLS . . . I . l 7 I J , 11 I � L. lit, Cotptirtiction .shall in 1110 Cos I I by the Cave vents, I . . information Will govern unless more Stringent critL.in Is � 41 1 . L I � � . . I 11 I I . I , , 11' , 1.', I -5 I . I I I IC I I I . I I !! ,�"A,:� ! �� � �, 4'11ilil i I I , I igner, I � ctrical I I � ns. � RATFJ) I , , , . "I /I I rlernilsqjon at' Arvifllticl ,le jOttv coll1pany before installing main cl I I � loll be 3/0" APA 0 I . t C�Ttrc, %WNCO 1, Consult local u . indicated otiph I Sheathing st . , � Nviftlu Sq I I n of puncl Prior to ,tarting I - at Stec! shall be 1116" larger, than bolts, ,A. Panel wal 1 siding , , , I I . i, , 7 I.. L I I i I r I I I J,�II,,, M I hi _�Official. � .I siz' ntxl loctitio XP lbr5ff'T-1-11 plywoodparic . I I� 4 '� I' . 1, ij.'i,:ilil` _/, � , lin(vorlile locallMlAilic I USTIoN AIR VENTS onricl. Vcrtfl C I 1 15, Bolt holds in wood I I smisATRiNa H I I It i. ,-J N ,;.jt',jr � , I � I COIVIB � I I -EL , laced ind ird-tightcred I I � I -i ,�. 11,A; . " . -, �;`. *1 I ... I I I construction, - REIN I FORCING STE . � I a, All nuts shall be tightened when P A � � I I (See plans), Nall per plans, � I � ; I , I, ", "I Ill " , , , I nlined � I I i i I 7ine(I spnecs: The co 2 Solo c dctucior shall be 111(h, And inter -connected. Lochtc At I tionoffir�s�toratcoinpictionofjob. . � � I � . � " I , i ii, I . � t I lien - I . I , . I I It. � 1151 � L 1, Applinneef; ImAted within cont � k or Ili A61� find be I app , I I � . I , I � .11 I ,N,rAQ 4" � � -I'dcd withapelli � I I . I ASTM . P,iorlod cut %vilshers shall be pr - I A I I 1, I I ! I , lee ,shall be pro% ngs Mill 6 five orea of tit leost one innb�c detector A( ench noor. Provide, a detect I , licinibraing steel to Conform to� . 1 7, St..da, � ovided undet the heads And , I I L I , , , .41." - " , 'li'll It - I - I i I I . I � - , .5 � I ` r ' And at edinta, grade Ordrititud bars - tylic N, grade 40. 1 .f. � I " tF,ilfi!P�J . r ,itit it I I I I I � � t�, � � :� . 'taill. luil hVitYl tOP Of sto ji" Areas adjacent I , � 14 1 oPut filling OfI mot I ring I .1 , , � I I 13T0111 oftl e (0101 I I fich Sleeping N into, . nuts. of till baits lien ; on ,Wood. I , � S ,ire inch per I 000 C I I � � I I � r -, I I � , qu. take ; I I I I , � , 'IV - � ,lt"?, I I ,N j,.11 C;y NOTES I I nil the to 11104 Oint have A ceiling increase or 24" or inoru, So: ') Nycl ite,111,511 silfiltbo 0, ,('611 WI,4 x WI,4 WWM I 8. Framing 11 be. 'Simpson STRONG -TIE or 1 . . IiTei, a! I, i .1 , iI � applianees %vithin tile enclosure, fircely' cololouhic4ting I I _1 dcd Steel %N hardwne shn 11 I � . I 0I L I I � I I I . I I .; 1411 It Uq III 1 I �, lotIon shall �bc. -as follok�st ininjilluill lt.