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017-300-028
01-0049-f,:, KE N, MARK 16 217 EAGLE CHICO� CONTR:OWNER NEW SINGLE FAMILY RESID N+-6�0- 'I - 01-0975 KESTERMAN, MARK 217 EAGLE NEST CHICO '�llyvq/ COIN: PERFECTION POOLS NEW POOL MASTERED 500-97 3 NOTES t. 4 s PRESIDENTIAL 011-680-028 A' -01=0975 KESTERMAN'MARK w 217 EAGLE NEST CHICO COTN: PERFECTION POOLS NEW POOL MASTERED 500-97 .t Vf-- /sy5 11 SPECIAL CONDITIONS II SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER JOB FINALED • � � Signature i. CHECKED BY o FF s[,�YOO AIV ®-FF .Rocky BuiFF ./ = OK 0 = Not OK - = Not Applicable • =Not Ready MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements Soiompaction-Structure Stability 2. Soils; Special MH Support Sketch 4. 3. Sewer; Location -Test -Fall -C/O -Concrete Elec.; Pool Lighting; 15 Volts-GFI 4. Water; Location -Test -Easement Needed (Sketch) 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosures- Panelboards-Ins. to Main in Conduit 6. Gas; Location -Test -Wrap;-/ /" L'ft. / P Nat. or/ /"L"ft./ PLPG 10. 7. Well Clearance & Disconnect Light Niche 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. Cent. 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-Rttrs.-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 INAL (Plans) OK except #'s S%b!rcks-Easements Soiompaction-Structure Stability W*Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pool Lighting; 15 Volts-GFI 6. Ele , Enclosures; Conduit Entries -Terminals -Listed lec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosures- Panelboards-Ins. to Main in Conduit 9. Health Department Approval 10. PI b.; Cir. Test -Water Supply Test Light Niche Date/ % Card B-1 Date Card B-1 Date r �- Card B-1 �Date Card B-1 ✓ = OK 0 = Not OK - = Not Applicable = Not Ready RESIDENTIAL (: Date 46. Underfloor (Plans) OK except #'s 1. Zoning -Setbacks -Easements -Flood -Slope 2. Ftg., Main; Soils-Elec. Grnd.-/ /" Ftg. Depth 3. Ftg., Garage; Soils-Steel-Elec. Grnd.-/ f' Ftg. Depth 4. Ftg., Porches & Decks; Soils -Steel-/ P' Ftg. Depth 5. Stemwalls, Main; Ste el- Blockouts-Wrapped 6. Stemwalls, Garage; Steel-Blockouts-Wrapped 6a. Hold Downs and Special Anchors 7. Slab, Steel -Wrapped 8. Piers -Fireplace Ftg.-Steel 9. D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 10. UF, Gas Pipe; Size Anchors - Yard Gas Piping; Size Test 11. Water Pipe; Test -Anchors -Regulator -Service Test 12. Electric Underground 13. Plenums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts -Joists- Vent s-Crippies 15. Access & Ventilation 16. Insulation Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date 63. 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; Sixe & Anchors 70. Fireplace or Stove, Clearance -Hearth Date 71. Card B-1 Date Card B-1 Date 72. Card B-1 Date Card B-1 Date 73. 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 At 30. Range Circle / / ga Cu or AI -Oven Circ. / / ga Cu or Al Insulated Neutral ❑ Yes ❑ 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 A Date 85. Card B-1 mate Card B-1 Date 86. Card B-1 Date Card B-1 Date 87. 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 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 FRAMING (Permit) OK except #'s Date 40. Sills Proper Materials & Anchors Comments at Final: 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 jingle & Duplex) Date FRAMING (Continued) 46. Hangers -Post Caps -Anchors -Connectors 47. Cling. Joist-Rftr. Ties-Purlin-Roll Brac.-Truss -Shting.-Ring. 48. Fireplace Ties or Type A Flue -Fireplace Throat Clearance 49. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 50. Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 51. Garage Fire Protection Framing 52. Property Line Firewall & Openings 53. Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 54. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 55 Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 56. Siding -Nailing Veneer 57. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 58. Glazing Area -Glass Protection -Skylights -Plastic 59. Shear Walls; Nailing -Bolts 60. Brace Interior/Exterior Wall Panels 61. Insulation -Walls -Ceilings 62. I nfiltratidn-Walls-Windows Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 63. Ext. Steps -Door & Sidelight Protection -Landings 64. Smoke Detector 65. Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 66. Bedroom Exiting 67. G.F.I. & Bath Fixtures & Tub Access -Spa 68. Elec. Trim & Subpanel, Breaker Sizes & Labels 69. Stairs & Rails 70. Fireplace or Stove, Clearance -Hearth 71. Elec. Outlets at Wood Panel, Int. & Ext. 72. Kit. Fixt. & Appliance; Ground -Air dap -Cooking Clearance 73. Elec. Outlets & Receptacles at Kit. Counter 74. Garage Fire Door; Swing -Landing -Closure 75. A.C. Duct in Garage -Damper 76. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 77. Plb., Elec. & Mech. Equip. Listed for Location 78. Elec. Receptacles in Garage (F.F.I.)-Romex Protection 79. Insulation -Foam -Looked in Attic 80. Guard Rails & Deck Construction -Post Caps 81. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor Q Yes 82. Following Insild./Drive J Yes J No/Walks J Yes J No/Planters J Yes J No 83. Stucco Brown -Finish 84. A.C. Unit Disconnect, Electrical -Plumbing 85. Vents Above Roof, Pibg-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: 4Ali COUNTY OF BUTTE 3' BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive - Oroville, CA - (530) 538-7541 CORRECTION NOTICE Y�^ OWNER PERMIT NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected. Please call for re -inspection when correction of ?� e work is compl5Ped. If you have any questions pertaining to this matter, or need additional explanation, grease contact the Building Inspector as indicated below. Date ' at,/Inspector / 1txll_ % ay t REV 4/05 Phone # M ,� FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 INTER -DEPARTMENTAL MEMORANDUM TO: BUILDING DIVISION, OROVILLE FROM: ��c�mr,I , ENVIR. HEALTH, CHICO DATE: 9-; Z( - 01 . RELEASE ENV. HEALTH HOLD ON BUILDING FINAL FOR: OWNER NAME: , 1C24�i�, ,1 SEPTIC: WELL: AP#:t(�8�- 0 L0 ADDRESS/LOCATION: Comments: G L/mem os/re I e aseho I d 'Ile. 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 PERMIT ASSESSOR PARCEL NUMBER fl ZONING - BUILDING PERMIT OWNER TELEPHONE SO. FT. OCC. BUILDING VALUATION .OWNERS MAILING ADDRESS y 2$7 EA MST. CH0oCA 9592-8 CONTRACTOR'S NAME PEitF MON POOLS TELEPHONE 895- CGNTpAC DRS MAILING _ADDRE th S� Qdco. \iii Cx 955928 CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation $ ! ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ 7.00 ARCHITECT OR ENGINEERS MAILING ADDRESS Pian Checking Fee $ X)SOU B"ILHcPD ss EM' woo I Energy Pian Checking Fee $ $ PERMIT FEE $ (Y*00 LAT NO. SUBDIVISIONS NAME i* PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE SF O Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 Solar or heat um water heater 23.00 Water piping 15.00 0. Each gas water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other Describe Work: FWL MAM #_%0-97 Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home I S G W Q20.00 PERMIT FEE $ 35000 ELECTRICAL PERMIT Filing Feel 20.00 Main Service zoOA 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 0-. 5-4 Lic. No. lisCC.65 4 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. ❑ 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 WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' comp ggnsation insurance carrier and policy number are: Carrier /G! a c xlo Policy Number ',Z -%Z, V;i7%::?-+- �'� (rhe 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. ( J X /w. -ick , L�1aDate �y D III Si atL a of Applicant - ❑ Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. ' j' �"�, TO Main Service TO 46.00 NEW CONST. DWELEE DWOCCUCUP. SO OR ADDNS. ( 8 ACC. BLDS. 3.5¢FT. ULT =RESIU =',0 ' I. C2TI �a 7.50 POWER APPARATUS 8SINGLE OUTLET CIR. Ex. Occup. OLmFTORFDcrURES 20°''00 BAL p .SO NS Ex. Occup.o xiRLEEDrs PL.16 DE. 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 pool eleattle PERMIT FEE $ 50.00reason MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling Hood 6.50 Ventilations PERMIT FEI: $ Mobile Home Installation Fee $ Energy Inspection Fee $ Occ CONST. TYPE TOTAL FEE $355.00 HAZ. p, FEES IMP FLOOD FDF I PARCEL I PD I HD rUE This permit is hereby issued under of the Butte County Code and/or indicated above for hich ees have ByZ�10 .ww.Ir► PERMIT EXPIRES ON the applicable provisions Resolutions to do work been paid. Date / Q% rl, A0 z: (Da to) Recei tNo. -- r .. 1 p 7 �'i .. " t` WHITE-D.D.S.•B. CANAR-ASSESSO •. _PINK -INSPECTOR GOLDENROD -APPLICANT COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION t 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 P RMIT NO. (Rev.12ib6) APPLICATION AND PERMIT O ��4� ASSESSOR PARCEL NUMBER L6$O02 ZONING BU I LD1 NG P ERM IT OWNER MMK ST EPE TELEPHONE SO. FT. OCC. BUILDING VALUATION cont. 2178JI .OWNER NG 217 EAGLE NEST CHIOo CA 95928 CONTRACTOR'S NAME PRRFFX:TTON POOLS TELEPHONE 895-0437 CONTRACTORS MAILING ADDRESS 897 E. 20th St. Chico, CA 95928 CONSTRUCTION LENDER LENDER'S MAILING ADDRESS Fireplace Total Valuation $ 1 ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ 225.00 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ J.UU BUIL(�(ffD �� Ll,D�E3SGLE NEST, CHICO Energy Plan Checking Fee $ $ PERMIT FEE -i--270.00 LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF [�, Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 1 7.00 Solar or heat pump water heater 1 23.00 Water piping 15.00 Each as water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other 10 Describe Work: POOL MASTER #500-97 Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home IS I GI W 920.00 PERMIT FEE S 35.00 ELECTRICAL PERMIT I Fling Fee 20.00 aOOR Main Service 200A 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 Lull fo ce and effect. License Class al Lic. No. ��C(� OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ 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. OR ( So 3.5dFT: CONSTNMUAcco� NON-REID. 97.50 POWER APPARATUS 8 SINGLE OUTLET CIR. Ex. Occup. OUTLET OR FIXTURES 00 BAS @':50 Ex. Occup.,OUTLETS FI OR 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 POO electric 30.00 PERMIT FEE t 50.00 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' comp nsation insurance carrier and policy number are: CarrierAC'�dQ_0 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 kers' compensation provisions of section 3700 of the Labor Code, I shall fo ith comply with those visions. � f 17 X�i(! .�� ate Ll D J Si at a of Applicant - ❑ Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEI_ $ Mobile Home Installation Fee $ Energy Inspection Fee $ Occ CONST. TYPE TOTAL FEE $355.00 =.A IMP FLOOD cDF PARCEL PO HD UE This permit is hereby issued under of the Butte County Code and/or indicated above for ich ees have By PERMIT EXPIRES ON the applicable provisions Resolutions to do work been paid. Date ate ReceiptNo. WHITE-D.D.S.-B.D. CANAR -AS ESS PINK-INSPECTO GOLDENROD -APPLICANT p OUNTYOF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION "' _7 COUNTY CENTEWDRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 tl PERMIT APPLICATION DATA SHEET t OWNER: ASSESSOR PARCEi iUMBER: (� (OZO -n2_0 Proposed Build'g Use: :jMDn Building Inspector 0 A Date: —1 —4 / Afetime of permit application, I was advised the following data must be s bmitted prior to permit processmg and/or issuance: Date Received By 111 All items have been submitted -------------------------------------------------------------------------------------- Otplot` plans, 3/4 sets, signed by the preparer of plans. ------------------------------------------------------------ ❑ 3 . Complete plans, 3/4 sets, signed by the preparer of plans. ----------------------------------------------------- 04. Engineered plans, 3/4 sets, with wet signature on plans. All engineering must be shown on plans. ❑ 5. Engineered truss details and layout in duplicate (required prior to plan review) No faxes! --------- ❑ 6. Energy Design Compliance and supporting documentation. ------------------------------------------- ❑ 7. Statement of Intent for Non -Heated and A/C Buildings. ----------------------------------------------- ❑ 8. Hazardous Material Form- --------------------------------------------------------------------------------- ❑ 9. Manufactured Home data and installation instructions including Tie Down Specifications ---------- 0 10. Fees of $,---------------------------------------------------------------------------- ❑ 11. Impact fgees as shown on the attached schedule. ----------------------------------------------------------------- ❑ 12. Califon Department of Forestry plan approval/fees. --------------------------------- ------------------------ 111.3. ---------------------- ❑ 3. Flood elation certificate. --------W_ ---- -----/-�---�-�----------------------------------------------------------------- Sanitation'7,and plot plan approval �I;Iealth Department. ------------------------------------------- ❑ 15. City of C�plumbing permit. ----------------------------------------------------------------------------------- ❑ 16. Plot plan and' usiness license approval from the City of Biggs. ---------------------------------------------- ❑ 17. Planning anproval for (A) Use: (B) Parking: -------------------------- ❑ 18. Contact Lantl.Development about ❑ Improvements, ❑ Drainage, ❑ Legal Parcel. ----------------------- ZV ❑ 19. EncroachmenPermit for driveway (construction approval prior to occupancy). ---------------------------- 620. Pre -inspection for required. Request to Building Inspector on (Date) ❑2l . Contractor's license information. (Number, Name Style, Classification). ------------------------------------ D 22. Workers' Compisation carrier and policy number. ----------------------------------------------------------- 023. Owner -Builder- V& cation (Given to owner El, Mailed to owner El) - -------------------------------------- E124. Letter of signs ure uthorization- -------------------------------------------------------------------------------- PY 1125. Recorded co ;of Agricultural Acknowledgment Statement. -------------------------------------------------- 1126. ------------------------------------------------- ❑26. Letter of intent on tuilding use. ----------------------------------------------------------------------------------- ❑ 27. Manufactured Home utility clearance. --------------------------------------------------------------------------- ❑28. Existing violations and/or expired permits. ---------------------------------------------------------------------- ❑29. 0433 b,10'GrantlDeed, ❑ M.H. Title, ❑ Check to H.C.D $ --------------- ❑30. Other,:: ------- en you isre-Ahe pn t, process as follows El Mail to owner, ❑Mail to contractor. /hen and hold for pickup at 6ffice.%Date: Awith* ctor. Applicant: Date: S / Copy of Haz;Mat form sent ❑ Health Department, Fire Dep en .Pol tion - Copy'of=plans sent ❑ Health Department, ❑ Fire Department, ❑ Other: Date: By: 1�, Index permit application for the above items number: ❑ Plan Check List 24Additional items required: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date ` Conkractor, designer, owner, was advised of the above required data by c3 phone, ❑mail, ❑Building Division counter, by Date Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Plans reviewed by: Date!; Plans approved by: Date: Sets of plans on hold in ❑ Planf abinet, ❑ A.P. folder. Note transfer by: Date: Yellow Copy - Department of Development Services; Building Division. COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-754 i ^MIT No. (Rev. 12/96) AIDDI 11}%ATIf1ik@ w iLa� �r-maws� ASSESSOR PARCEL NUMBER I' CONSTRUCTION LENDER LENDER'S MAILING ADDRESS ARCHITECT OR ENGINEER ARCHRECT OR ENGINEERS MAILING ADDRESS BUR.DINGADDRESS — . ..� LOT NO. I SUBDIVSX)NSNAME ^■�v§,§MIMLJrGf1Will II l,/1 C—) -7 ZONING BUILDING PERMIT (� Te1tPHGNe ���� SO• FfT. OCC. BU LDILUATION TENE JY Fireplace Total Valuation $ USEOFSTRUCTURE SF ❑ Duplex O Mobilehome ❑ Other SPECfFV TYPE OF WORK New O Addition O Remodel ❑ Utilities O Installation O Other O Describe Work: vb�; \ *PERMIT FEE PAID SRA -- SHERIFF OTHER AAAOVNT RECEIVED y 4 *RECEIPT NUMBER Z`C�� TO BE PUT INTO COMPUTER Filing Fee $ Permit Fee S Plan Checking Fee L Energy Plan Checking Fee S S PERMIT FEE PLUMBING PERMIT Each Trap Solar or heat pump water heater Water piping Each gas water heater or vent Gas piping system 1 - 5 outlets Building sewer Mobile HomeS G W — 20.00 — PERMIT FEE t ELECTRICAL PERMIT Fling Fee 20.00 Main Service p. oa LESS 23.00 Main Service sow To I000A 46.00 NEW CONST. ( DWELLING OCCUP. OR ADONS. & ACC. BUDS. 3.SQF°; N ONS MULTI -OUTLET NON•R61D. 7.50 POWER APPARATUS 6 SINGLE OUTLET CUR. C Ex. Occup. OUTLET FOmMES ZO ®1.00 00 BAl Ex. Occup.O� °QID OERw I 5.00 i Temporary Service 23.00 I Mobile Home Facilities 20.00 Misc. Wirin 23.00 C— 1 3 PERMIT FEE i MECHANICAL PERMIT Fling Fee20.00 Heating 6.50 Ir Home Installation Fee S Inspection Fee S CONST. TYPE IjJTOTAL FEE $ -� Z. D. FEESIMP FLOOD CDF PARCEL I PD I HD I ISSUE This permit is hereby Issued under the applicable provisions of the Butte County Code and/or Resolutions to do work Indicated above for which fees have been paid. By Date PERMIT EXPIRES ON E.H. USE ONLY Plot Plan Attached Floor Plan Attache \ Sent to B�.00..j V TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance z f7 6e,46, Ala 011- ejo -Ozo Owner Location AP# Plan Approved for: Sewage Disposal Water Supply: Public Private Well Clearance for dwelling. Other / 9f /!e, Hold final for: Final clearance O.K. for: (VOTE: Environmental Health Specialist Date 8/96 cl/ oomfo-vm,-I� 1��Wv G�L) f15 -S • 10Z"NO'9 APPROVED Butte County \1-6109 Environmental Health 031A3 '7 Date kAMY2314 1810LUU011AUS �i NOTES /A- d -15,01 411 Air RESIDENTIAL 011-6807021 \ 04-0049 KESTERSON, NIARK 217 EAGLE NEST DR., CHICO CONTR: OWNER +NEW SINGLE FAMILY RESIDENCE SPECIAL CONDITIONS' - CHECKED BY _XRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL. INSPECTIOWITEMS , VERIFY { USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER 40A J �v c OT\pro _ q r OFFICE COPY Addressz.bl C Ie Nes GAS Meter By Date ELECTRIC ��Z-%�S Meter By ` Date JOB FINALED (Date) } Signature j i" ti �= OK 0 = Not OK = Not Applicable = Not Ready MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s Footings; Soils -Size -Depth -Spacing -Connectors -Steel ` 1. Zoning Requirements -Setbacks -Easements 4. 