-N v,ith .areas v,ilich linvc, adequille !tit iltrati011 firoll' tile Outside. molas, I And i �equitcrn cnLq of A5TM At 85, - L Opp Nvith, connectors is Specified 'in Catalog � � I �, I I I , o1hrin must be audible in fill sivelling f .shall conform to tile I roved equal -fl I . . �',ok" I, 1 1 . �' L, I r I I I , , "', I I , N1110olum insu I 1-1 conlixtstion Dir . olcd ecinromemunt bars to be InoPed minimurn 40 bar Install connectors With mils anti/or bolts Ins NAILING Sl�-HEDULE , , . � I " �: .... , , 1, i I I 111"I a : . Irl., all 1; I � Y,ihl I , � I . I , I I'll 11 PPn=P!, I � � .1 Et tn.2.,FTI'i,K.Eil�li,l,ir,d,c,r,., tomail I I I Im I 1� , jg_ii,S.'r,'nniI each it . I it, x6ll.subfli)oror 4ss to eftchin-istdriace-mil I ,Widerthrin I" x 611subnoor to each loisti F,-r-,�n_nffl 2" Sub r I I ler blind and Fa-ce--nail li2iiLIMEELI, -DU ... --- Sole joist orbibeking, t)PI1.81 race-nall r � ded % Sole 0 t * lit or blocklng,�Midalbtr A�� T t Q'i I I P �_W- it ----------------- . to solclilate � stua � . � . ILING- -1 3 -Rd I . 2�Rfl I . - 2.8d-, - 3-8d - - 1 2-16d - l6d at 16!, a/c. 3.16d.p.St 6" :, . I - I- 2-16d , I - It. ;it, or 1-nall l "Cil,lig Insuloalli, Inillitnuill It.11 i1all hl,�4olfttion* hillurill.011 I � I I ,- jt+1 A rpe,tcd I floor iOI;ulatioll, 11101111113111 It 1 Ill Colictctia. noots. . I APIno'diuntch, One 11,111 at Inc refill I Opening shill he loc , *4 vI tile upper 12" 01' (lie; � I I I I . � : itelyi and lihir at* tile aPeninti Area � .1, C, -f .1 I � I I diameters, lit I I t be in nccordnnee with Act 31 , 8- . � 4� Betids in rditirair,chient 9 . I I, � - . I . I indicated in the catalog, I 9, Willi top platcsAiall have joints at n. stud centerlinc. End,joints. � Muble top IlInt CS a s tlice � I kiM bet lions or m cris to in lot toennil � � I I 'Cie InstntlROOh't- � 1 gco 10oo.4 rorspOd ! ibeled It , lat,liin sitill lvist toanullacturer's I. I �. uww 1*111 itiqu _' 1, enclosure And it - 11 12,, of tile coc,,ogure, The shall be loo'kil %N�it�1611�11iflllhc lokwr . 1 I r wid lower coriftsdan All- ' - both tin uppe � I I I . I I : . I 89. I I to ns shown fo r local tons a III re infoh: ing Stec I Are to 5. All ditnenq .1 IficallY in double top plates Shall be orrset no let is than 48`. 1 � be Sfilvarill.ed sinkers 10 Nails for s( ructurnt connections shall a , I . - U7 jFT1-0,-_ I I Nulue . 