2. Soils; Special MH Support Sketch Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 3. Sewer; Location -Test -Fall -C/O -Concrete ` 7. 4. Water; Location -Test -Easement Needed (Sketch) Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete 10. 6. Gas; Location -Test -Wrap;-/ /" L'ft. / P Nat. or / /"L"ft./ PLPG Ext.; Steps -Doors -Landings 7. Well Clearance & Disconnect Plumb.; Cir. Test -Water Supply Test 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-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 L` J = OK 0 = Not OK - = Not Applicable = Not Ready RESIDENTIAL (Single & Duplex) Date M5derfloor (Plans) OK except #'s Date Pf Zoni etbacks- Easements- Flood- Slope (� , . 4 .�l4angers-Post Caps -Anchors -Connectors �i. t ain; Soils Elec. Grnd.-/ /" Ftg. Depth Cling. Joist-Rftr. Ties- Purlin-Rot! Brac.-Truss -Shting.-Ring. Ftg. arage; Soils-Steel-Elec. Grnd.-/ r' Ftg. Depth replace Ties or Type A Flue -Fireplace Throat Clearance tg., P rches & Decks; Soils -Steel-/ r' Ftg. Depth idAttic Access; Size & Romex Protection -Draft Stop -Ins. Baffles enwglls, Main; Sfeel- Blockouts-Wrapped Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 6 e ails, Garage; Steel-Blockouts-Wrapped arage Fire Protection Framing a old Downs and Special Anchors Property Line Firewall &Openings 7. Slab, Steel -Wrapped 06. Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 8. Pi -Fireplace Ftg.-Steel {r4 tairs; Width -Headroom -Rise -Run -Landing -Fire Protection aA.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test lywo( 10. F, Gas Pipe; Size Anchors - Yard Gas Piping; Size Test . S' -Nailing Veneer 11 Water Pipe; Test -Anchors -Regulator -Service Test % tucco Mesh -Drip Screed -Fd. Vents-Underflr. Access GlazWa-Area-Glass Protection- Skvlights-Plastic FRAMING (Continued) e Vents -Rafter 12. electric Underground 13. Venums & Ducts; Clearance -Material -Support -Ins. 140"'Girders-Sills-Anchor Bolls-Joists-Vents-Crippies 15. Access & Ventilation 16. Insulation Date I/Pin M Card B-1 Date Card B-1 Date Card -1 Date Card B-1 DateLUMBING (Permit) OK except #'s ater Htr.; Vent -Access -Combustion Air Baffle ater ?'W; Test & Anchor -Nail Protection V.; Test Fittings & Anchor -Nail Protection 0. Shower Pan; Test, First Floor -Tub Access .24. est Tub & Shower, Second Floor -Tub Access Gas Pipe; Sixe & Anchors Date , ( Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s xture & Transformer Clearance -Ins. Protection E ec. Receptacles Spacing -Lights & Switches at Doors V. ize Boxes & No. of Conductors Stapled W,06mex Installed Close to Edge of Studs & C.J. p. Ground made up w/Mech Fasteners -Bond Gas & Water Appliance Circuits in Kitchen & Conductor Size GFI bteed Wire Size ' / C or AI-A.C. Wire Size / / ga Cu or At Range Circle G_ / g C or AI -Oven Circ. / / ga Cu or At sulated Neutral Q Yes Q No ervice-Riser Conductors & Ground Main Disconnect quip. Clearances Panels-Motors-Mech. Equip. lothes Closet Light -Shower Light -Spa Light Smoke Detector Dat! 0 ()k_Z Card B-1 Date Card B-1 Date qard B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s C. Ducts Insulation & Support Vent Fan, Exhaust above insulation ondensate Drain & Overflow, Size & Grade Furnace -Vent Access -Comb. Air -Return Air Vent 115 outlet -Be-. Attic Access & Platform if Furnace in Attic Dat. ( and B-1 Date Card B-1 Date — Card B-1 Date Card B-1 Date FRAMING (Permit) OK except #'s 1 0. ills Proper Materials & Anchors Wal s Studs -Nailing Spacing & Braces -Plates -Sound ear' g Walls over Girders & Floor Nailing aft Stop in Walls (rat proof) V—,/)ire Stops, Furred Ceilings -Stairs -Chasers -Tubs Headers & Beams -Size & Bearing x f (/(- !:rZ 19!Shear Walls; Nailing -Bolts 60. Br Interior/Exterior Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card Bvir— Date_,FINAL (Plans) OK except #'s Ext. eps-Door & Sidelight Protection -Landings Smo a Detector urnace Vents -clearance -Comb, Air -Connector - In rage; Above Floor-Ducts-Mech. Protection Bedroom Exiting F.. & Bath Fixtures & Tub Access -Spa le im & Subpanel, Breaker Sizes & Labels Stair ails We-<Irepiagaor Stove, Clearance -Hearth 4—Ere—c. Outlets at Wood Panel, Int. & Ext. 72. Ki xt. & Appliance; Ground -Air Gap -Cooking Clearance Elec. Oy0flets & Receptacles at Kit. Counter Fire Door; Swing -Landing -Closure A.C. qi4ct in Garage -Damper 7 r. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in age; Above Floor-Mech. Protection Ib Elec. & Mech. Equip. Listed for Location EI eceptacles in Garage (F.F.I.)-Romex Protection Insul ' n -Foam -Looked in Attic Guard Rails & Deck Construction -Post Caps dn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked er Floor Q Yes 82. Following Instl rive J Yes J No/Walks J Yes J No/Planters J Yes J No %,d1Bj /Y' 83. StyaeTBVWn-Finish / 184 A. it Disconnect, Electrical -Plumbing 45,"Vent.r,.Above Roof, Plbg-Appliance-Fireplace-Clea rance to Openings Elec. Trim, G.F.I. Rec m Throughout House @D/Corr ns from Previous Inspections a -Meters Tagged, Gas -Electric W r & Sewer Connected -C/O to Grade -HD Approval 4JJVAn y Compliance Certificate -Other Certificates Address Posted Date Card B- Date Card B-1 Date Card B-1 Date Card B-1 Dat Card B- Date Card B-1 Comments at Final: Insu-Ta o n Certificate r- BQII,1)ING PERMIT : o/— 0y2 'l BUILDING OWNER: 2 2 I C 1 BUILDING LOCATION: Description of Installation ' •4. ..;> ROOF Material ,. -- —t- t- — ,... _. Brand Name Thezmal Resistance (R value) Thickness (inches) CEILING ed (7 Baht or Bl Batt or BType - = Brand Name Thermal Resistanc- (R-Vilue)Tt'i (inches) Brand Name Brand Loose Fill Type minimum installed weight! ... 1b ~Minimum ttiiclaiess t. inches �,'t 's installed weight per square foot to acheive Thermal Resistance r� Manufacture... .. �.._�_ a ufactu a ..... ....... _._r..... _ .. .. r. _ ._._. _. w-......_�.._.w._._�..r _.�.�' . ._ -. .. - EXTERIOR WALL .i - -� = Material q Brand NameS... Thermal Resistance (R -Value) Thickness (inches) RAISED FLOOR Brand Name MaterialT. Them al Resistance (R -Value)_:. Thickness (inches) rr+- SLAB FLOOR s z:s Brand Name Material Thermal Resistance (R -Value) Thickness (inches) , Width (inches) - FOUNDATION WALL Brand Name Thermal Resistance (R -Value) - Thickness (inches) Deciaration I hereby certify that the above uisuiation was installed in the building at the above location in conformance with - ` the current Building Energy EfflciencY Standards for new trsideadal buildings contained in.Title 24 of the . Calif0 tnia Administrative Cede. ;- - �» ;s ^ , i:. C.ti1 Ge Conaactor lBuiider) Li ease Number _ . jignaaue and Title Daae s ub-Conc=Wr (Insulauon ins:.1cf ) Signacum and Tide _ Liceme Numoa Date THIS CERTIFICATE MUST DE PROVIDED TO THE BUILDING DEPARTMENT PRIOR TO FINAL INSPECTION APPROVAL AND A COPY SHALL BE POSTED WM[IN THE BUILDING JAIUARY 1993 Y COUNTY OF BUTTE BUILDING DIVISION « DEPARTMENT OF -DEVELOPMENT SERVICES 411 Main Street Chico, CA • (530) 891-2751 r 7 County Center Drive • Oroville, CA • (530)'538-7541 CORRECTION NOTICE ? 01-' OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. '1a .i wA Yr 's •f ..*5 +Y -S Date' G� Inspector REV 10/92 -�" COUNTY OF BUTTE BUILDING DIVISION h DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891.,2751 < 7 County Center Drive • Oroville, CA • (530) 538-7541 P� CORRECTION NOTICE OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. Date / Inspector REV 10/92 t� . S y .P Date / Inspector REV 10/92 "X A 0 t'.1 „X '.4 - Da Inspector REV 10/92 4 COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street - Chico, CA - (530) 891-2751 7 County Center Drive - Oroville, CA - (530)538-7541 CORRECTION NOTICE OWNER PERMIT O. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If have any questions pertaining to this matter, or need additional explanation, please c _opXa-ct this office immediately. "X A 0 t'.1 „X '.4 - Da Inspector REV 10/92 a i ` COUNTY OF BUTTE BUILDING DIVISION . DEPARTMENT OF DEVELOPMENT SERVICES :-411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE OWNER PERMIT NO.` A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please:act this office immediately.�� �+r v1 dv1 V /,[ zz?--� f^1i:Det=> ln,=i C -V, t -,,-M Date —jCZ REV 10/92 COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 53877541 CORRECTION NOTICE A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or'need additional explanation, please c this office immediately. C G7 { tv . Date Inspector h a� REV 10/92 COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDIN DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530)5 -7541 PERMITNO. (Rev. 12/96) APPLICATION AND PERMIT ASSESSOR PARCEL NUMBER 011-680-026 ZONING BUILDING PERMIT OWNER KESTERSON, MARK TELEPHONE 343-8271 SO. FT. OCC. BUILDING VALUATION . OWNERS 4 PALISADES DR. CHICO CA 95928 9 2 772• 0 r 149 688.00 913 U X 16 434.00 CONTRACTORS NAME TELEPHONE 824 C 10 712.00 CONTRACTOR'S MAIUNG ADDRESS CONSTRUCTION LENDER LENDER'S MAILING ADDRESS Fireplace Total valuation $ 176 834.00 ARCHITECT OR ENGINEER LICENSE NO. Flirt Fee $ 20.00 Permit Fee $ 909.00 ARChITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ BUILDING ADDRESS 217 EAGLE NEST DR. CHICO CA Energy Plan Checking Fee $$ 00 PERMIT FEE $ 1 542.96 LOT NO. 23 susoNLsroNswu+ROCKY BLUFF MAP 150E PG 8 PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF EX Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 13 7.00 91.00 Solar or heat um water heater 23.00 Water piping 1 1 15.00 15.00 Each gas water heater or vent 15.00 15.00 TYPE OF WORK New IR Addition ❑ Remodel ❑ Ufilities ❑ Installation ❑ Other ❑ Describe Work: NEW SINGLE FAMILY RESIDENCE 3BD Gas piping stem 1 - 5 outlets 15.001 19_00 Building sewer 15.00 15.00 Mobile Home I S I G I W (9?20.00 PERMIT FEE _ ELECTRICAL PERMIT Fling Fee 20.00 Main Service oa Ess 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.PSINGLE License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is Issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed If the permit is for work of a valuation of one hundred dollars ($100) or less.) \ I certify that in the performance of the work for which this permit is Issued, I shall r not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. X- Date I-1-01 Signature of Applicant -;9 Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. Main Service sooA To +000A 46.00 NEW CONST. DWELLING oCCUP. 3.5Q SO. OR ADDNS. 8 ACC. BEDS. FT. 128 98 N"ONRESD. MULTI -OUTLET @7.50 OUTLET OWER APPARATUS IR. 8 20@'•0° Ex. Occup. OUTLET ORFIXTURES BAL @ .50 Ex. Occup. o�E�°rsAPPR. D) E 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wirino 23.00 PERMIT FEE $ 194.98 MECHANICAL PERMIT Fling Fee 1 20.00 Heating 1 130.00 30.00 Cooling IL Hood 1 6.50 6.50 Ventilation 3 4.50 13.50 PERMIT FEI: $ 70.00 Mobile Home Installation Fee $ Energy Inspection Fee $ 46.00 occ R 3 CONST. TYPE U VN TfiTAL FEE $ 24.83 HAz. _ D FEES IMP I FLOOD X I CDF PARCEL PD I HD X 6SUE This permit is hereby Issued under the applicable provisions of the Butte County ode and/or Resolutions to do work indic for huh fees have been paid. By l"" Date PERMIT EXPIRES ON ;#S Oz- ate Receipt No. 314407 WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT HS �AI:rA 'COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION V� 7 County Center Drive a Oroville, California 95965 • Telephone (530) 538-7541 PERMIT NO. (Rev.I2AG) APPLICATION AND PERMIT AsaosoR•AaeaPaneer v // ._ 6 D .- ! (' nD1"0 BUILDING PERMIT CWWA c'�-�/i c3D� /CSC rs`a' f ��✓ SO. FT. OCC. BUILDING VALUATION VV Z owners YA " A77_8 Gf . 0WPAM" mum G P rcLVNONe .00 oo►rrrAcrors wuwo Aooress oONSTWX 10" u0100 0 Fire lace Q uc on &WUHo AooPas Total Valuation = AAC+ffECTOa DOXNam " ENO Slina Fee S 20.00 Permit Fee = AACKrEa OR e+oNMMs uALM Aooaess / Plan Checking Fee 5cfh. X5 S eLJaDNOAOOP"s 1,7 6w-z,�F- ke5f ze Ole O Energy Plan Checking Fee $ PERMIT FEE S �T"o tU°°"141DNn""� 0 � t PARC sI nL wr PLUMBING PERMIT Fling Fee 20.00 Each Trap7.00 ,�' i USEOFSTRUCTURE SF Duplex O Mobilehome O Other Solar or heat pump water heater 23.001 Water piping 15.00 / Each gas water heater or vent 15.00 TYPE OF WORK New Addition O Remodel O Utilities O Installation O Other O Describe Work: i Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 16- Moble Home S G W (&20.00 ' PERMIT FEE _ ELECTRICAL PERMIT Filing Fee 20.00 Main Service zooA ORUESS 23.001,A3 r1�Fi��� coV � hd- _ ''''/� ` / ' /% I _ �E��'//-/�J / N V K ` j� I ✓ L 14 XAi= 3)V t: �/))/� �j *PERMIT FEE PAID �I 6 �" SRA - ' /, D (� SHERIFF 3 fOQ, (j OTHER $ $ $ AMOUNT RECQVE� $ �' Jam` `�� *RECEIPT NUMBER �j0 * TO BE PVT INTO COMPUTER Main Service 20" TO ,A 48.00 CONST. own, AACCO OC a. SQ OR AooNs. a ACC. erns. 3.5aPr. NOKRFS10. ow rum • NUIhOVr1Er C@7.50 SNOLt OUft£f C0. Ex. OCCU OVR£r OR IMMAD 200 1.00 aw.56 PIXEO APPUS. OR Ex. Occup.ovnt�s Psio. a 5.00 Temporary Service 23.00 A5,,00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE S / PERMIT Filing 20.00 HeatMECHANICAL ing ;R 10 1 TIM Cooling Hood e.so Ventilation y S PERMIT FEt ! I% Moble Home Installation Fee S Energy Inspection Fee S Ulu COMPE TOTAL FEE $ NAZ WP 8.000 COP PARCH Po This permit is h issued under the applicable provisions of the Butte County Code and/or Resolutions to do work Indicated above for which fees have been paid. By Date PERMIT EXPIRES ON 2Ln1 —_ riZJ.`. i_3�d R:.-- �=_•t.'_ati1n�!".ti:sL-�".y��__'t ...:..a_: .:.,y: ,•.ar. y; ��c�a_��t�]�l'�•t"�- ' � s a COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 PERMIT APPLICATION DATA SHEET14? OWNER: ASSESSOR PARC ER: Q Proposed B it in Use: Building Inspector: Date: At time of permit applicatio , I was advised the following data must be submitted prior to permit processing and/or issuance: Date Received By ❑ 1. All items have been submitted-------------------------------------------------------------------------------------- Plot plans, 3/4 sets, signed by the preparer of plans. ------------------------------------------------------------ 4 3. Complete plans, 3/4 sets, signed by the preparer of plans. ----------------------------------------------------- �4. Engineered lans, 3/4 sets, with wet signature p on plans. All engineering must be shown on plans. -------- r VJ.. Engineered truss details and layout in duplicate (required prior to plan review) No faxes! ------------------ . Energy Design Compliance and supporting documentation. ---------------------------------------------------- ❑ 7. Statement of Intent for Non -Heated and A/C Buildings.--------------------------------------------------------- ❑ 8. Hazardous Material Form. ------------------------------------------------------------------------------------------ Q� 9. anufactured Home data and insttaall2*oon instructions including Tie Down Specifications .------------------ -���— V Fees of -------------------------- - moo" -U 1. Impact fees as shown on the attached schedule.- E;-_ 2. California •Department of Forestry plan approval/fees. - __�L-/,[ '•__ ------------- EPI. Flood elevation certificate. -------- ----- ------------------------------------- ------------------------------- 14. Sanitation and plot plan approvalV Health Department. ------------------------------------------- 3!7 ❑ 15. City of Chico plumbing permit. ----------------------------------------------------------------------------------- d r lot plan and business license approval fro the City ofBiggs. ---------------------- lanning approval for (A) Use: (B) Parking: _. ontact Land Development about Improvements, ❑ Drainage, Legal Parcel. .ncroachment Permit for driveway (construction approval prior to occupancy). ---- ❑20. Pre -inspection for required Request to Building Inspector on ❑21. Contractor's license information. (Number, Name Style, Classification). �C. . Workers' Compensation carrier and policy number. ----------------------- Owner -Builder Verification (Given to owner ❑, Mailed to owner ❑). -. E124. Letter of signature authorization. ------------------------------ t / ecorded copy of Agricultural Acknowledgment Statement. 026. Letter of intent on building;use. -------------------------------- 027. Manufactured Home utility cl6arance-------------------------- 1:128. ------------------------ ❑28. Exi g violations and/or expired permits. -------------------- ❑29 .433 A❑Grant Deed, 11M.H. Title, El CheclS4o H.C.D $ .i O. Other: I.a,l'1 M* M rPn T 11n N r . 