11 tlaye I water absollition title no I � *,I. "14tatli edge instilolion, shi .1 I a I ininhiluni frW wa of , � qLIArC 111CIVS MIC11, I . I , than IOU S opcnlr�Ls 911all he not less 1 � I I , , pect fac C , r hie arid denote clear CoNtrn-c, Unless s 9 �, I I, pOtcf�j othcrwiw, concrete coverage shall be T' witchi . � . .d I unless otir,nvisc specific . � Ill � 4 pilot hold whom "Cedifisary to, prcVc'tit Nall Shall have Continialous W_ I � I - ELder to studLto, "L. , I I � I V't erlt r than O,lovi. �wier'vtljloi, tronsgilssion role Oo greater I I � C I l I � I I I I I I I I I tuyl 2" where coottutc Is placed ditcctl�' against earth, I :holes � I splitting of the wood. __ d . � I I . I . � I tIvIll 10 pentifinch. . � � 4� 111,ulation Instal -fisholl,olect CK itatV100". all(' UtIcOnditiOncd I � I . I � � I I I I . conorctc is, exposed to earth but L4 Against ironns, Slabs on I I I I I grade shall hplvc reinforcing At Faid.defith unless othc I rwisc I 2o'CrIppic Waits Wiltichhaveal stud $cllg(hOflC�s,(han,I4'l shall be fromed with Solid blocking, or braced with IN, plywood � I � t%Vgwi cor4iLI.l1Wd � n'. 000l q Atilt windot;Ntsbf: V ,d to Jimit Air k1kingel � ilct;Ii Shall be d . o4ip I , -01311 11AVC label with I � I . I � I 1 I I . I I I noted, I I Sp�iccsI in continuous reinforcing shall have a Inp of 40 bar 6 1 Where I Sheathing hail cd to the top plate, shaids arid 5111. 1 rior bcaring partitions , 13, A iingq In exterior walls And into , it 0 n I , ' I I And bottorn and I Itkin tlrodl.ldi I � � Nitiflulbotured ICIVAr, ,If "alid 111111trition cc[ 'cation, , � Ceti It'10 U -NII lu L lift 'till � � � I I � I I xcel - diallicers loinhuna in concrete construction c pt � , . I I jorizantal Japs in adj'acent bars ShnII be I , 8' .0", sit 11 Inve double (Aminters. � I c, I (cecTing IS NvatIs oil slabs Shall bc' Attached wi I 4l t�rior nan-bcarlr � � - _,_�_ - -.---- � . �Ils, "I'ather-stripped; joints and i -,, V,Xlerior doors and Nsirdo I I � shown olhurWise, . ,-O, olitimunil Vertical barn shall bC one Plece sifiggered 5 1 I lippravcd powdcr�drlvdn fris,tcricirs through the sill, pinto At 31t 1 I I 1 . Penetrations cftul�dd landscaled. 1 1 I.oriesi 14 And I 8, Yapor barriertl Shall be inalvlator)I` In cliolaic . I BRICK VENEER I . � I � . I I I I I , I I I I I NII-Ilcight, I I I � I 1 4 I 1 . a/c, 'olsts th , I Is, I cen bottorn of floor J - and cat Millimum clearance bchv 1 l4v� I .11J;;JIi.1%'A' Ill 1,01.1. , .", I, � " ,il, . '! N? T, , IV ".e. ,qll � , F, �� , . ! I 6., I I I � I I 011blc I llA,Istwor�, And jactnoy built riteploacs shall have', clo j, P 'do horizontal No. 9 00� Wild ill b,cd Joints at 181, a/c. I , rovi Anchor ,I it bed joint , I Provide 22 On, x .114" tit., at 16" a/c. i I. . � � I I I I I I I . I once I bdtNvecil battom a f girdcra , I I � shall be 19"..M!"Imurn clear , I be 12111 . � I I ,I � . , A I � . I . . 