1 y�-- en you issue the permit, prWess as follows 94'Mail to owner, ❑ to contractor. w. elephone `i,3c)- 9.3 - 6 Z7 I anhold r pickup O office. ❑ Deliver with inspector. Copy of Haz-Mat form sent ❑ Health Department, ❑ Fire Department, ❑ Airv' Pollution Copy of plans sent ❑ Health Department, ❑ Fire Depart, q Other: , i 1. Index permit application for the above iterps number N lan Check List 2. Additional items required: > ( , 1 I Contractor, esi er, o� , was advised of the above required data by ❑ phone, mail, ❑ •lding Division co ter, _ Date: 1 •11- D oC ntractor, designer, owner, was advised of the above required data by tone, o mail, ❑ Building Division counter, byDate: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: ' Contractor, designer, owner was 'sed of the above required data by ❑ phone, ❑ mail, ❑ Building Divisio counter, by Date: Plans reviewed by: Date: 1 • 1-1.01 Plans approved by: Date: Z0 `�— Sets of plans on hold in ❑ Plan Cabinet, ❑ A.P. folder. Note transfer by: Date: TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance a,a E.H. USE ONLY Ala. Plan Attached Floor Plan Attached Sent to B.D. I • &jfd AZ" 2.17 f�Qe. Ale A - !)l I - &P� o - 0z' Owner 0 Location AP## Plan Approved for: Sewage Disposal /� Water Supply: Public X Private Well Clearance for 6 dwelling. attrer W/ curve-.¢jn,*-ib n� n -o final for: -5�JI f7C. Ce t�71 Final clearance O.K. for: NOTE: Environmental Health Specialist Date 8/96 L TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance a,a E.H. USE ONLY Ala. Plan Attached Floor Plan Attached Sent to B.D. I • &jfd AZ" 2.17 f�Qe. Ale A - !)l I - &P� o - 0z' Owner 0 Location AP## Plan Approved for: Sewage Disposal /� Water Supply: Public X Private Well Clearance for 6 dwelling. attrer W/ curve-.¢jn,*-ib n� n -o final for: -5�JI f7C. Ce t�71 Final clearance O.K. for: NOTE: Environmental Health Specialist Date 8/96 COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE CA 95965 TELEPHONE (916) 538-7541 SCHEDULE OF FEES DUE OWNER 5 L.Z15291-J A. P. # PROPOSED BUILDING USE Gf ✓/ DATE RECEIPT # DATE REC 1. BUILDING PERMIT FEES -- Balance Due ................ $ UE J -- Additional Fees Due ........... $ -- Additional Fees Due ............. $ ,� -- Revised Plan Checking Fee ...... $ SCHOOL DISTRICT FEES aid at District Officey P ) 3. SHERIFF FEES (paid at Building Division) Residential ........ x $360.00 = $ tJ 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) 7. SRA FRE INSPECTION AND P C �� $89.00 (paid at Building Division) 8. WATER TENDER FEES (Battalion # ) $200.00 (paid at Building Division) 9. CSA 87 TRAFFIC FEE $2500.00 (paid at Building Division) 10. OTHER At time of permit application, I was advised the above fees are required to be paid prior to issuance of the building permit. These fees may be changed during the plan checking process. APPI.ICAN DATE 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) Attention Property Owner: An "owner -builder" building permit has been applied for in your name and bearing your signature. Please complete and return this information. at. your earliest . opportunity ..to avoid unnecessary delay in processing and issuing your building permit. No building permit will be issued until this verification is received. �1. 1 personally -plan to provide the major labor and materials for construction of the:,`- �Z. NOVproposed property improvement ment YES[ ] NOV I HAVE] HAVE NOT[ ]signed an application for a building permit for. the proposed work. 3. 1 have contracted with the following person (firm) to provide. the 'prpposid construction: IMM "I ADDRESS: CITY: PHONE: CONTRACTOR'S LICENSE NO." 4. 1 plan to provide portions of this work,, but I have hired the following peisoii� to coordinate, supervise, and provide the major work: NAME: ADDRESS: CITY: PHONE: CONTRACTOR'S LICENSE NO. 5. 1 will provide. some of the work but I have contracted (hired) the fbUowm*S4xxs . o . ns to provide the work indicated: NAME ADDRESS PHONE TYPE .. OFW6 SlD: 717 PROPERTY OWNE S 1 /DATE: NOTE: This owner -Builder Verification is required by Section 19831 and 19832 of the California Heilthand Safety Code. This verification must be completed and returned to our offlice'before we are permitted to issue the permit. Dear Property Owner- An wner An application for a building permit has been submitted in your name listing yourself as the builder of property improvements specified. For your protection, you should be aware that as "owner -builder" you are the responsible party of record on such a permit Building permits are not required to be signed by property owners unless they are personally performing their own work. If your work is being performed by someone other than yourself, you may. protect yourself from possible liability if that person applies for the proper permit in his or her name. Contractors are required by law to be licensed and bonded by the State of California and to have a business license from the city or county. They are also required by law to put their license number on all permits for which they apply. If you plan to do your own work, with the exception of various trades that you plan to'subcontraM. you should be aware of the following information for your benefit and protection:. 0 If you employ or otherwise engage any persons other than your immediate family, and the work (including materials and other costs) is $300 or more for the entire project, and such persons are not licensed as contractors or subcontractors, then you may be an employer. 0 If you are an employer, you must register with the State and Federal Governments as an employer and you are subject to several obligations including state and federal income tax withholding, federal social security taxes, workers compensation insurance, disability insurance costs, and unemployment compensation contabutions. 0 There may be financial risks'for*you if you do not carry out these obligations,'and.these risks are especially serious with respect to worker's compensation insurance. ` 0 For more specific information about your obligations under Federal Law, contract the Inteinil Revenue Service (and, if you wish, the U.S. Small Business Administration). For more specific informatron'about your obligations under State Law, contact the Department of Benefit Payments and the Division 'of Industrial, Accidents. If the structure is intended for sale, property owners who are not licensed contractors ;are :allowed to perform their work personally or through their own employees, without a licensed contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons professing to be contractors is to secure an "ownerbuilder" building permit, erroneously implying that the property owner is providing his or her own labor and material. personally. Building permits are not required to be signed by property owners unless they are performing their oar work personally. Information about licensed contractors may be obtained by contracting the Contractors State License Board in your community or at 1020 N Street, Sacramento, CA. 95814. Please complete the "Owner Builder Verification" on the reverse side of this form so that we can confirm. that you are aware of these matters. The building permit will not be issued until the verification is returned i ly, Mic el C. Vi ira, C.B.O. ger, Building Inspection NOTE: This Owner -Builder Information is required by Section 19830 of the California Health and Safety Code. .r.. ttlor^"Truer'r.1�.�:..�'MiN`i•+&-rr(hi^v'.Rr.,�✓N7^���•'n�.'�w,.iii("i"'.1*iWCii.�l`rrfy..i{IiFR%Tref.'Y'^S�'TMf:•?IY.�u:�qr'r`..wt�i(t^^yf'�fi�+e'f(/"tirP1Y��..... BUTTE COUNTY PARRS DEVELOPMENT FEE CERTIFICATION FORK CHICO AREA-R ,,//E }}CREATION AND PARR DISTRICT Assessor Parcel Number (s) V / / Z 5 Property Owner Project Location/Address 9/-7 66tab.QQ Subdivision �� l/lit' Lot Number(s) �3 Residential Development: (check one) X- New Development _Alteration/Addition Mobilehome(s) _Non -Residential to Residential Total Number of Dwelling Units t �.. � �. .' .. � .. .� .., �� Y.,�?� F.. a'i. ripyi i�ar .. �r,'. } ^�'•�, � Yy ,'�� .'# irj. ;��'�:; •. �r _ ... .. ,. Comment: Buildin Dep%r rent Rep ese tative Date .':,��.. �5t�•:-'.�..A'.A..k•k•A.�.•�.y�,A•'A.•A..�..�'y�'.k.�..�..k.k.k•k'il,.�..�'.A"k.�'.�..�..A..�..A..�..kyr.,k,�•�y�..�„�'•�•.�•.�'•�.,�.y�'.�.,�••�.•A'.�.�..A.•�..�.•�.•k•R.I�*-_x•y�•.�'.�.•�"k•A"A'�'�•�'w�' Chico Area Recreation and Park District(CARD) certifies that cant Name) 2, �• .3> �- Phone Number) N (Stream Address) to (City) (State) (Zip Code); has complied with the requirements of Butte Co. Resolution No. 90-140 by payment for ( dwelling units @ $1',189 for total payment of $ 6A 3 0' CARD Representative Date r PAID BY CHECK NO. REMARKS: r BANK NO. PAID BY CASH RECEIPT NO. Distribution: White --Applicant Yellow --Butte Co. Building Dept. Pink --CARD Goldenrod --City of Chico Building Dept. park. fee ( form revised 11/90) 03/02/01 #9320 11:02AM iWTITAL $1189. 0 v.- .�M�-�� -;tet • .. . , , _ ..__ �- ?P BUTTE. COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) School District Building Department No. A.P. Number f /��—_g tJ -00;18 Jurisdiction: City County Property'Owner Property Location/Address t Subdivision Lot No. 2 .................................................................................................................. Residential Development Sq. Footage62 q 17 No"of Living Mobile Home Addition/ 'Supplemental to (Group R) Units Installation Conversion Permit # '(No foundation inspection): .................................................. ............................ CommerciaUlndustrial_ t ( �� ! .; . (•, Sq. Footage e .t New .i., ,� AddRion '' :' � r (Including Exterior ( Roofed Areas) Jrivvr runs rcvmwea Uy acnool uistrici r'ersonneil District Identification No. School District certifies that r (Street Address) . 1 has :complied with the requirements of Resolution No. representing -7a square feet. ck ol.District Repre 47L/ - TL _, . f - is 60 •o Paid by Check #' Remarks: «g _4U4 a s .IRO Date (Applicant) (Phone Number) S �3 (State) ' (Zip Code) by payment of $ AB 2926 $ t FULL MITIGATION $ x 3/�.� i. _. Date a. 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 660201al, within 90 days from the date fees are paid. Failure to submit a timely written protest will prohibit you from challenging the imposition of the fees in any court action. If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is notified by the applicable Local Planning Agency that this project is being reviewed under the California Environmental Quality' -Act (CEQA), this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. White (applicant), Yellow (building department), Pink (school district) feeform.xls 00/98)dmm 4PLAN REVIEW RESPON,%FORM In order to expedite the review of your plans, please complete the following information and return this form with your re.submitW. . this form is not complete, as to all correction items, we will not be able to accept your re -submittal for review. There must be a vali response to every item requested in our plan correction letter. "By others" is not considered a valid response. Please indicate yoL response to each item and the location where the information can be found on the planstcalcs. ATTACH THIS FORM TO A COPY OF YOUR PLAN REVIEW LETTER AND RETURN WITH REVISED AND ORIGINAI 01 •uc M Nzy, kas-jT---<z,s 0-J SESSORS PARCEL NUMBER oil - (08c)- v23 RESPONSE FOR PLAN CHECK LETTER DATED: J p,1.1 1 j, 2 0o I 01131'01 II Numtstm 01-0049 PLAN CHECK ITEM # RESPONSE BY: L.4'rzrz-f ". R/L LOCATION ON PLANS/CALCS: LOCATION ON PLANS/CALCS: `G o -1 40- COMMEN S: .ry � � Gm d lid 4 vL4:it U l) I Ra 1 AJ 77 i0F C (',>L N (17 FLS fi.. L'W ,R,- &4 KA A -L /'z, -.S PLAN CHECK ITEM # RESPONSE BY: L Arz12`f WA✓Z--J r,K LOCATION ON PLANS/CALCS: COMMENTS:- r v' _ 1L•�11-j 1J-Cs5 14 % l G /SJ V S WJWPJ CEJ S N cam.- L✓ k.- FL. M W A--9 1 I' e -b —1 rr- OnJ A RIPL FLC. u 6PJ 1 LAs L_ %-A.1 PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: LA4-4�ti Awl- s .r' s) - L t.4) ---,J 'OMMENTS: AD0OW -i {�C 51 'Or, 64VL4,OJ7 Q PR -11-r% P0(Ptl "-0 %#'eL. PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: y L'A!�rrA. COMMENTS:Qa- s FL LD Pk} I LA=> PLAN CHECK REM # S S BY: LOCATION ON PLANS/CALCS: �t &AN REVIEW RESPONSS'ORM In order to expedite the review of your plans, please complete the following information and return this form with your re- submittal this form is not complete, as to all correction items, we will not be able,to accept your re -submittal for review. There must be a vali response to every item requested in our plan correction letter. "By others" is not considered a valid response. Please indicate yot response to each item and the location where the information can be found on the plarWcalcs. ATTACH THRETURN L5 FORM TO A COPY OF YOUR PLAN REVIEW LETTER AND WITH REVISED AND ORIGINAL PLANS. OWNERS NAME DATE: ASSESSORS PARCEL NUMBER PERMIT NUMBER of ► - ro So• 013 RESPONSE FOR PLAN CHECK LETTER DATED: PLAN CHECK ITEM # l1.1� RESPONSE BY: _.pNbS��� ea y Lk A✓r."v ti/L. LOCATION ON PLANS/CALC' COMMENTS: A44go ^'„ 1 4, I L- 8 9 / () i I I O/J SS "Z. A% -O JIB. o *j ? k-� S PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: 2. COMMENTS: X 15 C --,D 0 FJI Al t- -% SS -?- PLAN S"Z PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: 3 L'A4 rx 51-) COMMENTS: T � � As"/1 wM/G S H-19- Fil 51-1 —1 Fs -r C;0 T t..�-t,c. �, v`.a ate✓ -�� c.�t�.� ,� PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: January 23, 2001 Mark Kesterson 459 Palisades Dr. Chico, CA 95928 Department of Development Services Building Division 7 County Center Drive - Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Re: Building Permit Number: 01-0049 Assessor's Parcel Number: 011-680-028 This office has performed the structural review of the above referenced building plans. Please provide additional information and/or make revisions to plans, specifications and calculations as follows: 1. Provide shear transfer details of the roof diaphragm connections to the gable end walls and the interior shear walls. Key all roof diaphragm connection details to the roof framing plan. 2. The plans indicate a slab footing (detail 7/S5-2) to be constructed below the 12' long interior shear wall on wall line D, however, the plans show a raised floor at this location. Please clarify. 3. Provide "lower level" shear walls on the plans as specified in the structural calculations. Plan check will continue upon receipt of the above -items and those items listed in the letter sent to you from Martha Whitney on January 17:,,.2001. Additional items may be required when plan check is resumed. If you wish to discuss any requirements, you may contact me at (530) 538-7541 between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. Sincerely, Philo Hunt, P.E. Plan ;Check. Engineer cc: Larry Warner, AEC Group I January 23, 2001 Mark Kesterson 459 Palisades Dr. Chico, CA 95928 a Department of Development Services Building Division 7 County Center Drive 0roville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Re: Building Permit Number: 01-0049 Assessor's Parcel Number: 011-680-028 This office has performed the structural review of the above referenced building plans. Please provide additional information and/or make revisions to plans, specifications and calculations as follows: 1. Provide shear transfer details of the roof diaphragm connections to the gable end walls and the interior shear walls. Key all roof diaphragm connection details to the roof framing plan. 2. The plans indicate a slab footing (detail 7/S5-2) to be constructed below the 12' long interior shear wall on wall line D, however, the plans show a raised floor at this location. Please clarify. 3. Provide "lower level" shear .walls' on the plans as specified in the structural calculations. Plan check will continue upon receipt of the above items and those items listed in the letter sent to you from Martha Whitney on January 17, 2001. Additional items may be required when plan check is resumed. If you wish to discuss any requirements, you may contact me at (530) 538-7541 between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. Sincerely, Philo Hunt, P.E. Plan Check Engineer cc: Larry Warner, AEC Group E January 17, 2001 Mark Kesterson 459 Palisades Dr. Chico, CA 95928 Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Parcel Number: 011-680-02@ Building Permit Number: 01-0049 This office reviewed building plans for the permit application referenced above. The plans examiner's comments are listed in Part I below. Please respond in writing to each comment in Part -I by completing and returning the enclosed PLAN REVIEW RESPONSE FORM. Indicate which detail, specification or calculation shows the requested information. Additional response information is included on the response form. Your complete and clear response will expedite the recheck and approval of this project. If more than one party is responsible for plans, all party's must respond on the PLAN REVIEW RESPONSE FORM. PART -I Provide additional information and/or make revisions to plans, specifications and calculations as follows: .4 --"Current edition of the codes are to be specified on the plans and all notes are to reflect current code. A quick glance at the notes section shows incorrect requirements per the current codes. Please revise notes. .2- Provide location of HVAC system components. If any components are located in the attic, show location on roof framing plan and size truss appropriately. Provide sizes of glass doors located in the two bedrooms, including the arched glass over the door. Provide the size of the windows located beside and over the front door. Provide size of each skylight shown on the plans. Energy plan check cannot be completed until this information is received. 4. Review of the building plans by the Butte County Building Division engineer has not been completed at this time. Any additional comments from the engineer will be addressed in separate correspondence. Plan check will continue upon receipt of all of the above items. Additional comments may be generated from your response above where the plan documents were incomplete, inconsistent or not adequate to depict code compliance.. If you wish to discuss any requirements, you may contact me at (530) 538-7541 between 1:00 P.M. and 4:00 P,M., Monday through Fridays. PART -II The items identified below must be submitted prior to permit issuance. These items were noted at the time of permit application on the PERMIT APPLICATION DATA SHEET. 1. Complete and return your school impact fee form. 2. Complete and return Park Impact Fee form. 3. Revised fees per corrected square footage. Balance due $18.98. 4. Provide encroachment permit obtained from Public Works Department of Butte County. 5. Health department approval for septic system and plot plan have not been received as of this date. 6. Fire Department requirements for setbacks of less than 30 feet have not been received as of this date. Sincerely, Martha Whitney Plans Examiner cc: Larry Warner PR 7CT PROCESSING RF'r=ORD APPLICANT: i<�' Si'�✓ S n� OWNER: •. PERMPr #: A. P. #: WORK DESCRwn DATE 1 /7 0 DESCRIPTION OF STEP UAW 4t um 4,,d— U)A,tb 0Gb 0) � o� hu4d ��6 RESIDENTIAL PLAN REVIEW GUIDE SINGLE FAMILY, DUPLEXAND ' MISCFLLANFOUS ONLY Owner: Building Permit Number: (91 00 Plans Examiner. M A P. Number 0t I `_-G 80 0.z 3 GENERAL: _ ....... Zoning requirements —(number of permitted living units). Building permit valuation. /3 Plans signed by the designer. ,4! Proper description of work. on the application. ,A' Existing violations on the property- Recorded roperty : Recorded notice of violation. : PLOT P 1. omplete parcel ��den,ions- . Setbacks, side yard, ease(ments, btc. j,ty Other buildings or structures. rading, fills and/or drainage. Flood hazard_ 6. Special conditions on Parcel Map (l fees).... FAU &FAS road setback Building or utilities acrolines SRA, Fire Sprinklers, Water Tender, Traffic and Drainage (record form). �? Plans and specifications drawn to scale with dimensions and of sufficient clarity (Uniform Building Code section 106.3.3). 10% of natural light and 5% of ventilation (Uniform Building Code section 1203). Egress windows (Uniform Building Code section 310.4). l� . Skylights (Uniform Building Code"section 2409 & 2603.7). prpU.I d 5 Glazing in Hazardous locations (Uniform Building Code section 2406). Required room sizes and ceiling heigh&(Uniforii Btu'ldii g Code section 310.6). j% GFCI in baths, garage, kitchen, webar, and exterior receptacles (NEC 210). Prohibited locations of gasvirater"heaters (Uniform"Phimiiing Code 509& 12I3.5). 9 Prohibited locations of gas heating equipme3if(UnifomiMectianical Code 304.5). 0. Garage firewall separation re�iured on prage silo mdOmg"sappoitimg walls and posts (Uniform Building Code section 302.4 exception: #3). ;. �.1 Wood stove location - Alcove clearance (UMC section 205 confined space & 223 unconfined space). X1�: Smoke detectors (Uniform Building Code section 310.9:1). f'. Water closet clearances (Uniform Plumbing Code 408.5). JK Shower compartment minimum 1024 sq. in. & 30" circle (Uniform Plumbing Code 412.7). Page 1 of 2 UCTUR�iL DETAILS: - Canventional constr4bo�on sha �bul (Uniform Building Code section 2320.5.4). bracing orered desi nim Building Code se6tion 2320.11.3):. = CleiGstory requiring g and/or an TLiee story building requiring engineered calculations and plans. S Foundation plan complete enough to construct building. 6: Floor construction details complete enough to construct building. Elevations and wall construction details complete enough to construct building.p 8: Roof construction details complete enough to construct building. Raf%r ties or bearing ridge beam. . Fireplace construction details and calculations if necessary. . Garage door header size(s). Porch header size(s). . Stud heights. �`�� 14. Expansive soil — special foundation design required. `�/�� &. 4-0r`2 W' 15. Retaining walls requiring design. 16: Special Inspection requirements. 1, ,� , A Header sizes.. ( / nw"rY Z8. Gypsum wallboard nailing inspection required.kz- 1VIISCTI�.ANEOUS ITEMS: cQ (� C �4'�!� G1.�-t, �tl Stairway details — landings, rise and run, head clearance, handrails (Uniform Building Code section 1006): } Guardrails (Uniform Building Code section 509). 4Bnck or stone veneer (Uniform Building Code section 1403). /iFxteiior plaster— weep screeds (Uniform Building Code section 2506.5). 5. Roofpitch for roof covering (Uniform Building Code Table 15-B-1& 2,15-D-1 & 2). Roof covering'type = (fire hazard). Mi6 insulation — protection. V.halls and stairways (Uniform Building Code section 1004.3.3.2). Two exits on three — story dwellings (Uniform Building Code section 1004.2.3.2). 10—Underfloor access and ventilation (Uniform Building Code section 2306.3 & 2306.7). �l' Attic access and ventilation (Uniform Building Code section 1505). Consbustion air for fuel burning appliances — LPG requirements. - =Souad requirements. Energy design compliance and supporting documentation. 4. Flashing at all exterior openings. 16. CDF responsible area requirements. C,�� at'CA 17. Building PFood uirements: 17.1. levation certificate. 17.3. Fire Sprinklers required. 17.4. Special Inspection requirements. :. 17.5. _ Use Permit conditions. - 17.6. Sub -Standard Housing letter. Page 2 of 2 v I May 23, 2001 COUNTY OF BUTTE BUILDING DEPARTMENT 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 ins BACHMAN ASSOCIATES RECEIVED MAY 2.5 2001 BUTTE COUNTY BUILDING DIVISION MR.. KESTERSON 217 EAGLENEST CHICO, CA 'FERNii1' 1Vii: u1=i►975 - ATTN: PHILO HUNT Dear Philo: I have talked to Bill Beamer of Perfection Pools concerning the pool for Mr. Kesterson. After reviewing the foundation and seeing that most of the foundation was lava rock ; I suggested that No. 4 rcbar be drill into the foundation for the pool and epoxy to the foundation. On the outside curtain of the use 3- #4 bars and use a minimum of 3- #3 bars a 12 inches on centers and #4 vertical on 12 inches. On the inside curtain , the # 3 bars at 6 inches on center vertical, and 12 inches horizontally . The bond beam shall have 344 bars. If 1 can answer any questions, please let me know. Very truly yo RCE # 16803 13647 GARNER LANE CHICO, CA 95973 ���SS�OMA� � Q� gACI� LU -.1 srA TE 0 Le -p.1 ME5.1: ✓leAMe)e lis wait. 1- iAvig ('A4i'' $'Five ' fF Jt'AMr.:17�t;4).�; t_efr ftE� it n n� N IN Spec rndd `'F- E190)(Y.. f�owa�S. t -6W MAPY ? W tic W r} for Pwrtf W too V4 lt,IL- foxy: ENGINEERING SURVEYING PLANNING DESIGNING 3012 The Esplanade, Chico, California 95926 Telephone: (916) 342-4136 y� - �;IMT,LE 2.4 REPORT I Title 24 Report for: Kesterson SFR Lot 23, Rock Bluff Sub -division Chico, CA 95928 Project Designer: AEC Group, Larry J Warner AIA CSI 555 Flying V, Ste. 3 Chico, CA 95928 530-892-8008 Report Prepared By: Larry J Warner AIA CSI AEC GROUP 389-D Connors Ct. Chico, CA 95926 (530) 892-8008 Job Number: AR033KES �L Date: 1/8/2001 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This prog�"r>�i authorized by the California Energy Commission for use with both the Residential and Nonresidential 1998 Building Energy Efficiency tanda d . This program developed by Gabel Dodd/EnergySoft, LLC (415) 883-5900. G DEpA Ji EnerovPro 2.1 By EnerovSoft Job Number: AR033KES 6;;i—, .,4ser Number: 5094 Jk, Certificate of Comoliancez .Residential (Part 1 of 2) CF -1 R Kesterson SFR 1/8/2001 Project Title Date Lot 23, Rock Bluff Sub -division Chico - noql Project Address Build1e'ck Pe # AEC GROUP (530) 892-800 1 Date DI Plan Documentation Author Telephone Computer Performance 11 Field Check I Date Compliance Method (Package or Computer) Climate Zone Enforcement Agency Use Only GENERAL INFORMATION Total Conditioned Floor Area: 2,745 ft2 Total Conditioned Slab Area: 0 ft2 Building Type: (check one or more) © Single Family Detached (SFD) ❑ Addition Alone ❑ Single Family Attached (SFA) ❑ Existing Building ❑ Multi -Family ❑ Existing Plus Addition Front Orientation: (South) 180 deg Number of Dwelling Units: 1.00 Number of Stories: 1 Floor Construction Type: ❑ Slab Floor ® Raised Floor FENESTRATION Shadina Devices Type Orientation Area Const. Interior Component Frame Assembly Location/Comments Type Type U -Value (attic, garage, typical, etc.) R-19 Floor (F.19.2x8.16) Wood 0.038 Exterior Floor / Over Crawlspace (w/R-6 Credit) R-19 Wall (W.19.2)(6.16) Wood 0.065 Exterior Wall Solid Wood Door None 0.387 Exterior Door R-38 Roof (R.38.2xl4.16) Wood 0.028 Exterior Roof FENESTRATION Shadina Devices Type Orientation Area Labeled Fenestration Interior Exterior Overhang Side Fins SF U -Value SHGC roller blind, etc. shadescreen, etc. Yes / No Yes/ No Front (South) 65.0 0.55 0.65 Drapery Bug Screen ❑ X❑ ❑ X❑ Front (South) 80.0 0.51 0.65 Drapery Bug Screen ❑ a ❑ o Front (South) 18.0 0.49 0.67 Drapery Bug Screen ❑ X❑ ❑ X❑ Left (West) 68.0 0.49 0.65 Drapery Bug Screen a ❑ ' ❑ o Left (West) 90.0 0.51 0.66 Drapery Bug Screen Q ❑ ❑ Q Rear (North) 135.0 0.51 0.65 Drapery Bug Screen ❑ X❑ ❑ Q Rear (North) 20.0 0.51 0.65 Drapery Bug Screen Q ❑ ❑ Q Right (East) 25.0 0.55 0.65 Drapery Bug Screen ❑ x❑ ❑ X❑ Right (East) 25.0 0.51 0.65 Drapery Bug Screen ❑ 0 ❑ 0 Skylight 7.0 0.80 0.69 None None ❑ Q ❑ Q ❑❑ EJ F-1 El El ❑❑ Run Initiation Time: 0110810113:02:18 Run Code: 978987738 W 17E MLPNy iEnergyPro 2.1 By Ener oft User Number: 5094 Job Number: AR033KES 5 7 i Z Certificate of Compliance;., Residential (Part 2 of 2) CF-1 R Kesterson SFR 1/8/2001 Project Title Date HVAC SYSTEMS Note: Input Hydronic or Combined Hydronic data under Water Heating Systems, except Design Heating Load. Distribution Heating Equipment Minimum Type and Duct or Type (furnace, heat Efficiency Location Piping Thermostat Location/ pump, etc.) (AFUE/HSPF) (ducts, attic, etc.) R-Value Type Comments Central Fumy p 81% AFUE Duras in Attic 42 Setback HVAC System Cooling Equipment Minimum Duct Type (air conditioner, Efficiency Location Duct Thermostat Location/ heat pump, evap. cooling) (SEER) (attic, etc.) R-Value Type Comments Split Air Conditioner 10.0 SEER Ducts in Attic 42 Sethack HVAC Syctpm WATER HEATING SYSTEMS Rated 1 Tank Energy Fact! 1 External Water Heater Water Heater Distribution # in Input Cap. or Recovery Standby Tank Insul. System Name Type Type Syst. Btu/hr (gal) Efficiency Loss R-Value A O SMITH FPS X224 Small Gas Standard 1- 43,000. -SD 0.60 n/a n/a For small gas storage (rated inputs of less than or equal to 75,000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input of greater than 75,000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input and Recovery Efficiency. REMARKS COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. When this certificate of compliance is submitted for a single building plan to be built in multiple orientations, any shading feature that is varied is indicated in the Special Features/Remarks section. Designer or Owner (per Business & Professions Code) Documentation Author Name: Name: Larry J Warner AIA CSI Title/Firm: AEC Group, Larry J Warner AIA CSI Tale/Firm: AEC GROUP Address: 566 Flying V, Ste. 3 Address: 389-D Connors Ct. Chico, CA 95928 Chico, CA 95926 Telephone: 53o-892-8ow Lic. #: 61 f4 re) (date) Enforcement Agency Name: Title/Firm: _ Address: Telephone_ Telephone: 882-8ow d (sign (date) 2.1 By EnerpvSoft User Number: 5094 Job Number: AR033KES Mandatory Measures Checklist: Residential MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (') may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as binding minimum component specifications. DESCRIPTION Instructions: Check or initial applicable boxes or enter NIA if not applicable. DESIGNER ENFORCEMEN Building Envelope Measures ❑X -§150(.): Minimum R-19 ceiling insulation in wood frame assembly, or equivalent U -value. FXI § 150(b): Loose fill insulation manufacturers labeled R -value. a'§ 150(c): Minimum R-13 wall insulation in framed walls or equivalent U -value (does not apply to exterior mass walls). F-§150(d): Minimum R-13 raised floor insulation in wood framed floors. 1-1 § 150(1): Slab edge insulation - water absorption rate < 0.3%, water vapor transmission rate < 2.0 punch. / ❑X §118: Insulation specified or installed meets quality standards. Indicate type and form. / FX §116-17: Fenestration Products, Exterior Doors and Infiltration/Exfittration Controls 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Manufactured fenestration products labeled with certified U -value, SHGC, and infiltration certification. 3. Exterior doors and windows weathers -tripped; all joints 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 Section 151 meets Commission quality standards. ® §150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. 1. Masonry and factory -built fireplaces have closable doors, outside air intake with damper and control, and flue damper and control; / 2. No continuous burning gas pilots allowed. Space Conditioning, Water Heating and Plumbing System Measures FXJ §110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Commission. X] §150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA. X§150(1): Setback thermostat on all applicable heating and/or cooling systems. X❑ §1506): Pipe and Tank Insulation , 1. Storage gas water heaters with less than 0.58 energy factor shall be externally wrapped with R-12. 2. Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or R-16 combined intemaVextemal insulation, piping between heat source and tank insulated. / 3.lnsulation on the first 5' of pipes closest to water heater tank, non -recirculating systems (R4 or greater), buried or exposed piping in recirculating sections of hot water systems, cooling system piping below 55 deg F. X'§150(m): Ducts and Fans 1. All ducts and plenums constructed, installed, insulated, fastened, and sealed to comply with the ICBG 1997 UMC sections 601603; ducts insulated to a minimum installed R4.2 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, UL181S, or UL1816 and other applicable specified test for longevity given in 150(m). 2. Exhaust fans systems have back draft or automatic dampers. 3. Gravity ventilating systems servng conditioned space have either automatic or readily accessible, manually operated dampers. X❑ §114: Pool and Spa Heating Systems and Equipment 1. Certified with 78% thermal efficiency, on-off switch, weatherproof instructions, no pilot or electric resistance heating. 2. System is installed with at least 36' of pipe between fitter and heater, cover for outdoor pools or spas. 3. Pool system has directional inlets and a circulation pump time switch. / §115: Central Fumaces, pool heaters, spa heaters or household cooking appliances have no constant pilot light. Lighting Measures §150(k)1: Luminaires for general lighting in kitchens shall have lamps with an efficacy 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(k)2: Rooms with a shower or bathtub must either have at least one luminaire with lamps with an efficacy of 46 IumensMrat or greater switched at the entrance to the room or one of the alternative to this requirement allowed in 150(k)2.; and recessed r ceiling are IC (insulation cover) approved. AJ rTF_ EnergyPro 2.1 By EnergySoft User Number: 5094 Job Number: AR033KES Page:5 of 9 Computer Method Summary, (Part 1 of 3) C -2R Kac+crenn CFR 1 /8/2001 Project Title Date I oj`23., Rock Bluff Sub -division Chico Project Address Building Permit # AEC GROUP (530) 892-8008 PlanCheckfDate Documentation Author Telephone Clomp ft r Performance 11 Field CheckfDate Compliance Method (Package or Computer) Climate Zone Source Energy Use Standard Proposed Compliance (kBtulsf-yr) Design Design Margin Space Heating 16.49 14.59 1.90 Space Cooling 15.10 17.61 -2.51 Domestic Hot Water 10.38 9.14 1.24 Totals 41.97 41.35 0.62 BUILDING COMPLIES GENERAL INFORMATION Conditioned Floor Area: 2,745 Floor Construction Type: ❑ Slab Floor Building Type: Single Fam Detachedx0 Raised Floor Building Front Orientation: (South) 180 deg Number of Dwelling Units: 1.00 Total Conditioned Volume: 24,705 Number of Stories: 1 Slab Floor Area: 0 BUILDING ZONE INFORMATION Zone Name Floor Area Volume OPAQUE SURFACES Act. Type Area U -Val. Azm. Tilt Flnnrr .9 2,745 0.038 0 180_ Wall 3n4 n n66 gn_ -0 noor 20 0 387 gn go Wall 82 0.065 ISO _90 Wall 332 0.065 180 _90 Wall 364 0065 270 A_ Wall 422 0.065 _0 90 Wall 98 0.065 —90 90 Rnof 2738 4028 ign_ _ 0 # of Units Solar Gains YIN Form 3 Reference Thermostat Vent Zone Type Type Hgt. Area Conditinned Sethack 2 n/a Location / Comments 2.1 By EnerovSoft User Number: 5094 Job Number: AR033KES �faj �fi ftp!\ lo% .