3 door, uut�kje air Intake: with dMilPer at�i i tiletol or plils! I . I III ditiliper control, No dorilinuoilli holing gas nue tit r 6 s sholl "hook Around . �. I I conutining No.. 9 (Ill. wire, AnchO 10 I I fili, ivement shilil be . No, 9 ON Alirc. No, 9 (in, _�oint let 6 : I I I I I I I I arid earth shall I 16l A n plates, � ra on c-, jarote or mh.qonry � It foundotlo sills arid sicepe in direct contact With earth, and sills Which Test I "llitrol; � : ,Ct. , I � Pilots sivill IV 0m � k � ,ct � I'VACLNUIPIT I 1104) Wateir ji�atcrs, showerhelds find faucets . Ilbutt Splices bCtNVVcO tics permitted, conthliuotts tvit I I I � : I ! I ,� I I I I I I I I � STEEL NOTES . : I I I I I which is I . I ry foundations shall tic treated I I I directly on concrete arid Intison. ' marked or birtinded by the , , I 1111.1 I � .. At �T . I , _ � I � �.. ; I , ;�. - . - I ,41; �, .1114,* Il -Il. � I I tt� All I . I Ojai! lie. ccrtiridd by tile cl'ci I . I � I � I i. Anchitfollis Shall W, 10M A 107i I I - iiiinn to A. - I I I Wood or foubdifition grade tddwood, , I I � �hhl tile use of Fo, redwood may . Proper approved Agency'. 'onto i I I I, � I I, ., � � oLs on till heat IN SvIl4tculs, I I vlos-Ide st:tbick th(rillost I , I � I . "i Welding. "Itill willply with Aillurleall Welding 1�648001fltlon I cd construction. be prohibited !,it delta In origin- � I I I. � � I � pille told:trink 11"Aulation, I , liOt v.,iter tanks (c.g. . I, A t "k 4 0 e A hxliret�t tiollred Stoi 1g, *r : I I I � I . I I I r I � `SDI.I Standard, AW � t I I n I ' ftucioral StCdl SdCtk*,S noted AS W Shall cc" r0rop 10 ASTM , least one (oundation licocss 'or raised Wood flooTs, provide fit .. . I 17, r g, shall lid not . wllj�h 20, or plumbing clennolat, Access Opimiri � buel,.ull IlOt woter WAS) Shall have pit insulation blanket 0 � � I � I I Isill.Joll 0 , f intlerlor/C.NWHOr I I rIREI,1LACt1NVO,ODSTCVr NOTES I ,, o, . I I I . A,16 � J'Y: � 16 IZ91, Tube lkd r IIIOO4 shall co011init to AS,TM A500 . 1. - to ss ft n 20 'X I S" Ili 0 izc, I '. . . I I . . - �� AwI2 or titer or combindd I - gre I I m- I 'I Or lirvift'r, . Closest to �vdtcr henter toriki, I . I � 11 Install ihelory-built firep*eq And/or vi -oolk(ovditi Ili strict I I ' tile I I Grade 11 Fv,1 46 k4li ncntq not noted shall conform to I .1, miscClIonCouq Illetal caillp I . . � I I I . I it ve) ject or ph)CA . lIlrs-t 5 "I"I I I � I it Ins shnil be insultAiLd whil R-3 at Sy cl ) 11 or their listings Atid . actotilanco With Old terolIs I � I � AS*rM &1& , , I I . I I I t - I . OilIt.rgmi�culotIng I . , I -1 .1 . I - I 1. I I I 11 I . . I - � I greater, slitill t v losolilited In I . ownurachirer's i0ructiOns- I- It becriftlinec � I . 11 . I : . .. I I I I - Fodtory,*juJj( thorincys shnIl Iiii Ilimalled in Arid I 2 , � 'S I I I � . I � I r 1. I � . - I . I � - I I � � � 1. 