—P-age:6 of 9 Computer Method Summam, , (Part 2 of 3) C -2R Kesterson SFR 1/8/2001 Project Title Date FENESTRATION SURFACES # Type Area U -Value SHGC 1 Window Front (.Som) 390_ _0550_ 0-65 2 Window Front (South) 25.0 0.510 0.65 3 Window Front (South) 25.0 0.510 0.65 4 Window Front (South) 9.0 0.490 0.67 5 Window Front (South) 9.0 0.490 0.67 6 Window Front (South) 26.0 0.550 0.65 Z Window Front (South) 30.0 0-510 0.65 8 Window Left (West) 34.0 0.490 0.65 9- Window Left plat) 25.0 0.510 0.65 -M Window Left (West) 20.0 0.510 0.65 " Window Left (West) 34.0 0.490 0.65 12 Window Left (West) 20.0 0.510 0.65 13 Window Left est) _250 0.510 0.65 14 Window Rear (North) 25.0 0.510 0.65 15 Window Rear (North) 22.5 0.510 0.65 16 Window Rear (North) 22.5 0.510 0.65 17 Window Rear (North) 20.0 0.510 0.65 18 Window Rear (North) 20.0 0.510 0.65 -19- Window Rear (North) 25.0 0.510 0.65 20 Window Rear (North) 20.0 0.510 0.65 21 Window Right (East) 25.0 0.550 0.65 22 Window Right (East) 25.0 0.510 0.65 23 Skylight Front (South) 1.8 0.800 0.69 24 Might Front (South) 1.8 0.800 0.69 25 Skylight Front (South) 1.8 0.800 0.69 26 Skylight Front (South) 1.8 0.800 0.69 Act. Glazing Type Azm. Tilt 180 180 _90 nnuhlp NonMtl Clear nefault 90 Vinyl - Clear 180 90 Vinyl - Clear 180 180 180 90 Vinyl - Clear 90 Vinyl - Clear 90 Vinyl - Clear 180 90 \find - Clear - 270 90 Vinyl - Clear 270 90 Vinyl - Clear - 270 90 Vinyl - Clear 270 90 Vin1d - Clear 270 90 n - Clear 270 0 0 0 0 9- 0 0 90 90 180 180 180 180 Vinyl - Clear \ inn - Clear Vinyl - Clear Vin - Clear Vin - Clear Vinyl - Clear Vinyl - Clear Vinyl - Clear Double NonMtl Clear Default Vinyl - Clear Mtl Thermal Brk Unctd Default Mtl Thermal Brk Unctd Default Mtl Thermal Brk Unctd Default Mtl Thermal Brk Unctd Default Location/ Comments 1st Floor 1 st Floor 1 st Floor 1st Floor 1 st Floor 1 st Floor 1 st Floor 1 st Floor 1st Floor 1 st Floor 1 st Floor 1st Floor 1 st Floor 1 st Floor 1st Floor 1 st Floor 1 st Floor 1 st Floor 1 st Floor 1 st Floor 1st Floor 1 st Floor 1 st Floor 1st Floor 1 st Floor 1 st Floor INTERIOR AND EXTERIOR SHADING Window Overhang_ Left Fin Right Fin # Interior Shade Type SHGC Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LEA. REQ. Dist. Len. Hgt. Dist. Len. Hgt 1 Drapery 0.68 Bug Screen 0.76 _ _ _ _ _ _ _ _ _ _ _ 2 Drapery 0.68 Bug Screen 0.76 - - - - - - - - - - - - 3 Drapery 0.68 Bug Screen 0.76 - - - - - - - - _ 4 Drapery 0.68 Bug Screen 0.76 - _ - - - - - - _ - - - 5 Drapery 0.68 Bug Screen 0.76 - - - - - - - - - - - - 6 Drapery 0.68 Bug Screen 0.76 - - - - - - - - - - 7 Drapery 0.68 Bug Screen 0.76 8 Drapery 0.68 Bug Screen 0.76 7.0 5.0 8.0 0.1 8.0 8.0 - - - - - 9 Drapery 0.68 Bug Screen 0.76 7.0 5.0 8.0 0.1 8.0 8.0 - - - - - 10 Drapery 0.68 Buq Screen 0.76 7.0 5.0 8.0 0.1 8.0 8.0 - - - - - 11 Drapery 0.6B Bug Screen 0.76 7.0 5.0 8.0 0.1 8.0 8.0 - - - 12 Drapery 0.68 Bug Screen 0.76 7.0 4.0 8.0 0.1 8.0 8.0 - - - 13 Drapery 0.68 Bug Screen 0.76 7.0 4.0 8.0 0.1 8.0 8.0 14 Drapery 0.68 Bug Screen 0.76 _ - - - - - - - - - - - 15 Drapery 0.6B Bug Screen 0.76 _ - - - - - - - - - - 16 Drapery 0.68 Bug Screen 0.76 _ _ _ _ _ _ 17 Drapery 0.68 Bug Screen 0.76 _ - - - - - - 18 Drapery 0.68 Bug Screen 0.76 _ _ _ _ _ _ _ 19 Drapery 0.68 Bug Screen 0.76 _ _ - - - - - 20 Drapery 0.68 Bug Screen 0.76 7.0 5.0 10.0 0.1 10.0 10.0 - - - - - 21 Drapery 0.68 Bug Screen 0.76- 22 Drapery 0.68 Bug Screen 0.76- 23 None 1.00 None 1.00 - - - - - - - - - 24 None 1.00 None 1.00- 25 None 1.00 None 1.00 26 None 1.00 None 1.00 - - - - - - - - - I EnergvPro 2.1 By EnergvSoft User Number: 5094 Job Number: AR033KES - ' " '- -Page'7 of 9 1 ?fkA9 mNG ®EPARTMN": Computer Method Summary, , (Part 3 of 3) C -2R Kesterson SFR 1/8/2001 Project Title Date THERMAL MASS FOR HIGH MASS DESIGN Area Thick. Heat Inside Location Type (sf) (in.) Cap. Cond. Form 3 Reference R -Val. Comments PERIMETER LOSSES F2 Insulation Type Length Factor R -Val. Depth Location / Comments HVAC SYSTEMS Heating Equipment Minimum Distribution Type Type (furnace, heat Efficiency and Location Duct Thermostat Location / pump etc.) (AFUE/HSPF)(ducts/attic etc.) R -Value Type Comments Central Fumace 81%AFUE Ducts in Attic 4.2 Setback HVAC System Insul. Pipe Hydronic Piping Pipe System Name Length Diameter Thick. Cooling Equipment Minimum Duct Type (air conditioner, Efficiency Location Duct Thermostat Location / heat pump, evap. cooling) (SEER) (attic, etc) R -Value Type Comments Split Air Conditioner 10.0 SEER Ducts in Attic 4.2 Setback HVAC System WATER HEATING SYSTEMS Rated Tank Energy Facts 1 Tank Insul. Water Heater Water Heater Distribution # in Input Cap. or Recovery Standby R -Value System Name Type Type Syst. (Btu/hr) (gal) Efficiency Loss (%) Ext. A.O. SMITH FPSS0-224 Small Gas Standard 1 43,000 50 0.60 n/a n/a 1 For small gas storage (rated input — 75000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input > 75000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input, and Recovery Efficiency. REMARKS I EnerovPro 2.1 By EneravSoft User Number: 5094 Job Number: AR033KES ' ® `Pege:5 of 9 1 z<; 9,.DjNG DEPA ER7 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME Kesterson SFR DATE 1/8/2001 SYSTEM NAME FLOOR AREA HVAC System 2 745 CHECKS Number of Systems 1 Heating System Output per System 60,000 Total Output (Btuh) 60,000 Output (Btuh/sgft) 21.9 Cooling System Output per System 55,500 Total Output (Btuh) 55,500 Total Output (Tons) 4.6 Total Output (Btuh/sgft) 20.2 Total Output (sgft/Ton) 593.5 Air System CFM per System 855 Airflow (cfm) 855 Airflow (cfm/sgft) 0.31 Airflow (cfm/Ton) 184.9 Outside Air (%) 0.0 Outside Air (cfm/sgft) 0.00 Note: values above given at ARI conditions EATING SYSTEM PSYCHROMETRICS (Aii 22.0°F 67.30F 67.30F Outside Air 0 cfm 67.3 °F 00.9/70.4°F Outside "�i 0 cfm 80.4/53.5 °F Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK I COIL HTG. PEAK CFM ISensiblel Latent I I CFM I Sensible 935 43,143 -1,185 777 49,973 0 2,157 2,499 0 0 0 0 0 0 0 0 0 2,1571 2,499 47,457T--1 185 F7754970 Lennox V-8080UGH2-60 43,762 0 60,000 Total Adjusted System Output 43762 0 60000 (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK Aug 2 pm Jan 12 am -earn Temperatures at Time of Heatina Peak) 132.70F Supply Fan Heating Coil 855 cfm M PSYC k Retum Air Ducts `{ 80.4/53.5°F 80.4/53.5°F 32.6/30.4°F I 0 Supply Fan Cooling Coil 855 cfm Supply Air Ducts 130.0 °F ROOMS 70.0 °F I Supply Air Ducts 35.0 / 31.8 of 13.2% R.H. ROOMS 78.0152.5 OF h Retum Air Ducts `S EnergyPFo 2.1 By EnergySoft User Number: 5094 Job Number. AR033KE5 rAge:9 of 9 AlNG DEPAR E ?; I LONGFELLOW LUMBER CO. INC. ■ Quality Truss Design ■ Roof & Floor Systems (800) 678-0112 (530) 893-0112e FAX (530) 893-0140.- 89 Loren Avenue Chico, CA 95928-7434 Ciustomer: 3q3 gdql job No: kCSfPi�d?> Address: I?ocl6tl dloh. ; -5ab 11 Ch, ("v AN: Alpine Engineered Products, Inc. Christian W. Chappell 8351 Rovana Circle Sacramento, CA 95828-2522 (916) 387-0116 Timber Products Inspection, Inc. P.O. Box 20455 i J!1-0JNG DEPA M Portland, OR 97220 p� (503) 254-0204 ^ P ROVED LONGFELLOW LUMBER CO. INC. Quality Truss Design - Roof & Floor Systems (800) 678-0112 (530) 893-0112 FAX (530) 893-0140 _ 89 Loren Avenue, Chico, CA 95928-7434 III III III III III��� Important Information for Users of Wood Trusses Longfellow's goal is to supply superior quality trusses. Sensible truss designs, the best available lumber and exacting workmanship are the key ingredients of our quality control program. (Once trusses arrive at the job site, quality control becomes the responsibility of the builder.) For best results we suggest: DO'S DON'TS ❑ Do review your field copy of truss engineering for important bracing, ❑ Do Not cut, notch or drill chords or webs of trusses. bearing and connection details. (Exceptions will be clearly marked on engineered drawings.) ❑,Do review the HIB -91 Summary Sheet's recommendations for handling, installing and bracing of wood trusses. ❑ Do Install roof sheathing ASAP. Trusses hold their profiles best when they have been plumbed and braced with roof sheathing. Especially in hot weather, we recommend sheathing be applied over as much of -the building as possible before installing outriggers and gable -end siding. ❑ Do inspect trusses for missing plates or broken lumber. Report defects to Longfellow immediately. ❑ Do secure tails with fascia board. In recent years, the production of lumber from second -growth timber has resulted in an increased tendency for unrestrained tails to twist. We recommend a sub -fascia be installed behind gutters. ❑ Do call Longfellow if you have questions or need additional information. ❑ Do Not cut or remove plates. ❑ Do Not overload single or groups of trusses with plywood, roofing, tools or other construction materials. ❑ Do Not make field repairs without written approval from Longfellow Lumber Co. ❑ Do Not load HVAC units, solar equipment,. fire sprinklers, etc. on trusses unless truss engineering has been designed to accomodate the specific point loads. BEFORE INSTALLING: Make certain truss sequences and end -for -end orientation are correct. S IRill Ir,OA(K MAIL 111 LEMER 12' Q.C. ) IURACEO Al 55' (I.E.1 - . A35 LEDGER (HAIL113(KI 10 VERIICAI V/2-IOd IIA ILS _GAfI- I K I SPAC IIG FOR 113. 56.0' Q.C. REFER III SI►PSIII CAIALUG C-9411-1 FCR PRDOUCI AIIACIIIE1Il SPECIFICA11011 (ATIACII A35 III FI OIRECIITH 2X4 F.L. 13Rfl II I I fr., 1 n IASI) /l1) BIR SIP IGUACKFBRACEOR ISI fill 6'0.0 HAX � I THIS PVG Pn(TAnlU rnUll CUnrUlln IIIPUI GOADS a nlll(IISIUIIS) S111111111111 at IHUSS HIR. Rlli- HAIERIAL 1111LOOKER GAELE EII) /�� 2X6« TAG 2x LEDGER C011ll I IRIliSES SIROUGOACK di GRACED AT 55' O.C. (C) 1X4 (TIIIIIIIRIS LATERAL DRACIIIG FOR BRACE (SIR(IIGOACK) 1tL•110ER 1.01)GER IIIAH 721. ATTACH AT 111011111111 Or EACII BRACE V/2-Od CCUIIIII HAILS. 24' HAX 'I>,— / GABLE IN I PEAK RATE 10 HAICH [11401 TRUSSES. IIIIE, CIMOS 10 BE 2X4 FIR -LARCH 12 Hill. (SII SPLICE PLATE 10 HATCH CEIVOI 1RUSSES. IVES THIS DETAIL HAY BE IISEO FOR fill I PEEL PLACE 10 HAICII COIVCil 1RLISSES. 1RUSSES VIM PITC10 O.C. ALSO. 10) DPIIOII 10 WED RATIIIGt USE 131-2' VIRE STARES (U.RI2 OIA.i15 GA.) UVIAiLEO IMP CIIDRO IIIIU VEIL L MAI WED 11110 CI(IRO 011 IYIE FACE FIR A IOM OF 6 STARES. (P11. ISI ) L (In) IUST BE PLAIEO. IG) GABLE Ell) DESICII BASED Illi 7511PIl V1110 IOAO EXPOSIIRE 'U' AT 0-25 FT IEAH PLATE IIAX. VEO LE)IG111 1x3► 2-0-0 2X4- 0-1-0 3x4• 1 13-6-0 QIILOOKER IE10It. PLT TYP. Have IN -95 R Design Criteria: TPI -951 O O O ••VARNINO•• IIVISII :100161 Illt(N( CARS 11 FAINICAIION. NAID1110, fNl/tlta, INIIA11190 AND It AtIIa. t(I(I 10 Y11.01 (NAN01 U0 INSIA11INO AND 14AC1101. tVILISYtP if Irl 111011 ItAl[ O Ilttl111f. {II O'etorlo 01., !1111 INC. 11A011ar, YI II111). 104 IA►f IT ►AACIIC(f 10101 10 fll/OtNltO TNIfI lrIC11011, ttl(fS OI YlIYIf[ IADIfAI(0, 101 CNOAV INAII NAI( /AOF(IIT AIIACNIO O 111tCIOAAI /Atli t• 1011011CPOAD m., YAI( A /IO/(Itl AIIACN(D Plato CIRINO. •IHPORSAN I•• FtRNISr A carr OF I919 VISION 10 IY( INSIAttA1104 C041RACIOR. AMPS (4011[1110 rl-IU'l I Y IJO,NC. IMAM Not It In►oNSn11 TOR Atr /IIIA:IOCIlion INIf 01flDM, APT fAIIYNI to It111 lY( Ilrlll! II CONF ORMAN tIYINItOR/AINICAIINO, MANDIIIO, 1N1►IINO• (Yf1AIlAIIOr OR Ilf Iti.ISISDISICItot►otntYIY RI/AAMG.S0►101IAItllet rnUl4I1 Ir IN[AN(OICAI ►oStf1 Aa0►A/(A AffotlAllOq AND 1►I. MASS j�(l(ttottttlolfArtnAD( Of SODA ASIN An) out VAU. {11[t, fu[►) AI lotto. A►/tl tott(tlol2'`►J,J IACY It( 01 1:11:1;.0111 Vlllft of Y(1YIf[ (OCA:(/ 04 lM VISION,/,6111101 collulou m Ourn61 rn. 1Ito A•r. A4 IAV 11(l1•S nAt 01 Irn of Arno AI►l til ollr 10 tYl o(n0Y •or 111 1��{1 om m o Ira( ADD 1nA11 Not 11 U1110 V/Or Y Air Vlntt YAr• A. 6 - IOd (IV I(it 'In" IIAILS � 3-lod / HAILS EA(II fill OUTLOOKER CRITERIA 3.5' HAX. lip. 110101 24' O.C. 1.5' lux. I 12' Hill 24• lux 2X4 F.L. UlinER GRADES IIAX. L.I(t IHAX. VITICIII BRAC IIID 1111 LEMIll V/ SINVIGOACK BRACE IS 1 SIAIIOARO 5 -II -0 II -10-0 • SEQII - 25450 1`11011 PRC /1 7-0-0 15-5-0 11 ( BEIIER 7-9-0 15-6-0 -SS 7-9-0 15-6-0 tolls s/p C0- ��Lit W. yc j cllt�d5•'� n * * �7t/pfCA11f0�� TC LL TC DL OC OL Dc 11. •TOT.LD. DIIR,FAC. SPACING 30.0 PSF 15.0 PSF PSF 0.0 PSF '50.0 PSF 1.15 REF 0992 HATE . 03/19/90 ORW 00112 — • SEQII - 25450 1`11011 PRC CLB WEB BRACE SUBSTITUTION THIS DETAIL IS TO BE USED WHEN CONTINUOUS LATERAL BRACING (CLB) IS SPECIFIED ON AN ALPINE TRUSS DESIGN BUT AN ALTERNATIVE WEB BRACING METHOD IS DESIRED. NOTES: THIS DETAIL 1S ONLY APPLICABLE FOR CHANGING THE SPECIFIED CLB SHOWN ON SINGLE PLY SEALED DESIGNS TO T—BRACING OR SCAB BRACING. ALTERNATIVE BRACING SPECIFIED IN CHART BELOW MAY BE CONSERVATIVE. FOR MINIMUM ALTERNATIVE BRACING, RE—RUN DESIGN WITH APPROPRIATE BRACING. WEB MEMBER .SPECIFIED CLD ALTERNATIVE BRACING SIZE BRACING T OR L—BRACE SCAB BRACE 2X3 OR 2X4 1 ROW 2X4 1-2X4 2X3 OR 2X4 2 ROWS 2X6 2-2X4 I ROW 2X4 1-2X6 _2X6 2X6 2 ROWS 2X6 2-2X4(*) 2X6 1 ROW 2X6 1-2X8 2X8 2 ROWS 2X6 2-2X6(*) T—BRACE, L—BRACE AND SCAB BRACE TO BE SAME SPECIES AND GRADE OR BETTER THAN WEB MEMBER UNLESS SPECIFIED OTHERWISE ON ENGINEER'S SEALED DESIGN. (*) CENTER SCAB ON WIDE FACE OF WEB. APPLY (1) SCAB TO EACH FACE OF WED. T -BRACING OR L-QRACING: APPLY TO EITHER SIDE OF WEB T -BRACE NARROW FACE OR ATTACH WITH 16d NAILS AT 6" O.C. L -BRACE BRACE IS A MINIMUM 80% OF WEB MEMBER LENGTH T -BRACE L -BRACE SCAB BRACING: APPLY SCAB(S) TO WIDE FACE OF WEB. NO MORE THAN (1) SCAB PER FACE. ATTACH WITH 10d NAILS AT 6" O.C. SCAB BRACE IS A MINIMUM 80% OF WEB MEMBER LENGTH QROfESS/O,y IS DRAWING REPLACES DRAWING 579,640 TG■• TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING ING. REFER i0 HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS NSTITUTE, 583 D'ONOrR10 DR., SUITE 200, MADISON, VI. 53719) FOR SAFETY PRACTICES 0 PERFORMING THESE fUNCT10NS. UNLESS OTIIERVISE INDICATED, TOP CHORD SHALL HAVE .Y ATTACHED STRUCTURAL PANELS ANO BOTTOM CHORD SIIALL HAVE A PROPERLY ATTACIIED RIGID ..IMPORTANT-- f'URNISH A COPY OF THIS DESIGN TO TIIE INSTALLATION CONTRACTOR. ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM i111SEqL AY FAILURG NSH PPI GG,EINSTALLINGTO BUILDTHE ANDTRUSSES BRACI G IOFCTRUSSES. CE DESIGNWITHTPIj CONFORMS VITHTA PLICABLE ONS Or NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GRID GALV. STEEL WINGSRESPONSIBILITY 160 AS NOTED. APPLY CONNECIORS TO EACII FACE OF TRSOLESE L ON NiTHI CTRURAVING INDICATES USS AND. UNLESS OTHERWISE LnCATCD ON SIGN. OF PROFESSIONAL SIONALCTORS PER NICE OWNT �10 � LL PSF ` DL PSF W rn oc N0.0 5 DL PSF 4T3 LL PSF T.LD. PSF VIL JIlf FICA�EOQ�\� DUR.FAC. REF CLB SUBST. DATE 06/25/99 DRwG BRCLBSUB0699 -ENG MLH KAR SIIOVN. 1f1C SIIIIADILITY AND USE OF THIS COMPONENT FOR ANY PARTICI' 9UILDING Drconucl nil ITV fir rtir mill nlunrcl6urD oro lIV 19 r. G/Till 1_cI4 crrTlr nGr SPACING . s TRUSS BRACING/BLOCKING DETA11 THIS OWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. .TRUES BRACING/BLOCKING DETAIL (AT SUPPORT) INOTE: BRACING DESIGNED TO STABILIZE TRUSSES. AND HAS NOT BEEN I DESIGNED TO RESIST LATERAL SHEAR LOADS. (A) 2X4.13 HEH-FIR OR BETTER CON17114000S LATERAL BRACING TO BE EQUALLY SPACED. ATTACH WITH (2)46d NAILS. BRACING MATERIAL TO BE SUPPLIED AND ATTACHED AT BOTH ENDS TO A SUITABLE SUPPORT BY ERECTION CONTRACTOR. (N) HEIGHT OF TRUSS AT SUPPORT.• I ING SECTION S -S TRUSS (0) 2X4 H.F. 03 OR BETTER DIAGONAL BRACE. APPLY IN PAIRS AT 16-0-0 (T) -TRUSSES O.C. ATTACH BRACE MAY BE TO EACH OVERLAPPING TRUSS USING (2)-16d NAILS AS SIiOYIN• (P) SHEATHiNG APPLIED TO TOP CHORD. LOCATED ON E1nIER FACE OF VERTICAL. (L) LOADS AS INDICATED ON TRUSS DESIGN. (M)•IF TRUSS HEIGHT AT SUPPORT IS TU.O" OR LESS, DIAGONALS NOT REQUIRED, (BB) BLOCKING TO BOTTOM CHORD OVER SUPPORT, H.F. 13 OR BETTER 2X SIZE 6 a APPROX. 45- OF BOTTOM CHORD. PLT TYP. Wave TPI -95 Design Criteria: TPI-95(STO) 18.2c3 A - 1 CA/-/l/-/-/R/- - R - Q O •YARNING•- IRUSSES REQUIRE (IIREME CAR[ IN FABRICATION. HANDLING. SHIPPING. 111STALLING AND .WARN I NG -- BRACING. REFER 10 RIO -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 58S D'ONOFI. DR.• SUITE 200• MADISON, WE 5)119)• FOR SAFETY PRACTICES PRIOR .10 P(0.F 00.NIAG INE 5[ FUNCI IONS. UNLESS OTHERWISE INDICATED. IOP CHORD SHALL HAVE PROPERLY ATTACHED SIRUCIURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY AIIACH[O RIGID CI[LING. '•IMPORTANT•- FURNISN A COPY OF THIS DESIGN 10 THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED �OCLSSIO QQ �yc ti y TC LL T C D L B C D L I ( L ) R E F R 4 2 1 DATE 1/12/94 O ALPINE PRODUCTS. INC. SNAIL N01 B( RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE 10 BRACING Of TRUI USSSES!N COEWERS D[SIICEGNICONFOAMS WITHBAPPIICABL(HPROVISIONSNOFPNOS•(NATIONALTDESIGN 04 R°` SPECIFICATION PUBLISHED BY INE AMERICAN FOREST AND PAPER ASSOCIATION) AND -TPI. ALPINE CONIICIORS ARE MADE OF 204A ASIM ABS] GR31 GALT'. STEEL: EXCEPT AS NOTED. APPLY CONNECTORS 10 EACH POSITION OF 1150SANDN160NA[i. OAN(f W 6� t �( CIV�� � �l�Tf L L TOT . L D . OUR FAC. D R W 3,048.634 CA -ENG CWC / I� I�� `�--• D0. AYI NGS[170.NGINTE0.CS1ED 3[AINONNIS INIS(SIGN. DR,AYING APPI.1(SCONlTC 100.(H[EDESICN OF IN( @USS Df PIC IED N(N( AND'SNAIL NOT ofRETIED UPON 10 AMY OIN(R WAY: - 01' Ci�`\\�O SPACING SEE ABOVE . . A 1_F.1..1.1' C) .I. M1A 1.-1.1..1., 1- C11J .I. ti 1V A N , FINIMANL.N'I' DRAM(,* START OI-' TOP (:10111) FEAT TOP C.:IIORD.. PUREINS. START OF TOP CII0121) EXTENSIONS. (SLOPING ' (TYPIC:AI. (CONTINUOUS) EX'T ENSIGNS. (SLOPING I'U I' LAT)\ z TO FLA')') - 41 .1 JJI—fill, \ Y • 81;'1 A UACIC I- URACED BAY --j---y �`. ROOP• SHEATHING. PERMANENT VIA :ONAI,,S FORM DIRACED DAY. REPEAT•AT ALI, HIP pl)S, MAXIMUM IN'T'ERVAL EQUALS 20. (NO'T'E: TIIE IST DAY OF PERMANENT DIAGONALS FORMING BRACED BAY AT THE M1 FLIP CAN BE: EXCLUDED WHEN ALL OF THE FOLLOWING CONDITIONS ARF: MET: 1) TIFF: CON'T'INUOUS TOP CHORD PURLINS ARE ATTACHED TO THE FLAT TOP (:I101(D OF THE /1 IIIP. 2) THE END JACKS ARE SHEATHED WITH PROPERLY ATTACHED STRUCT1I11AL PANELS.) SECTION A—A 11411) APPLIED UR BUILT-IN CRIPPLES CRIPPLE IN PLANE — CRIPPLE OF TRUSSES SPACING COMMON UACIC IF 131-: A C;' 1. N C'I D 1-1j'.l'n CRIPPLE,' S11f'CIL)RT LAYOUT SETBACK 1. tiNrrnnrl: TIIIS' DRAWING REPLACES DRAWING CDI TQ TC LL PSF Qr),OfESSIp TC IJL I'SF' UC DL PSF A� s BC LL PSF F ' TUT.LD. # PSF s f E UR 29F99 _DA DItwG 13RCAL1IP0099 LNG DUR.FAC, t I- URACED BAY --j---y �`. ROOP• SHEATHING. PERMANENT VIA :ONAI,,S FORM DIRACED DAY. REPEAT•AT ALI, HIP pl)S, MAXIMUM IN'T'ERVAL EQUALS 20. (NO'T'E: TIIE IST DAY OF PERMANENT DIAGONALS FORMING BRACED BAY AT THE M1 FLIP CAN BE: EXCLUDED WHEN ALL OF THE FOLLOWING CONDITIONS ARF: MET: 1) TIFF: CON'T'INUOUS TOP CHORD PURLINS ARE ATTACHED TO THE FLAT TOP (:I101(D OF THE /1 IIIP. 2) THE END JACKS ARE SHEATHED WITH PROPERLY ATTACHED STRUCT1I11AL PANELS.) SECTION A—A 11411) APPLIED UR BUILT-IN CRIPPLES CRIPPLE IN PLANE — CRIPPLE OF TRUSSES SPACING COMMON UACIC IF 131-: A C;' 1. N C'I D 1-1j'.l'n CRIPPLE,' S11f'CIL)RT LAYOUT SETBACK 1. tiNrrnnrl: -I- COMMON TRIISSE5 CALIFORNIA IIIP SYSTEM 'TRUSSES _L `#IIIIP PITCl1ED AND SIIEATIIED B ` CIIORU AREA. o—CRIPPLE (C), SUPPORT LOCA'T'IONS. SUPPORTS EXTENDED MEMBERS TO FLAT TOP CHORD (4' O.C. CRIPPLE SPACING SHOWN.) CONNECT CRIPPLE TO FLAT TOP CHORD AND EXTENDED 'TOP CHORD, USING 3 — Od COMMON TOE NAILS OR 2 — IOd COMMON NAILS THROUGH FACE. SECTION U—d BIJII;I'-IN CRIPPLES OR FIELD CRIPPLE SPACING REFER TO ORIGINAL DRAWING FOR CRIPPLE; SPACING. �.(HI CHORD EXTENSION ('TYPICAL) to F_�tw )4 _(B) (U) (B) (D) (B) (D yl HIP GIRDER U(U) PURLINS SPACED 24"O.C. TYP. (CONTINUOUS 2X4) (C) CRIPPLES SPACED 48" O.C. 'I'YP. *NO '1'E:: SEE ORIGINAL DESIGN FOR SE'!'D (D) BUILT' -IN FILL CRIPPLES (IIORI'LONTAL MEMUER OP'T'IONAL) .IVARNING'• IRUSSLS RLOIURC LXIRENL CARL IN FABRICAIING. HANDLING. SHIPPING, IIISTALL114G AND BRACING. REFER IU HIB -91 (HANDLING INSIALLING A14D BRACING), PUBLISIII'D BY 11'1 (TRUSS 11.A.IC 1NS111UIt. 9U3 D'UNIIQNU DLI,. SUITE 200. HARISUN, VI. 93719) FOR SAFETY VRACIICLS 1'141107 H11'LMIDINING INLSL 1(INCT111NS. IMESS RFULRVISE INDICAILD. 1011 CIK04D SIAI.L HAVE PI711'LRLY At1ACNE0 SINK IUTAI. 'ANLLS AND UUIIUH CHLIND SHALL HAVE A IVUVLRLY AIIAVILD RIGI COILING• ■•1HI'URIANI— IURNISH1A COPY O7 THIS DESIGN IU IHL INSFALLAIIUN CU7FRACIUR. ALI'INL CNGINLLRL'D PRNPUCIS. INC. SIALL HOT UL RLSPUHSIOLE IIIR ANY DEVIATION INUH THIS RLSIGNI ANY IAILURL' IU BUILD'iFE TRUSSES IN C(IdLIUMANCE WITH 1141 UR FABRICATING, ( IANULING• SHIL'L'ING. INSIALLING AND BRACING OF' TRUSSES. DESIGN CUM URNS VIIII AI'F'L)CABLE � I'NUVISIONS U NDS RIAIIUNAL DESIGN SI'LEIIFCAIIUH I'UBLISNED BY 1111. AMLRICAN IOREST AND y L'ATE'R ASSUCIAIIUN) AMU 114. ALPINL CONNECIURS ARE HAUL UI 20GA ASIH A653 CU40 GALV. STEL o LXCLVI AS NUILD. APPLY CUNNLCIUNS 10 EACH IACL" G TRUSS AND. UNLESS UINLHVISC I.IICAIED N IVIS DLSIG4, I'OSI111N CONNLCIORS PER DRAVINGS 160 A -i. THE SEAL LIN THIS DRAWING INDICATES ACEI.PlAIICL 10 PRUILSSINAL LNGINLLRING RL•SPUNSIBILIIY SULILY FON 111L TRUSS EONI'Q4E:NT SEE CA-IIIP ENGINEERING FOR JACK TYPE I.ISED. LUMBER, PLA'T'ING, LOADING AND DURA'T'ION FAC'T'OR REQUIRED TIIIS' DRAWING REPLACES DRAWING CDI TQ TC LL PSF Qr),OfESSIp TC IJL I'SF' UC DL PSF A� s BC LL PSF F ' TUT.LD. # PSF REF CA F'. BRACE f E UR 29F99 _DA DItwG 13RCAL1IP0099 LNG DUR.FAC, t Point s SPACING F• Elmim im IWN,, now w -I- COMMON TRIISSE5 CALIFORNIA IIIP SYSTEM 'TRUSSES _L `#IIIIP PITCl1ED AND SIIEATIIED B ` CIIORU AREA. o—CRIPPLE (C), SUPPORT LOCA'T'IONS. SUPPORTS EXTENDED MEMBERS TO FLAT TOP CHORD (4' O.C. CRIPPLE SPACING SHOWN.) CONNECT CRIPPLE TO FLAT TOP CHORD AND EXTENDED 'TOP CHORD, USING 3 — Od COMMON TOE NAILS OR 2 — IOd COMMON NAILS THROUGH FACE. SECTION U—d BIJII;I'-IN CRIPPLES OR FIELD CRIPPLE SPACING REFER TO ORIGINAL DRAWING FOR CRIPPLE; SPACING. �.(HI CHORD EXTENSION ('TYPICAL) to F_�tw )4 _(B) (U) (B) (D) (B) (D yl HIP GIRDER U(U) PURLINS SPACED 24"O.C. TYP. (CONTINUOUS 2X4) (C) CRIPPLES SPACED 48" O.C. 'I'YP. *NO '1'E:: SEE ORIGINAL DESIGN FOR SE'!'D (D) BUILT' -IN FILL CRIPPLES (IIORI'LONTAL MEMUER OP'T'IONAL) .IVARNING'• IRUSSLS RLOIURC LXIRENL CARL IN FABRICAIING. HANDLING. SHIPPING, IIISTALL114G AND BRACING. REFER IU HIB -91 (HANDLING INSIALLING A14D BRACING), PUBLISIII'D BY 11'1 (TRUSS 11.A.IC 1NS111UIt. 9U3 D'UNIIQNU DLI,. SUITE 200. HARISUN, VI. 93719) FOR SAFETY VRACIICLS 1'141107 H11'LMIDINING INLSL 1(INCT111NS. IMESS RFULRVISE INDICAILD. 1011 CIK04D SIAI.L HAVE PI711'LRLY At1ACNE0 SINK IUTAI. 'ANLLS AND UUIIUH CHLIND SHALL HAVE A IVUVLRLY AIIAVILD RIGI COILING• ■•1HI'URIANI— IURNISH1A COPY O7 THIS DESIGN IU IHL INSFALLAIIUN CU7FRACIUR. ALI'INL CNGINLLRL'D PRNPUCIS. INC. SIALL HOT UL RLSPUHSIOLE IIIR ANY DEVIATION INUH THIS RLSIGNI ANY IAILURL' IU BUILD'iFE TRUSSES IN C(IdLIUMANCE WITH 1141 UR FABRICATING, ( IANULING• SHIL'L'ING. INSIALLING AND BRACING OF' TRUSSES. DESIGN CUM URNS VIIII AI'F'L)CABLE � I'NUVISIONS U NDS RIAIIUNAL DESIGN SI'LEIIFCAIIUH I'UBLISNED BY 1111. AMLRICAN IOREST AND y L'ATE'R ASSUCIAIIUN) AMU 114. ALPINL CONNECIURS ARE HAUL UI 20GA ASIH A653 CU40 GALV. STEL o LXCLVI AS NUILD. APPLY CUNNLCIUNS 10 EACH IACL" G TRUSS AND. UNLESS UINLHVISC I.IICAIED N IVIS DLSIG4, I'OSI111N CONNLCIORS PER DRAVINGS 160 A -i. THE SEAL LIN THIS DRAWING INDICATES ACEI.PlAIICL 10 PRUILSSINAL LNGINLLRING RL•SPUNSIBILIIY SULILY FON 111L TRUSS EONI'Q4E:NT SEE CA-IIIP ENGINEERING FOR JACK TYPE I.ISED. LUMBER, PLA'T'ING, LOADING AND DURA'T'ION FAC'T'OR REQUIRED TIIIS' DRAWING REPLACES DRAWING CDI TQ TC LL PSF Qr),OfESSIp TC IJL I'SF' UC DL PSF A� s BC LL PSF F ' TUT.LD. # PSF REF CA F'. BRACE f E UR 29F99 _DA DItwG 13RCAL1IP0099 LNG DUR.FAC, t Point s SPACING F• 2X4 C-) STANDAnO JACK DETAIL n C SPACING 24" O.C. in DEFLECTION F:nITC11IA: m to 1.5X3 (LIVE•" LUAU) to RAFTI•II SLOPES < 4: 12 - N nAFTEn SLOPES > 4: 12 < 12: i?_ - L/ IUD CEILING JOIST ^ L/240 i IIAFTEn 1T IS 1'IlE RESPUNSIOILI iY ill" 7111: f1l1ILUIIIG UESIGNEn AtJO .,TIIUSS FAUIII.CATOII TO FIEVIEVI TIIIS UIIAWING PnIUn TO CUTTING LU14BEII TO VEIIIFY THAT ALL UAIA, INCLUDING DIMENSIONS AND LOADS, CONFORM TO THE AIICIIITECTURAL SPECIFICATIONS AND FAOIIICATUn' S TRUSS LAYOUT. 1.5X3 MAXIMUM CLEArl SPAN -- ------ ................_...__..2x4 ITEM -Fin sTnrlDnnu --- \.III: 01) 1 11E D IF nAFTEn NoT SUPI-101ITED AT END (�G .JOIST .LIVE LOAO (PSF) DEAD LOAD (PSF) DURATION FACTOR SIZE GRADE nAFTEn SLOPE_6 4:12 nAFTEn SLOPE > 4: 12 BUT 16 16 30 30 16 16 30 30 10 15 10 15 10 15 10 15 25% 25% 15% 15% 25% 25% 15% 15% 2X4 q1 FL 9-2-0 8-7-0 .... 0-11-0 ..7-11-0 0-5-0 _ 2X4 SS FL 9-6-0 _ 2X6 H1 FL 13-4-0 12-6-0 13-1-0 10-9-0 11-10-0 2X6 SS FL 13-I1-0 0 0 0 0 r= o O G _J I= O O O O 1 o . o I=j r___1 C=3 C= t=3 CI 11 TRUSS L1 11=1 f� • 7 17-73 (-7 r.-1 (-I r=1 -41AX IMUM CLEM? SPAN - - CEILING JOIST 5 1.00 7-5-0 8-11-0— 0_4-0__. 7-10-0 .7=5_.0.__.. .- --..._ 8=22_ 8.0-0-- — -- - 9-3-0--- 0=7=0 10-2-0 12-3-0 11-6-0 10-9-0 10-3-0 13-11-0 -11-4-0 — -- 12-8-0 11-11-0- -11-4-0- 10-10-0 13-11-0 XXIMPORTANT)1XA1.r11E wcmrll mrcu mmis. Illr., 511At1 IIIII nF IIF 5111MIs lilt E r111 AII( 9EVIA1101I 1`1104 11115 IIESINI On IIf.SE SI'I:Clr I1:AI1tme, 111111'1 FAIcunE TO 00110 UE IIKISS III COIFO101Al A:E 11111 OSIM Or Irl. AArI11E COMICIOOS AIIE NAGE Or 700A OAIv• SIM ME1UIn ASIM AAAO Gn ! FICErI AS 110IED. AI4-l1 r.Itrnr:IllllS IU TACII IAC( or IIIUSS AIG MUSS OIIEIMISE tOCA1C11 dl 11115 9t Slon, 1.OS111011 C9lIECI91IS rill 1XIAM111;S 130, 150 C IAOA-r, nESIrJI SIAIf)AIIIS COICO1W 1/Arr\ICAnLE 1•IAIVISI01K IIr 1115 A Irl. All t11011E(11-5 Sr AE 011 IIID OnA11ll: 111•IIES f0 lilt I:I0P11191 OtPICKO 11010 IH 0101. AIG SIM I, Illi OF Ilrlllll IIrIMI III Ail( n11(n MAf. !..fill - IIAKS rllll IIISIIIIIII. 1115 - IggI IIAIp11/A1 I951 WARNING:, `F" ""010111E EKIIIHIF. C III ItA1411.1110, EIIECTI011 OnAr.1110. S[E 11111.91 of Irl. sEE 11113 n rWl AIMIII IIl1Al SPECIAI. 1'EnrA11E1p OIIAC I 01/111F, IAF IIIS, UTA.ESS nnr101ISE 114111CAIE1 CI91110 SHALE OF lAll.11A1,11 911ACE11 1111111 i 1`V AlfAC1Eo rl1lIM111 NCA11111I0. 0011011 111111 rlvlrElll AIIAI:IEII nir.11l r.F11.11A1 -- /I,1,11F, Il C11111:A1 U•IIAIE (1/1/911 rllll r1101 011(1A11. AI•II,ICA11111, tUfg1s11 A CI0111 Or 11 ficslnll III IIE 1111155 (111 CI IIlI r.101111AC 11111, ;11 •.1.11;11 Ir.111n11 (141 0111111 I:n111.1111r.111111 b*201 OF JACK DETAIL REF n992--90913 ORW CD101 _f CA -ENG JS l KEST1227-KESTERSON / KESTERSON - KEST1227--KESTERSON/Ai COM T'OP CHORD 2x4 DF -L #1 (:nT CHORD 2x4 DF -L #1 cli WEBS 2x4 DF -L Standard `"It Wedge 2x4 DF -L Standard: (PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. ,N DITIONAL SPRIKLER LOADING PER TRUSS FABRICATOR 00------------------------------------------------- . o - 75 LB Conc. Load at 2.00, 12.00, 20.17 THIS TRUSS DESIGNED FOR SPRINKLER LOADS WITH DEAD WEIGHT APPLIED TO MEMBER(S) WHERE INDICATED. AT EACH LOCATION OF SPRINKLER SUPPORT,. LOAD HAS BEEN INCREASED FOR AN ADDITIONAL 250# AS REOUIRED BY UBC -94, TABLE 16-B CATEGORY 13. H V Q O _ THIS OWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 6.00 PSF SOFFIT LOAD. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00" OC, BC @ 72.00" OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. *** THIS TRUSS IS NOT SYMMETRIC - INSTALL AS SHOWN *** W4X4 W04 (A2) W4R4(AZ) W3X8 III L,2 -0-0-,J 0:6r 2-0-0-3J 11-1-0 I 11-1-0 _I 22-2-0 Over 2 Supports j R=1307 W=5.5" R=1364 ?J=5.5" PLT TYP. have TPI - O O ALPINE ti I Alpine Engineered Products, Inc. Sacramento, CA 95828 5\R Design Criteria: TPI(STD —WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHLPPIIIG, INSTALLING AND BRACING. REFER TU HlB•91 (PAROLIMG IR5TALLING AHD BRACING), PUBLISIIED BY TPI (TRUSS PLATE INSTITUTE, 583 0 ONOFRIO DR., SUITE 200, MADISON, MI 53719), FUO SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING, •'IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALIATIOR CONTRACTOR, ALPINE ENGINEERED Pp000CTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEY IATION FROR THIS DESIGN: ANY FAILURE TO BUILD TIIE TRUSSES IH CONFORMANCE WITH TPI: OR FABRICATING, HANDLING. SHIPPIRG, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CORRECTORS ARE MADE OF 20GA ASTM AGS3 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, ANO UM L ESS OTHERWISE LOCATED ON THIS DESIGN. POS 171011 CONNECTORS PER DRAW]WGS 160 A-E. - THE SEAL ON THIS DRAWING INDICATES ACCEPTAIICE OF PR OfESSI OVAL ENGINEERIIIG RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF TH15 COMPONENT FOR ANY PARTICULAR BUILDIRG IS THE RESPONSIBILITY Ut THE BUILDING DESIGNER, PER ANSI/TP1 1-1995 SECTION 2. _ R � rTE CQLMI N 19.Oh2 CA - 1 - - - F Scale =.25" Ft. VES S/p, ' Ar� S I * Com' Of CA TC LL TC DL BC OL BC LL 16.0 PSF REF R427--44171 15.0 PSF DATE 01/03/01 7.0 PSF, DRW CAUSR427 olmoos 0.0 PSF CA -ENG GTP/CWC TOT.LD. 38.0 PSF SEQN - 52518 OUR . FAC . 1.25 .FROM KD SPACING 24.0" r cTTO'2T_vcCTGacnN / KFSTFRSON - KFST1227--KESTERSON/A2 GIRD *) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS), SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 DF -L #I N f CHORD 2x6 DF -L #2 :B2 2x6 DF -L SS: \ WEBS 2x4 DF -L Standard M _;kTES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. (ADDITIONAL LOADING PER TRUSS FABRICATOR N_--._-._. �A col) BC - 820 LB Conc. Load at 10.04 (=;J) BC - 850 LS Conc. Load at 12.04, 14.04 1760 LB Conc. Load at 14.56 DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. (H1) RECOMMENDED CONNECTION FOR TRUSS FRAMING FROM THE BOTTOM CHORD: SIMPSON LUS26. SEE SIMPSON CATALOG C-2000. (92) RECOMMENDED CONNECTION FOR TRUSS FRAMING FROM THE BOTTOM CHORD: SIMPSON HUS26. SEE SIMPSON CATALOG C-2000. W5X4(R) p& 145X4= N W2.5X4 v p 5 r- 0 w - .. w x w z II3X8 (Al) = W1.5X4 W WSX6 = W5X4 = c7 — z • w W5X8 j2=Comp1ete'Trusses Re:quixec F NAILING SCHEDULE: (0.1310.0_g_nalls) TOP CHORD: 1 ROW @ 12" o.c. BOT CHORD: 1 ROW @ 7" o.c. WEBS : 1 ROW @ 4" o.c. USE EOUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00" OC, BC @ 72.00" OC. 10 PSF BC LIVE LOAD PER UBC. *** THIS TRUSS IS NOT SYMMETRIC -- INSTALL AS SHOWN *** W5X4(R) V W2.5X4 5 B2 -9-0-0 W5X6 = W1.5X4 N W3X1O(A1) w 0-6-0 Z � Q y 11-1-0 1 11-1-0 J I 22-2-0 Over 2 Supports R=2514 W=5.5" M PLT TYP. Wave TPI -95 R Design Criteria: TPI STD '*WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND p BRACING. REFER TO HIO -91 (HARKING INSTALLING ANO BRACING), PUBLISHED BY TPI (TRUSS PLATE C=) INSTITUTE, 583 D'ONOFRIO OR.. SUITE 200. MA015DH. MI 53719). FOR SAFETY PRACTICES PRIOR TO n7 PERFORMING THESE FUNCTIONS. URLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY AT ACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEIL1nG. _d: •'IMPORTANT•• FURNISH A COPY OF THIS DESIGN TO THE INSTAL L AT]ON CONTRACTOR. ALPINE ENGINEERED PRODUCTS, IHC. SHALL NOT BE 0.ESPOIIS (BLE FOR ART DEVIATION FROM THIS OE SIGH; ANY FAILURE TO BUILD THE TRUSSES 111 CONF ORHANCE WITH TPI: OR FABRICATING, HAHDLIHG. SNIPPING, INSTALLING AND Q ALPINE BRACING OF TRUSSES. IN IS OESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE "-� CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION COUSEC70RS PER I DRAWINGS 160 A -I. THE SEA( AN THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERIIIG Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUI IA81LI7Y AHO USE OF THIS P SBC gineeO, CA oduct COMPONENT FOR ANY PA q TICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER AHS(/TPI 1-1995 SECTION 2. R-3451 W=5.5" 19.0 W2001 1U FrE COUN1 Y AIMING DEPARTMEN I Oak CA/ -/1/-/-/-/F TC LL 16.0 PSF TC DL 15.0 PSF BC OL 7.0 PSF BC LL 0.0 PSF TOT.LD. 38.0 PSF OUR.FAC. 1.25 SPACING 24.0" Scale—.25"/Ft. REF R427--44172 DATE 01/03/01 D R W CAUSR427 01003028 CA -ENG GTP/CWC SEON - 52843 FROM KD KEST1227-KESTERSON / KESTERSON - KEST1227--KESTERSON/B1 COM TOP CHORD 2x4 DF -L #1 c5iT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard _-ATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. DDITIONAL SPRINKLER LOADING PER TRUSS FABRICATOR N_________________________________________________ Lrn 0 75 LB Conc. Load at 2.00, 12.00, 15.00 o IS TRUSS DESIGNED FOR SPRINKLER LOADS WITH DEAD WEIGHT APPLIED TO MEMBER(S) WHERE INDICATED. AT EACH LOCATION OF SPRINKLER SUPPORT, LOAD HAS BEEN INCREASED FOR*AN ADDITIONAL 250# AS REQUIRED BY UBC -94, TABLE 16-8 CATEGORY 13. W4X4 LJ] v 0 04 Cl r� w w w z - c.5 _ z w z a a I C"7 PLT TYP_ Wave TPI - O O N ALPINE I AlpinOn gineered Products, Inc. cTg%.to, CA 95828 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. ***LOADING ON THIS TRUSS CALCULATED BY JOB -DESIGNER, AND MODIFIED BY TRUSS FABRICATOR*** ROOF OVERHANG SUPPORTS 6.00 PSF SOFFIT LOAD. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00" OC, BC @ 72.00' OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W4X4(A2) = W4X4(A2) L,2-0.0-�.J L,_2-0-0-�J ( 8-6-0 I 8-6-0 ,I R=1114 W=5.5" 17-0-0 Over 2 Supports j R=1146•W=5.5' m AJ! FIE COLh"V 1 Y MNG DEPARTME SPP UOO"A VE D 95\R Design Criteria: TPI(STD '•HARM ING•' TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TO HIB -9l (HANDLING INSTALLING AND BRACIIIG), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. SB3 D'ON0FR 10 DR.. SO TE 200. MADISON. HI 537X9). F0fl SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UALESS, THERWISE INDICA7E[I, TOP CHORD SHALL HAYS PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SMALL NAVE A PROPERLY ATTACHED RIGID CE]L IMG. -IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRDINC.DBIOUCTS, NC. SHALL T E RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FA II URE i0 BUILD TME TRUSSES IN CONFORMANCE III7H TPI: OR FABRICATING, HANDLING, SHIPPING, [NSTALL MG AHD BRACING OF TRUSSES, THIS DESIGN CONFORMS N1TH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC IF ICATI OH PUBLI SII ED BYTHE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CON HECTORS ARE MADE OF 20GA ASTM AG5I3 GRAD GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONIECTORS PER DRAWINGS 160 A'2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESS DNA L EMG I IIE ER it RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN 540�11, TNF. SU17ABILITY AND USE OF T1115 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. .PER ANSI/TPI 1 1995 SC710M 2. 19.Ob2 p FES ` ! , � .O of pO ; Ib. 5 r 9 1 * C -` ��� (� CA - 1 - F TC LL 16 .0 P S F TC DL 15 .0 P S F BC DL 7 .0 P S F BC LL 0 .0 P S F TOT. L D . 38 .0 P S F D U R .FAC . 1 .25 SPACING 24. 0 " Scale=_25"/Ft. REF R427--44173 DATE 01/03/01 DR W CAUSR427 01003006 CA -ENG GTP/CWC SEQN - 52525 FROM KD KEST1227-KESTERSON KESTERSON - B2 GIRD ITOP CHORD 2x4 DF -L ##1 N T CHORD 2x8 DF -L SS \ WEBS 2x4 DF -L Standard :143 2x4 DF -L #1: Q;.ATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. IAODITIONAL LOADING PER TRUSS FABRICATOR N--------------------- Lr>• ---------------------------- �I1) BC From 1100 PLF at 0.00 to 1100 PLF at 13.00 ,=;Q) BC 2025 LB Conc. Load at 13.00 2400 LB Conc. Load at 15.00 DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. (H1) RECOMMENDED CONNECTION FOR TRUSSES FRAMING FROM THE BOTTOM CHORD AT 24" O.C.: SIMPSON HUS28. SEE SIMPSON CATALOG C-2000. W6X8 a H v Q O W3X8(A3 q w rx w W D FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. ate Trusses Required] NAILING SCHEDULE: (0.131x3.0_g_nalls) TOP CHORD: 1 ROW @ 12" o.c. BOT CHORD: 1 ROW @ 2" O.C. WEBS : 1 ROW @ 4" o.c. REPEAT NAILING AS EACH LAYER IS APPLIED. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00" OC, BC @ 72.00" OC. 10 PSF BC LIVE LOAD PER UBC. (H2) RECOMMENDED CONNECTION FOR TRUSS FRAMING FROM THE BOTTOM CHORD: SIMPSON HGUS28-3. SEE SIMPSON CATALOG C-2000. (H3) RECOMMENDED CONNECTION FOR TRUSS FRAMING FROM THE BOTTOM CHORD: SIMPSON HUS28. SEE SIMPSON CATALOG C-2000. z W3X8(A3) w 413X8(A3) 0) w z 8-6-0 I 8-6-0 J I 17-0-0 Over 2 Supports J I R=10241 W=5.5" ¢ Rh=64 CV M PLT TYP. Wave TPI -95\R Design Criteria: TPI(STD O O C ALPINE I Alpine Engineered Products, Inc. Sacramento, CA 95828 -WARNING'- TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND BRACING. REFER 10 1118-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY "I (TRUSS PLATE INSTITUTE. SBS O'ONOffl 10 OR .. SUITE 200. NADISOtI. NF 53719). FOR SAFETY PRACTICES PR10R TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SNAIL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOT70H CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. •INPORTAIIT- FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ARY DEVIATION FROM THIS DESIGN: AHY FAILURE TO BUILD THE TRUSSES lH CONFORMANCE WITH TPI: OR FABRICATING, HANDLING. SHIPPING. INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF IIDS (NATIONAL DESIGN SPECIE I[AT ION PUBLISHED By THE AM 1CAW FOREST AND PAP Efl ASSOC fATiOO) ANO TPI. ALPINE CONNECTORS ARE MADE OF ZOGA ASTM A653 GR40 GAL V. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS 70 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR TNI TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE Of THIS COHPONEHT FOR ANY PAR TICULAR BUIL BT JIG 1S THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/IPI 1 1995 SECTION 2. R=9767 W=5.5" Rh --66 v E? aW rTE G IM"I'll % w1l 0e !l -UNG DEPARTMRV 4— ROVFD 19.Ob2 CA - 1 F Scale =.375" Ft. TC LL 16.0 PSF REF R427--44174 QpOVES �c TC DL 15.0 PSF DATE 01/03/01 .e BC DL 7.0 PSF DRW CAUSR427 01003030 5 r a BC LL 0.0 PSF CA -ENG GTP/CWC 6x2ml * TOT.LD. 38.0 PSF SEON - 52882 DUR.FAC. 1.25 FROM KD SPACING 24.0" Of CA FC7T797-KF1,TFRSON / KESTER SON - j'SGE] C1 DTC ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS R DIMENSIONS) SUBMITTED BY TRUSS MFR. ITOP CHORD 2x4 DF -L #1 SIT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard ,L.ATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. (THIS TRUSS IS DESIGNED TO SUPPORT 12" OUTLOOKERS AND Lc (DING LOAD NOT TO EXCEED 10 PSF ON ONE FACE. a :) 2x4 DF -L #1 FULL BLOCK. ATTACH BLOCK TO THE TOP CHORD z WITH 2X4 ALPINE PLATES @ 24'0c. THROUGHOUT PLUS HEEL PLATES AS SHOWN. (K) W4X4 51 Ery H W2X6 W2X6 o n n r� � 142:5X4 = w z W2X6(A1) c7 z w ROOF OVERHANG SUPPORTS 6.00 PSF SOFFIT LOAD. SEE DWG GBLLETIN0699 FOR MORE REQUIREMENTS. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00' OC, BC @ 72.00" OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W4X4= (K) W4X4 —15 W2X6= 142X6 142.5X4 = W2X6(A1) C� w�2-0 0—� ATE 7N7 ti z L-2-0-0� • 1 7-5-2 I 7-5-2 J NG ®EPAR Fri: 14-10-4 Over 2 Supports j - R=440 PLF W-2-0-0 AQP V R=454 PLF W=2-0-0 ED CV M C3,> Note: All Plates Are W1.5X4 Except As Shown. Design Criteria: TPI(STD . PIT TYP_ Wave TPI -95\R 9 O O N d' 7 ALPINE I Alpine Engineered Products, Inc. Sacramento, CA 95828 'U RNING'• TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANOI IIIG, SNIPPING, INS7 All 1116 AHD BRACING. REFER 70 HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D•ONOFRIO DR.. S01TE 200. MAOISOII, N1 53719). FOR SAFETY PRACTICES PRIOR TO PERFORHIMG THESE FUNCTIONS. UNLESS OTHER VISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHDRD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. '•IMPORTANT'* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROH THIS (ESIGN: ANY FAILURE 70 BUILD THE TRUSSES IN CONFORMANCE N1 TH TPI; OR FABP LCAT IIIG. HANDLING, SHIPPING. INSTALLING AND BRACING OF TRUSSES. T1115 DESIGN CONFORMS WITH APPLICABLE PR OVI310NS OF NOS (N ATIONAI DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR AO GALV, STEEL. EtcEPi AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 A -I. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPOIIS 1B1lITY SOLELY FOR THL IHUSS l'OHPONEHT DES [GN SNOVN. TILE SUITABII ITV AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUlLDIMG DESIGNER. PER ANS11TPI I. 1995 SECTION 2. .Ob2 CA 1 - - F afESS TC LL 16.0 PSF gyp! TC DL 15.0 PSF '0 sL BC DL 7.0 PSF 5 �T° BC LL 0.0 PSF ramDl * TOT.LD. 38.0 PSF CMI. GFC DUR . FAC . SPACING 1.25 24.0" Scale =.375"/Ft. REF R427--44176 DATE 01/03/01 D R W CAUSR427 01003008 CA -ENG GTP/CWC SEON - 52556 FROM KD .. --------- ro rAm TOP CHORD 2x4 DF -L #1 c3 -:,f CHORD 2x4 DF -L #1 cli WEBS 2x4 DF -L Standard c.o a 4TES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. ADDITIONAL SPRIKLER LOADING PER TRUSS FABRICATOR L17 --------- rn - 75 LB Conc. Load at 2.00, 12.85 z IS TRUSS DESIGNED FOR SPRINKLER LOADS WITH DEAD WEIGHT APPLIED TO MEMBER(S) WHERE INDICATED. AT EACH LOCATION OF SPRINKLER SUPPORT, LOAD HAS BEEN INCREASED FOR AN ADDITIONAL 250# AS REQUIRED BY UBC -94, TABLE 16-8 CATEGORY 13. W4X4 v c� 0 x la C-3 F=-4 `;Q W2.5X z o z w TIIIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 6.00 PSF SOFFIT LOAD. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00" OC, BC @ 72.00" OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. 7-5-2 I 7-5-2 J 14-10-4 Over 2 Supports —I I R=846 W=5.5" R=1021 W=5.5" PLT TYP. Wave TP O O N d• 4 ALPINE ti I Alpine Engineered Products, Inc. Sacramento, CA 95828 5\R Design Criteria: TPI(STD —WARNING'• TRUSSES REQUIRE EITREHE CARE IN FABRICATION. HANDLING. SNIPPING, INSTALLING MIO BRACING. REFER TO X18.91 (HAHDIING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. SB3 D'OIIOFRIO DR.. SUITE 200. MADISON, WI 53119). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "IMPORTANT`• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALP INEFAILUR EE RED iO PRODUCTS. INC. SHALL IIOT BE RESPONSIBLE FOR ANY DEVIATION FROM TNES OESIGN; ANY BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND iPl. AlPlliE CONNECTORS ARE MADE OF 20GA ASTM A6S3 GR40 QALY. STEEL, EXCEPT AS NOTED. APPLY CONIIE CTORS i0 EACH FACE OF TRUSS. AND UNLESS OTXERWI SE LOCATED ON THIS DESIGN, POSITI0 COIINECTORS PER DRAWINGS 160 A-1. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PflOFE551011A1 ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER AMSIITPI L-1995 SECTION 2. CZ I 1 -TE GOW I WRWI G DEPARTMEN I 19.Ob2 CA - 1 - F FESS IO,EY� W. Fy 406 TC LL TC DL BC DL 16.0 15.0 7.0 PSF PSF PSF BC LL 0.0 PSF 63=1 * TOT.LD. 38.0 PSF DUR.FAC. 1.25 C ` OFC SPACING 24.0° Scale =.375"/Ft. REF R427--44175 DATE 01/03/01 DR W CAUSR427 01003007 CA -ENG GTP/CWC SEON - 52543 FROM KD EST1227-KESTERSON / KESTERSON - C3 GIRD FTOP CHORD 2x4 DF -L #]&Bet. N F CHORD 2x8 DF -L SS \ WEBS 2x4 DF -L Standard :W3 2x4 DF -L #1: �t Slider 2x8 DF -L #1: BLOCK LENGTH - 2.062' (PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. cli LLc>DITIONAL LOADING PER TRUSS FABRICATOR CXD_ -- - ------------------------------------ o - From 1116 PLF at 0.00 to 1116 PLF at 13.00 z DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. RECOMMENDED CONNECTION FOR TRUSSES FRAMING FROM THE BOTTOM CHORD AT 24' O.C.: SIMPSON HUS28. SEE SIMPSON CATALOG C-2000 W3X4 W6X8 = 51— W3X8 cn N3 F v ca T o I x o W4X6 (E3) = 412.5X4 III W8X8 = . w w z HS2512 (E3) III c.s z w ' w z , W5X6- -15 ROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. e Trusses Required 1 NAILING SCHEDULE: (0.131x3.0_g_nalls) TOP CHORD: 1 ROW @ 12" O.C. BOT CHORD: 1 ROW @ 3" O.C. WEBS : 1 ROW @ 4" 0.c. - USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. ROOF OVERHANG SUPPORTS 6.00 PSF SOFFIT LOAD. IN LIEU OF RIGID CEILING USE PURLINS: TO BRACE BC @ 24.00" OC 10 PSF BC LIVE LOAD PER UBC. W3X8(A3) -.9-0-0 W3X14 III W3X8( 3) _ L,---2-0-0--�;:j I 5-6-14 I 7-5-2 _I I 13-0-0 Over 2 Supports '1 I R-7551 c-7) C' C7� R=8083 W=5.5" Rh= -43 PLT TYP. High Strength.Wave TPI -95\R Design Criteria: TPI S1 ^ WAR NING•• TRUSSES REQUIRE EITREME CANE IN FABRICATION. MANDL IMG. SNIPPING, INSTALLING AND O BRACING. REFER TO MID -91 (HANDLING INSTALLING AND BRACING), PUBLI SHE0 BY TPI (TRUSS PLATE O INSTITUTE. SB3 O'OHOFRIO DR.. SUITE 200, MADISON. WI 53719). F00. SAFETY PRACTICES PRIOR TO CV PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SMALL HAVE A PROPERLY ATTACHED RIGID CEILING. ¢I' --IMPORTANT** FURNISH A COPY OF THIS DESIGN TD THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL HOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMAUCE WITH TPI; OR FABRICATING. HANDLING. SHIPPIIIG, INSTALLING AND �-• BRACING OF TRUSSES. THIS DE STGR CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN ALPINE SPECI"CAT ION PUBLISHED BY THF AM ERIC All FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE '—' CONNECTORS ARE MAGE OF 20GA ASTM A653 GR40 GALV. STEEL. EVCEPT AS 11DIE0. APPLY COHHECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITI011 CONNECTORS PER DRAWINGS 160 Al. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESS( OtIAI ENGINEERING Alpine Engineered PYOAUCIS�IIIC. RESPONSIBILITY SOLELY fOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE Of THIS p SEngine red Pf duct COMPONENT FOR AIIY PARTICULAR BUILDING IS THE RESP 0NSIBIL IT OF THE BUILD ItIG DESIGNER, PER ANSI/TDI 1.1995 SECT 1011 2. 19.0 Ic— '-'3 JU ITE COI v 901110AIING DEPART EN CA/ -/l/-/-/- F Scale =.375" Ft. TC LL 16.0 PSF REF R427--44177 TC DL 15.0 PSF DATE 01/03/01 BC DL 7.0 PSF DRW CAUSR427 01003009 BC LL 0.0 PSF CA -ENG GTP/CWC * TOT.LD. 38.0 PSF SEON - 52745 DUR,FAC. 1.25 FROM KD SPACING 24.0° •(KEST1227-KESTERSON / KESTERSON - D1 DTC ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. TnD CHORD 2x4 DF -L #1 rn N I CHORD 2x4 DF -L 01 C=) WEBS 2x4 OF -L Standard :W1, W2 2x4 DF -L #1: Ti 4TES DESIGNED FOR GREEN LUMBER PER NDS 97 TABLE 7.3.3. THIS TRUSS IS DESIGNED TO SUPPORT 12" OUTLOOKERS AND ,.,,DING LOAD NOT TO EXCEED 10 PSF ON ONE FACE. C0 o ) 2x4 OF -L #1 FULL BLOCK. ATTACH BLOCK TO THE TOP CHORD z WITH 2X4 ALPINE PLATES @ 24"oc. THROUGHOUT PLUS HEEL PLATES AS SHOWN. [n H v Q 0 x Q w x w z c.5 z w ROOF OVERHANG SUPPORTS 6.00 PSF SOFFIT LOAD. SEE DWG GBLLETIN0699 FOR MORE REQUIREMENTS. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00' OC, BC @ 72.00" OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. W4X4 z L, ---2-0-0---j W3X4= �-2-0-0--j 6-0-0 I 6-0-0 J ¢ I 12-0-0 Over 2 Supports R=379 PLF W=2-0-0 M •Note All Plates Are W1.5X4 Except As Shown. R=379 PLF I-1=2-0-0 C7, PLT TYP. Wave TPI 95\R Design Criteria: TPI(STD G ANO O O d' ALPINE ti I Alpine Engineered Products, Inc. Sacramento, CA 95828 'WARNING" TRUSSES REQUIRE EXTREHE [ARE IN FABRICATION, HANDLING, SHIPPING. INSTALLIa BRACING. REFER TO HI8.91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE 10STITUTE. 583 D'ONOF0.I0 DR.. SUITE 200. HADISOIi, WI 53119), FOR SAFETY PRAC710ES PRIOR TO PERFORII111G THESE FUNCTIONS. UIII ESS 07HERV ISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. •I"PORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE EIIG INEERED PRODUCTS. INC. SHALL N07 BE RESPONSIBLE FOR ANY DEVIATI 011 FRO THIS DESIGN: ANY FAILURE TO SUI Lo THE TRUSSES IN CONFORMANCE VITH TPI: OR FABRICATING. HAIIDLING. SNIPPING, INSTALL 111G AND BRACING OF TRUSSES. TH]S DESIGN CONFORMS NIT" APDLICABLE DR-1510NS OF HOS (IIATIONAL DESIGN SPECIfICAT10N PUBLISHED BY TH[ ANERICAH fORE ST ANO RAPER ASSOC,ATION) AND TPI. ALDINE CONNECTORS ARE HAD OF 20GA AST" A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS. AND UNLESS OT LOCATED ON THIS DESIGN, POS I7ION CONnE[70R5 PER DRAWING 160 A-1. THE SEAL ON TN [S DRAWING JNDICATES ACCEPTANCE OF PROF ESSIO"AL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS CON,ON ENT OES lGN SMONN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI 1.1995 SECTION 2. Ob2 +13-0-0 ITE G'j I ONO DEP R EN�i ELY CA - 1 - F Scale =.375" Ft. TC LL 16.0 PSF REF R427--44179 TC DL 15.0 PSF DATE 01/03/01 BC OL 7.0 PSF DRW CAUSR427 01003011 (� BC. LL 0.0 PSF CA -ENG GTP/CWC * TOT.LD. 38.0 PSF SEAN - 52554 OUR FAC. 1.25 FROM KD SPACING 24.0" CT1997-WFCTFRSON I KESTERSON - D2 COM ITOP CHORD 2x4 DF -L #1 N T CHORD 2x4 OF -L #1 \ WEBS 2x4 OF -L Standard t Slider 2x6 OF -L #2: BLOCK LENGTH - 2.200' 0.;t Slider 2x6 DF -L #2: BLOCK LENGTH - 2.200' (PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3.• CV Loc- � IDITIONAL SPRIKLER LOADING PER TRUSS FABRICATOR - -------------------------------------------------- 75 LB Conc. Load at 2.00, 10.00 THIS TRUSS DESIGNED FOR SPRINKLER LOADS WITH DEAD WEIGHT APPLIED TO MEMBER(S) WHERE INDICATED. AT EACH LOCATION OF SPRINKLER SUPPORT, LOAD HAS BEEN INCREASED FOR AN ADDITIONAL 250# AS REQUIRED BY UBC -94, TABLE 16-8 CATEGORY 13. W4X4 = J3 F V Q O a O O cli <X' THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 6.00 PSF SOFFIT LOAD. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00" OC, BC @ 72.00' OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 413X6 (C6) W2X4(A1) 1 6 B-->' L--1-6-8--1-2-0-0-�-j 6-0-0 I 6-0-0 J R=922 W=5.5" 12-0-0 Over 2 Supports j R=922 W=5.5" PLT TYP. Wave TPI -95 R Design Criteria: TPI(STD "WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO MIB -9I (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 D'ONOFR IO OR U'4 SUITE 200, MADISON. MI 53719). FOR SAFETY PRACTIC[S PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HRYE PROPERLY AT7ACIIEO STRUCTURAL PANELS. BOTTOM CHORD SMALL HAVE A PROPERLY ATTACHED RIGID CEILING. "'IMPORTANT' FURNISH A COPY OF THIS DESIGN TO THE INSTALLAT IOU COU TRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEPIAT ION FROM THIS DES GLI; ANY FAILURE TO BUILD THE TRUSSES MA IN CONFORNCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING. INSTALLING AND BRACING OF TRUSSES. THIS OE SIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS A L P I N E (M aT[ONAL OE SIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON TNIS DESIGN, POSITION HE TONS PER DRAWINGS 160 A-7. THE SEAL ON THIS DRAWING IND1CATES ACCEPTANCE Of PROFESSIONAL ENGINEERING Aline Engineered Products, InG. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SU17ABILITY AND USE OF THIS p Sacramento, CA 95828 COMPONENT FOR AMY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. .Ob2 6 -mm /* 1% Z +13-0-0 'rTr- GOUNI ,DING DEPA --ri ►100 A i- PPRLOWED CA 1 - - F Scale =.375" Ft. TC LL 16.0 PSF REF R427--44178 TC DL 15.0 PSF DATE 01/03/01 BC DL 7.0 PSF DRW CAUSR427 01003010 BC LL 0.0 PSF CA -ENG GTP/CWC TOT.LD, 38.0 PSF SEQN - 52552 OUR . FAC . 1.25 FROM KD SPACING 24.0" ---M I VFCTFD-ZnM - F1 HTP MASTER Z�W CHORD 2x4 OF -L #1 :T2 2x6 DF -L #2: � ' CHORD 2x4 OF -L #1 C=r, WEBS 2x4 DF -L Standard C"i ,,1TES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. AnO[TIONAL SPRIKLER LOADING PER TRUSS FABRICATOR-- Lc -3 3-------------------- - 75 LB Conc. Load at 2.00, 12.00, 16.00 0 �..IS TRUSS DESIGNED FOR SPRINKLER LOADS WITH DEAD WEIGHT APPLIED TO MEMBER(S) WHERE INDICATED. AT EACH LOCATION OF SPRINKLER SUPPORT, LOAD HAS BEEN INCREASED FOR AN ADDITIONAL 250# AS REQUIRED BY UBC -94, TABLE 16-B CATEGORY 13. *** THIS TRUSS IS NOT SYMMETRIC -- INSTALL AS SHOWN *** TJ] � 145X4 10- I,IzvT n = ca 0 ry cz.. . C-1 x w w THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. #1 HIP SUPPORTS 4-0-0 JACKS WITH NO WEBS. CORNER SETS ARE CONVENTIONALLY FRAMED. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00" OC., BC @ 72.00" OC. W3X8 W3X8 = • w .W5X4(A2) w z W3Xti(til) 0_T 4-0-0 I 10-0-0 I 4 0-0 �1 18-0-0 Over 2 Supports I R=1429 W=5.5" C— M d' PLT TYP. Wave TPI -95\R Design Criteria: TPI(STD xr O O cli ALPINE I Alpine Engineered Products, Inc. cra Samento, CA 95828 •IIARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING A BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. S83 D'ONOFRIO DR.. SUITE 200, MADISON. VI 53119). FOR SAFETY PRACTICES PR]OR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED REG10 CEILING. -IMPORTANT*- FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEER[ PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FR ON THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE VI TN TP 1: OR FABRICATING, HANDLING, SHIPPING, INSTALL ENG AMD BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS Of NDS (N ATIONAI DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A663 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS 70 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS IGO A -I. THE SEAL OR THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR TIIE TRUSS COMPONENT DESIGN SHOWN, INE SUITABILITY AND USE Or THIS COMPONENTFOR A"Y PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1 .1995 SECTION 2. \'J LA S I R=1454 41=5.5" OWED 19.Ob2 CA - 1 - F Scale =.375" Ft. Slp, TC LL 16.0 PSF REF R427--44199 QapVES TC DL 15.0 PSF DATE 01/03/01 -e BC DL 7.0 PSF DRW CAUSR427 01003045 BC LL 0.0 PSF CA -ENG GTP/CWC 2mI * TOT.LD. 38.0 PSF SEQN - 52886 DUR.FAC- 1.25 FROM KD OFCA� SPACING 24.0" (KEST1227-KESTERSON / KESTERSON - E2 HIP GIRD � ° CHORD 2x4 DF -L #1 :T2 2x6 DF -L #1: N' CHORD 2x6 DF -L 5S oho WEBS 2x4 DF -L Standard :W8 2x4 DF -L #1: `" : Wedge 2x4 DF -L Standard: PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. ,N )ITIONAL LOADING PER TRUSS FABRICATOR (DO ------------------------------------------------- �1)BC 1216 LB Conc. Load at 0.58 z 1)BC - 1175 LB Conc. Load at 2.58, 4.58 (H1)BC 2223 LB Conc. Load at 6.58, 8.58, 10.58, 12:58 (H1)BC 2502 LB Conc. Load at 14,58 (H1)BC 2468 LB Conc. Load at 16.58 (1-11) RECOMMENDED CONNECTION FOR TRUSS FRAMING FROM THE BOTTOM CHORD: SIMPSON HUS26. SEE SIMPSON CATALOG C-2000. H (J1 .5X4 W4X12 W5X12 v c 5f- 0 F'- T 2 q w x w w z W5X12 = W3X8 III CZ) WU14 (B6R) w w THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMEN L3 Complete Trusses Requ_r, SUBMITTED BY TRUSS MFR. NAILING SCHEDULE: (0.1310.0_g_nalls) TOP CHORD: 1 ROW @ 12' O.C. BOT CHORD: 2 ROWS @ 4" D.C. (EACH ROW) WEBS : 1 ROW @ 4" o.c. REPEAT NAILING AS EACH LAYER IS APPLIED. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. IN LIEU OF.STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24,00" OC. *** THIS TRUSS IS NOT SYMMETRIC -- INSTALL AS SHOWN *** W3X10 = W5X12 W1.5X4 —15 W98W6X6(CB) W8 W4X6 = W6X12 = HS2514(C8) 4-7-2 I 8-9-12 I 4-7-2 _I 18-0-0 Over 2 Supports. j 11 � IG DEPAH AR I R=10254 IJ=5.5 9.Ob2 CA 1 - - F R=8542 W=5.5" 16.0 15.0 7.0 0.0 PSF PSF PSF PSF 1 TOT.LD. 38.0 PSF N DUR.FAC. 1.25 SPACING 24.0" C7'> PLT TYP. High Strength,Wave TPI -95\R Design Criteria: TPI STD "WARN ING- • TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO RIB•91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE o INSTITUTE. 