1. . - I . � ,- . I 1. I I - I I I r- . - I . I ... - I " , , , � - - _MBE,RS NibiTCHING1,80RINd IN WOOD ME I 'I or 0-4dd illping � C"All butiIN ' I ., teeirculotilig ,,Lctjo�g oil tIot v,ptcr ih,steffi- ' I cc i lid 11 "ret 11 With ibc tering OC t1lel- 11',41140, ill tile 'An"j'" I . . . � � in stracilong. � I � � . I I I I . I , I , . � � Bored, holes In hearing ival I stut:16 shall no i 6,1ceed 401/4 Of tile :, I I i 1�;jjl,ln q1tail J -c insulated tv ell hC044 SOU 11 I - live' I -1 I—- .-Iii.-.,-...,�i,�,1,1�t,%."oeo. �, . 1. i. . __ 1, I 4- --I-- ..-It -i-I. .1-11 .hi ,W*,ili�tt I . I , I I'll 11 PPn=P!, I � � .1 Et tn.2.,FTI'i,K.Eil�li,l,ir,d,c,r,., tomail I I I Im I 1� , jg_ii,S.'r,'nniI each it . I it, x6ll.subfli)oror 4ss to eftchin-istdriace-mil I ,Widerthrin I" x 611subnoor to each loisti F,-r-,�n_nffl 2" Sub r I I ler blind and Fa-ce--nail li2iiLIMEELI, -DU ... --- Sole joist orbibeking, t)PI1.81 race-nall r � ded % Sole 0 t * lit or blocklng,�Midalbtr A�� T t Q'i I I P �_W- it ----------------- . to solclilate � stua � . � . ILING- -1 3 -Rd I . 2�Rfl I . - 2.8d-, - 3-8d - - 1 2-16d - l6d at 16!, a/c. 3.16d.p.St 6" :, . I - I- 2-16d , I - It. ;it, or 1-nall I 11 WiTble --studti face-innit I - I I _a/ -A 16d at 16"I Ole. I ""''. Doubled topp JAJ;s, typical rllcc nail, . 8-16d Muble top IlInt CS a s tlice � I kiM bet lions or m cris to in lot toennil I I � I - p4oc�l I I 1. tulljolst to, ! .� I tit 0 __� Rd at 6" a/ - Ole: - I- .-- 2.166 ' I !lop PLnLC9,ino --A :.t__fi Ifirc.ana 1 . - U7 jFT1-0,-_ tholnii;i, adcr two pieces 11 I . . Ala tach c( -_ -, I .. � _, ____ I ��;`io too plate, . I � I I . . 3-8d , - . ,;.R,l Continialous W_ I � I - ELder to studLto, "L. , I I I I I Jal6rl I sL�Ps(IvCrPnrtWOns tG nail. � I . 11 =!:L� . 3.16d .--- c S s 0 r c mif.:Ls, lacc-nail ilin � __ d - - � I Ila Ri:r to Jtdo to " - f � . 1), brace to enchatud And laic. iacc-nali,, I � � - .Rd . I . I , 1� I . I I ill,( Al'shwithing or less to each b�c�h�rgIij 2-8d I I Widcrthan�l"*(8"lhlnthinsLo-eqc-likb�-t�,n loce-nail . 3.8d - - I I - vullmy -1111 - . .. at 24" Oki 20d tit 12" O/c.01, top I p Slider am Ma"IS . I And bottorn and I - .11 . I 11 .. I r- � . . I . I stnggciled 2-20d At ends I � � I .1 arid At encUspilce. � � - _,_�_ - -.---- _-I 11, �, 'R, ill',;� i . I I cli� NJ IIA,�;! , .0 . 1, !I , I I � � I, I t j. 'it , i!�__f. . 11, I � __ �..,.� __ � � 7 . I I � , � . . ly IilO i I All It I I � f � I � I . �� 1.1, " 11 . � - Z .'. * , I j � � I I I I � I - I I I. ,��,,,. . , . I ` .. I i, ", I; ,� . . � I W, ",lr� i" � orawn I .., , "', �, . 4 't ,W-4 t - , " . . I . I ! 1, . I � 4 , . li,, �, , �, .. , I 4k, ,k4,,XW�,44�% .I . L I I � , . I— I I , , : " �,' '11* 41: I:,!. ,, , Checked -',I,,j L,`-` " , 4 � j,.,g �'; 4, 1 " , r 1, . � . , it l: 4 1 1 1 I I . I J, - 1.1,11, l ,l I I I , I M 'J , ,111 - I - III V) III' , �11 - I , - I . I I I � . I , . ,1��I 11 .1, , 6", ; 71Z , " # I I' lit, -ii 04te ! r 1 1 _1 f III , � I ?Iq I ";,;fl.�',V, -�.,.`I! l:I , I � . I . I I =1110=1111111, ""' , " I - i'l - i - I - .. I h! l I I I : I . , Ii� Ill I , " , �_J,,, I , I � I,�. ,,)r ,!,,, , , , � � � . I scale t, , . r , � � � Ili � If A � . I I . ,� ,.I I I l, Ili , I., I I . I'll I PI. , . I I I X"', I I JIIV.i� I . I , � l . I I . � I ti I k � � WM6410-iii I , -1P!W !�Ii I, � � ljlc�� ,, Ir I , I I . I I I � I 1� . I I r �,,, 'Ilf, g J,,'J, , - - I 11� . It j'jf�!,, 'I, ,J �1 r, . , I , . ", ,� 1,LJr1JJJjJ,�"I".,l; I. � I I . I . I I I 11 I � I I;Ii . I ..'', . I . Ir � ,,.I 4 � , � I,. , , , " �`,'�'�If,': t e.�I ilo I ! , , �. I . r"'o I'l-l").1 , .1 ., 1��, ., -4, v , A.IA 1�..'% . I I P I I I . I � I _-I 11, �, 'R, ill',;� i . I I cli� NJ IIA,�;! , .0 . 1, !I , I I � � I, I t j. 'it I I . . I I I � I 1I I �� I Z 4.I,4111 llito I.. I % , I.I,14 . , � -I 1�1 I. 'i I , , " , I � .�,N q; i . I � I C I ." 'I 11111 � i I J,11, I � I 'Pt"N"J , �IIVA ("t I ". "'I I . - , 4 ''� " � 1 4y, . I �! I I I . I I I � 1 l4v� I .11J;;JIi.1%'A' Ill 1,01.1. , .", I, � " ,il, . '! N? T, , IV ".e. ,qll � , F, �� , .. . r I I ., , � �' .1 . I I l I � . C tp- it, l;Mil'AvtL 1 I � .,N- ,It I A I - � .11 I., � i ; Ti 1, 1114"Rli;44.) �I .1 I . � I I ,I � . , !. l II'll, j" " III, I V,1, 1, .'.� � �J"ii " " �p � , " �t �I � 'r ,i��i", :, �, I 111.1 I I I I 1, ,, It " � 11 " � ', rfl r �, I . � ,,� ,, - � I`g., �#yo?'Iji I'All"'i - I I � � I . . I I . I � I , ,., I %. I 14"I I � l I I I, � . -11 , . I I i, ��, I'll, 111, ill"D I' - , , I I ,"t, ;I , ; "I . '01, I � 11 44, I .11 i , - It I W,: , 11-14 It , it M I , - - I.. I I . I I . � I 11 I . I I I . I 11 - . 11 I I � . .1 I., i I 1111.1 I � .. At �T . I , _ � I � �.. ; I , ;�. - . - I ,41; �, .1114,* Il -Il. � I I . I I I I I I . , I I , l, � I, , � 'IN �� 4, , il , 10, �, ... � � � � � � , , i� I I I, � I I, ., � .� I , " , I . I , . , j,�,�-,,` .'Io , j�,�� I I I, � , ." , I I , , , I � I t I 0, I I IS— I;! I . , I i ._..... _ ..... is�. -,. .. .. ...- .._ -.. .._.. ., -. - ` u l7wg.Wf�Yi`j# .. �� L791W lYi'�RAA�J'' i. •r�' .. sum �. ,. � >• �+ 4. -... .. ;. ..fit a..s•, r i � � � wry, •l.� �: , :.. '. rr , n .P li �ypppb� tliUFU1N�. +ii(4 i ,�{��WNMM • ��gg��p yy� G.3 • ! r 4 i tr b F gg ( 1 � rt ��: � ,�.:p� a •h ,y+. { .r E c a i w l7wg.Wf�Yi`j# .. �� L791W lYi'�RAA�J'' i. •r�' n .P li �ypppb� tliUFU1N�. +ii(4 i ,�{��WNMM • ��gg��p yy� G.3 • f �+al ( 1 � rt 1 • I p }1