503 D'ONOifl 10 DR.. SUITE 200, MADISON, NI 53719), FOR SAFETY PRACTICES PRIOR 70 C� PERFORMING THESE FUNLT IONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED N STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE EHG IIIEERED .�. PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FA OM THIS DESIGN; AN FAILURE TO BUILD THE TRUSSES IN CONFORMANCE HLTN TP 1: OR FABRICATING. HANDLING, SHIPPING. INSTALLING AND z ALPINE BRACING OF TRUSSES. THIS BESI"R COHFORHS N1TN APPLICABLE PROVISIONS OF 1105 (NATIONAL DESIGN AND TPI. ALPINE • Q SPECIFICATION PUBLISHED BY THE AHERICAM FOREST ANO PAPER ASSOCIATION) ti CONNECTORS ARE MADE OF 20GA ASTH A653 GR4D GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHER LOCATED ON 7X15 DESIGN, POSITION CONNECTORS PER Alpine Engineered Products, Inc. P $En ineer, CA oduct DRAWINGS I60 A•2. THE SEAL ON TI115 D0.AHING INDICATES ACCEPTANCE OF PROf ESSIONAI ENG INEERIN6 RESPONSIBILITY 501 ELY FOR THE TRU55 COMPOIIL"I UESIGN SHUNU. TIE SUITABILITY AND USE OF TOTS COMPONENT FOR AIIY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSIITPI 1.1995 SECTION 2. R=10254 IJ=5.5 9.Ob2 CA 1 - - F FESS10 �A 45 PBC TC LL TC DL BC DL LL 16.0 15.0 7.0 0.0 PSF PSF PSF PSF 1 TOT.LD. 38.0 PSF C C DUR.FAC. 1.25 SPACING 24.0" Scale=.3751/Ft. REF R427--44198 DATE 01/03/01 DR W CAUSR427 01003044 CA -ENG GTP/CIJC SEON - 52872 FROM KD ST1227-KESTERSON Q;" CHORD 2x4 DF -L #1 c,jI CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard Q.;4TES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. AnDITIONAL SPRIKLER LOADING PER TRUSS FABRICATOR N � - 75 LB Conc. Load at 2.00, 12.00, 15.17 0 IS TRUSS DESIGNED FOR SPRINKLER LOADS WITH DEAD HEIGHT APPLIED TO MEMBER(S) WHERE INDICATED. AT EACH LOCATION OF SPRINKLER SUPPORT, LOAD HAS BEEN INCREASED FOR AN ADDITIONAL 250# AS REQUIRED BY UBC -94, TABLE 16-B CATEGORY 13. W04 cr] C-3 ca 0 rz. ' f^l z W4X4(A2) C~J . w THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 6.00 PSF SOFFIT LOAD. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00" OC. BC @ 72.00" OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. LY'fAY L/ L) — \'l z L-- 2-0-0-a;+ [�--2-0-0-3-J aJ _ 8-7-0 8 7-0 J Q -� MI.ANG ®EPART`E� E I 17-2-0 Over 2 Supports � R=1113 W=2'R=1159 W=5.5" �® rn - ( PLT TYP. Wave TPI -95R Design Criteria: TPI STD 19.Ob2 CA / -/l/-/- 1 - - F Scale =.25" ••HARMING" TRUSSES REQUIRE EXTREME CAPE IN FABRICATION, N7DLIRG. SHIPPING. INSTALLING AND rr p TC LL 16.0 PSF REF R427--44180 O BRACING. REFER TO RID -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TP f (TRUSS PLATE O��fESSIO'�'� O INSTITUTE. 583 D'ONOFR10 DR.. SUITE 200, MADISON, W1 53119). FOR SAfETY PRACTECES PRIOR TO ` ��` TC D L 1 5 . 0 PSF DATE 0 1 /03/01 N PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. cr `-IMPORTANT`' FURNISH A COPY OF THIS DESIGA TO THE INSTALLATIOH CONTRACTOR. ALPINE ENGINEERED 4 8 C D L 7.0 P S F D R W CAUSR427 01003012 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS OESIGN; ANY FAILURE TO W T' ' g C L L D . 0 P S F C A -ENG GTP/CWC BUILD THE TRUSSES iN CONF ORNANCE WITH TPI; OR FABRICATING• HANDLING, SNIPPING, INSTALLING AND OL ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVIS10 OF NOS (NATIONAL DESIGN SPEC T FI CATIOII PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE * * TOT . L D . 3 8 . 0 P S F S E 0 N - 52561 CONNECTORS ARE MADE OF 206A ASTM A653 GRAD QALY. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS. AND UNLESS OTHERWISE IOC AT ED ON TII1S DESIGN, POSITION CONNECTORS S PER Cnm. OUR R . FAC ., 1 . 2 5 FROM K D ' I DRAWINGS 160 A•E. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIOIIAL ENGINEERING w� Alpine En red P[ododS, Inc. RESPONSIBILITY SOLFI,Y FOR THE TRUSS COMPONENT 0""' SHOWN. THE SUITABILITY ANO USE OF THIS V P $acTMl�n re CA oduc( CONPOxENT FOR A11Y PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE NO LOIN0 OE SIGNER. PER SPACING 24. 0 " ANSI/TPI 1-1995 SECTION 2. WRCY1997-WFCTFRSON 7 KESTERSON - G1 MONO GIRD I�D CHORD 2x4 DF -L #1 CJF CHORD 2x6 DF L SS C'j WEBS 2x4 DF -L Standard :W1 2x4 DF a RTES DESIGNED FOR GREEN LUMBER PER NDS 97 TABLE 7.3.3. ADDITIONAL LOADING PER TRUSS FABRICATOR N � - From 558 ELF at 0.00 to 558 PLF at 8.00 COMMENDED CONNECTION FOR TRUSSES FRAMING FROM THE BOTTOM CHORD AT 24" O.C.: SIMPSON HUS26. SEE SIMPSON CATALOG C-2000. W1.5X4 H V ca 0 z W3X8(Al) w . I-8-0-0 Over 2 Supports—� R=2632 W=5.5" R=2440 Q C� 1 3-8-1 9-0-0 THIS ONG PREPARED FROM COMPUTER INPUT (LOADS 8 -DIMENSIONS) SUBMITTED BY TRUSS MFR, IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRALt IL C 24.00" OC. BC @ 72.00" OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. rn Design Criteria: TPI(STD QQ,OFESSIO,Ei� cry 01 = 5 PLT TYP. Wave TPI -95 R PSF PSF PSF PSF * t OFC p .-WARNING* • TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND 38-0 - BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE p SPACING 24.0" INSTITUTE. 503 D'ONOFRIO OR., SUITE 200, MADISON, WI 53719). FOR SAFETY PRACTICES PRIOR TO C=) - PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED N STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. '•IMPORTANT•• FURNISH A COPY OF THIS DESIGN TO THE ]NSTALL ATION CONTRACTOR. ALPINE ENGINEERED _d. PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: All Y FAILURE 70 BUILD THE TRUSSES IN CONFDRNAIICE M111 TPI: ONFABRICATING. HANDLING, SHIPPING, INSTALLING AND ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN PAPER ASSOCIATION) AND TPI. ALPINE cC SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND CONNECTORS 70 ti CONN ECT ORSARE MADE OF ZOGA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY EACH FACE OF TRUSS. ANO UNLESS 'ITHERWI SE LOCATED ON TitIS DESIGN, POSITION CONNECTORS PER I Al iRe En iRCeted Products, Inc. E $EngiiL711D, CA Products, DRAWINGS 160 A -T. THE SEAL 011 THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR AIIY PARTICULAR BUILDING IS THE RESPUHS181L1F1 OF THE BUILDING DESIGNER, PER AN SI I T P I,-1995 SECTION 2. a I 4U 1-1 E COUN1 1 19.Ob2 CA - 1 - - F QQ,OFESSIO,Ei� cry 01 = 5 TC LL TC DL BC BC OL BC LL 16.0 15.0 7.0 0.0 PSF PSF PSF PSF * t OFC p TOT.LD. 38-0 PSF OUR . FAC . 1.25 SPACING 24.0" T Scale =-375"/Ft. REF R427--44181 DATE 01/03/01 DRW CAUSR427 01003013 CA -ENG GTP/CWC SEON - 52573 FROM KO KEST1227-KESTERSON / KESTERSON - I1 MODHIP GIRD 8' SB ,S;r) CHORD 2x4 DF -L #1 :T2, T3 2x6 DF -L #2: �r CHORD 2x6 DF -L SS c-7 WEBS 2x4 DF -L Standard a kTES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. LDITIONAL LOADING PER TRUSS FABRICATOR N __-._____ ___________________ C From 93 PLF at 8.00 to 93 PLF at 19.00 o From 21 PLF at 0.00 to 21 PLF at 19.00 z_ 662 LB Conc. Load at 8.00 (H1)BC - 2440 LB Conc. Load at 19.00 10 PSF BC LIVE LOAD PER UBC. (H1) RECOMMENDED CONNECTION FOR TRUSS FRAMING FROM THE BOTTOM CHORD: SIMPSON HUS26. SEE SIMPSON CATALOG C-2000. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00" OC, BC @ 72.00" OC. 4!1.5X4 III E- 4!5X8 W3X14 = W5X6 = v Q 1.12.5X4 C=> 5 r T2 ra W THIS DWG PREPARED FROM OF_ 1 COMPUTERlNP,U.T (LOADS & _DIMENSIONS) SUBMITTED BY TRUSS MFR. 2 Complete Tr_u-s_s.e.s-Required NAILING SCHEDULE: (0.131x3.O_g_nai1S) TOP CHORD: 1 ROW @ 12" O.C. BOT CHORD: 1 ROW @ 12" o.c. WEBS : 1 R014 @ 4" O.C. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. ROOF OVERHANG SUPPORTS 6.00 PSF SOFFIT LOAD. I DEFLECTION MEETS L/240.00 LIVE AND 1-/180.00 TOTAL LOAD. ADDITIONAL SPRINKLER LOADING PER TRUSS FABRICATOR ---------------------------------- ---------------- TC - 75 LB Conc. Load at 2.00, 12.00, 22.00, 32.00, 34.17 THIS TRUSS DESIGNED FOR SPRINKLER LOADS WITH DEAD WEIGHT APPLIED TO MEMBER(S) WHERE INDICATED. AT EACH LOCATION OF SPRINKLER SUPPORT, LOAD HAS BEEN INCREASED FOR AN ADDITIONAL 250# AS REQUIRED BY UBC -94, TABLE 16-B CATEGORY 13. W3X14= W5X8--- W2.5X4 \--,5 C-3 W1 .5X4 III W1.5X4 III W4X12 = EE W4X12(B3) = W4X12 = HS514 1.11. 5 A 4 III W4X12(B3) \"l z .w ^, 2.0-0 z 2-0-0 QI 20-2-0 I 8-0-0 -1 j&J ff E `COUNI 8 00 I 36-2-0 Over 2 Supports DEP ' ivfiE1 d R=4538 W=5.5" R-3882 W=5.5" PV rnCA 1 F TPI -95\R Design Criteria: TPI STD 19.Ob2 PLT TYP. High Strength,4Jave '•WARNING" TRUSSES REQUIRE EYTRENE CARE IN FABRICATIOtI, HANDLING. SHIPPING, INSTALLING AND AND BRACING). PUBLISHED BY TPI (TRUSS PLATE TC LL 16.0 PSF C BRAC iH6. REFER TO HIB•91 (HANDLING INSTALLING 5B3 D'ONOFRIO OR., SUITE 200. MADISON. WI 53719). FOR SAFETY PRACTICES PRIOR i0 w TIC DL 15 .0 P S F p N INSTITUTE. PERFORHIIIG THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL NAVE PROPERLY ATTACHED W. [,i, STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED AA = B C D L 7.0 P S F d• '•IHPDXTANT•• FURNISH A COPY OF THIS DESIGN FOR AHY DEMI ATION FR OX THIS DESIGN; ANY FAILURE TO V l�ff7 PRODUCTS. INC. SHALL NOT BE RESPONSIBLE TPI: OR FABRICATING, HAHDLIN. SHIPPING, INSTALLING AND CIO i r p B C L L 0 .0 P S F A L P I N E BUILD THE TRUSSES IN CONFORMANCE WITH BRACING Of TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN LPINE TAPPLYACONNECTORS DC. (;ill 38 P S F ANSTEfLPAPER TD Ec I,ONNECTORS * * T 0 T . L D . .0 CSP E2CCPTSSOCIASINOTEDNO EPMAOESOFD20GATASTNNA657AGR60R GAL VEST PER EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN• POSITION CONNECTORS DR AWINOS lGD A 2. THE SEAL ON THIS OR AWING INDICATES ACCEPTANCE OF PROFESS1014AL ENGINEERING /� a Tj' CfYf1. �p O U R . FAC. 1 .25 I Al inn F -u eefed Products, Alp$DCt n10, CA 95828 Inc. 0.ESPONSIBIIITY SOIELY TO THE TRUSS COHPON T DESIGN SH W11. THE SUITABILITY AND USE OF THIS 1081011111T FOR AHY PARTICULAR BUILDING IS THE RESPONSIBILITY Of THE BUILDING DESIGNER, PER ANSI/TPI 1.1995 SECTION 2. a CA� /T SPACING 24.0" Scale =.1875"/Ft. REF R427--44182 DATE 01/03/01 DR W CAUSR427 01003032 CA -ENG GTP/CWC SEQN - 52585 FROM KD . YWTC7`1997-xFSTFRSON / KESTERSON - I2 HIPS 10' SB CHORD 2x4 DF -L #1&Bet. :T2 2x6 DF -L #2: c'JT CHORD 2x4 DF -L #1 -zt. WEBS 2x4 DF -L Standard Q.;ATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. IAnDITIONAL LOADING PER TRUSS FABRICATOR CV--------------------------- ------------- � 75 LB Conc. Load at 2.00, 12.00, 22.00, 32.00, 34.17 z.1IS TRUSS DESIGNED FOR SPRINKLER LOADS WITH DEAD WEIGHT APPLIED TO MEMBER(S) WHERE INDICATED. AT EACH LOCATION OF SPRINKLER SUPPORT, LOAD HAS BEEN INCREASED FOR AN ADDITIONAL 250# AS REQUIRED BY UBC -94, TABLE 16-0 CATEGORY 13. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00" OC, BC @ 72.00" OC. W5X8 E— V12.5X4 p 15�- 5 r Ce. Lz. THIS DWG PREPARED FROM COMPUTER INPUT (LOADS A DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 6.00 PSF SOFFIT LOAD. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. USE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0` OC. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 4.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. BRCALHIPO699. SUPPORT HIP RAFTER WITH CRIPPLES AT 5-7-14 OC. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. W3X6 = W3X8 = W3X6 = W5X8 z W1.5X4 01 W5X8 = W2.5X4 = W1.5X4 UI W2.5X4 413X14(B3) = HS2514 WN14(B3) is 1 1 C•J C—*D z _ Y=,z o" o " [ E CI z Q:2 -01 10-0-0 I 16-2-0 I 10-0-0 s-j� J66.01NG DEPAR ' I CA - 1 36-2-0 Over 2 Supports— F Scale R=2283 W=5.5" TC LL 16.0 PSF REF R427--44183 QQOFE /0� Ln M 15.0 PSF DATE 01/03/01 Design Criteria: TPI STD BC DL PLT TYP. High Strength.Wave TPI -95\R I r fi' BC LL 'WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND O CA -ENG GTP/CWC BRACING. REFER TO HIO -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE PRACTICES PRIOR TO O 38.0 PSF IHST ITUTE. 583 D'OHOFRIO DR., SUITE 200. MADISON, Y[ 53719). FOR SAFETY UNLESS OTHERWISE INDICATED. TOP CHORD SMALL HAVE PROPERLY ATTACHED CV OUR.FAC. 1.25 PERFORMING THESE FUNCTIONS. STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING, C KD CIY11. " IMPORTANT" FURN ISN A COPY OF THIS OESIGN TO TME INSTALLATION CONTRACTOR. ALPINE ENGINEERED 24.0" PRODUCTS, INC. SHAH NOT 8E RESPOtlSIBLE FOR ANY DEV IAT1 O11 FROM THIS DESIGN; ANY FAILURE TO BU ILO THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING. SHIPPING, INSTALLING AND Q ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN PAPER ASSOCIATION) AND TPI. ALPINE SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND CONNECTORS ARE MADE OF 2OGA ASTM A653 GR4O GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS. ANO UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER I Alpine Engineered PfodIICTS, P SECT 10, CA 95ffi8 InC. DRAHINGS 160 A•2. TME SEAL ON THIS DRAWING INDICATES ACCEPTANCE Oi DROFESS1O11 AL ENGIIIEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPOHE117 OESIGN SNOWM. THE SUITABILITY AND USE OF THIS COMP ONE M7 FOR AHY PARTICULAR BUILDING 7S Th RESPOIISIBIIITY OF IME BUILDING DESIGNER. PER ANSI/TPI 1-1995 SECTION Z. ---5PR 0V9D R=2333 W=5.5" L9.Ob2 CA - 1 - F Scale =.1875" Ft. TC LL 16.0 PSF REF R427--44183 QQOFE /0� TC DL 15.0 PSF DATE 01/03/01 BC DL 7.0 PSF DRV1 CAUSR427 01003014 r fi' BC LL 0.0 PSF CA -ENG GTP/CWC M20 * TOT.LD. 38.0 PSF SEON - 52597 OUR.FAC. 1.25 FROM KD CIY11. SPACING 24.0" �OPC r VC•c T1997_1[[1TFIZC11N / KFSTFRSON - I3 HIPS 16' SB ) _ THIS DWG PREPARED FROM COMPUTER INPUT (LOADS B DIMENSIONS) SUBMITTED BY TRUSS MFR. o;° CHORD 2x4 DF -L #1&Bet. :T2 2x6 DF -L #2: c -'I CHORD 2x4 DF -L #1 L\c-A WEBS 2x4 DF -L Standard ;4TES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. � (ADDITIONAL LOADING PER TRUSS FABRICATOR CV Ln-------- - � 75 LB Conc. Load at 2.00, 12.00, 22.00 0 ..IS TRUSS DESIGNED FOR SPRINKLER LOADS WITH DEAD WEIGHT APPLIED TO MEMBER(S) WHERE INDICATED. AT EACH LOCATION -OF SPRINKLER SUPPORT, LOAD HAS BEEN INCREASED FOR AN ADDITIONAL 250# AS REQUIRED BY UBC -94, TABLE 16-B CATEGORY 13. IN LIEU OF STRUCTURAL PANELS OR RIG10 CEILING USE PURLINS: TO BRACE TC @ 24.00" OC, BC @ 72.00" OC. W1.5X4 III W3X4 = W06 % W WZX4 III U W2 5X4 5- 5 Q (B) 0 c... w ROOF OVERHANG SUPPORTS 6.00 PSF SOFFIT LOAD. (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF 8C LIVE LOAD PER UBC. USE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0" OC. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 4.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. BRCALH1PO699. SUPPORT HIP RAFTER WITH CRIPPLES AT 5-7-14 OC. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. (B) IN LIEU OF RIGID SHEATHING, TOP CHORD TO BE BRACED BY PROPERLY ATTACHED PURLINS @24.00" -OC. W2X4 III W2X4 01 z(.11.5X4 III W3X8 W2.5X4 = W1.5X4 III W3X4= W3X1O(B1) _ HS2512 = 6 (R ) /// W5X8= W2X4 III c.5 z ' w z 2-0-0 16-0-0 I 10-8-10 _i_ 3-0-6 J 29-9-0 Over 2 Supports R=1928 W=5.5" co M PLT TYP. High Strength,4lave TPI 95 R Design Criteria: TPI STD ••WAPHING•' TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. flEFER TO HIS -91 (HANDLING INSTALLIRG AND BRACING). PUBLISHED BY TPI (TRUSS PLATE � IH5TI TOTE. 563 D'ONOFfl IO DR .. SUITE 2D0, MAO ISON, VI 53719). FOR SAFETY PRACTICES PRIOR TO C\1 PER FOAMING THESE FUNCTIONS. UNLESS 0 HERVI SE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. �. -IMPORTANT- FURNISH A COPY OF THIS DESIGN TO THE IIISTALLATION CONTRACTOR. ALPINEEIIGINEERED PRODUCTS. INC. SMALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES III CONFORHANCE VITH TPI: OR FABRICATING. HANDLING. SHIPPING, INSTALLING AND ALPINE BRACING OF TRUSSES. 'BY BE SIGH CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN d SPECIFICATION PUBLISIIED BY THE AMER ICATI FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE ^� CONNECTORS ARE BADE OF 20GA ASTH A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TD EACHI FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DR AXING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING Alpine En eared ProdUGl9, L10. RESPONSIBILITY SOLELY FOR THE TRIISS COMPORENT DESIGN SHOWN. TIIE SU[TAB ILITY AND USE OF THIS P $IIC(B�10G1I0, CA oduct COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI 1.1995 SECTION 2. R-1784 W=5.5" 19. 630=1 /* T 3-0-2 *9-0-0 CA/ -/1/-/-/-/F TC LL 16.0 PSF TC DL 15.0 PSF 8C DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 38.0 PSF DUR.FAC. 1.25 SPACING 24.0" Scale =.1875"/Ft. REF R427--44184 DATE 01/03/01 O R W CAUSR427 01003016 CA -ENG GTP/CWC SEAN - 52604 FROM KD 'ivcc7i077-vFfT17RSnN / KFSTFRSON - 14 COM T P CHORD 2x4 DF -L #1&Bet. :T2 2x4 DF -L #1: N T CHORD 2x4 DF -L #1 c\o WEBS 2x4 OF L Standard o,:ATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. ADDITIONAL SPRINKLER LOADING PER TRUSS FABRICATOR N------------------------------------------------- LTJ rn - 75 LB Conc. Load at 2..00, 12.00, 22.00, 27.17 z .IS TRUSS DESIGNED FOR SPRINKLER LOADS WITH DEAD WEIGHT APPLIED TO MEMBER(S) WHERE INDICATED. AT EACH LOCATION OF SPRINKLER SUPPORT, LOAD HAS BEEN INCREASED FOR AN ADDITIONAL 250# AS REQUIRED BY UBC -94, TABLE 16-B CATEGORY 13. I F v ca 0 x a Q w (Y w �- z 1430(131) z w w 2,� _I z THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR, ROOF OVERHANG SUPPORTS 6.00 PSF SOFFIT LOAD. (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. IN LIEU OF RIGID CEILING USE PURLINS: TO BRACE BC @ 72.00" OC DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W4X4 = 1.19 rYd W3X8 ,41.5X4 III W4X4(R) III 18-1-0 I 11-8-0 _I I 29-9-0 Over 2 Supports R=1674 W=5.5" R=1499 W=5.5" c.o C"7 C7'Design Criteria: TPI STD 19. PLT TYP. Wave TPI -95 R *;WARN I IIG*• TRUSSES REQUIRE OU IRE EXTREME CARE IN FABRICATION. HANDLING, SNIPPING, INSTALL P AND ��,�FE OBRACING. REFER TO 118.11 (XAIIDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE C� INSTITUTE. 583 D'OIIOFRI0 OR.. SUITE 200. MA 9, MI 53719). FOR SAFETY PRACTICES PRIOR 70 CV - DERFORHIIIG THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED / %^ STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. y TRACTOR. ALPINE ENGIREERECI 4 PRODUCTS. INC. SHALL M07 BE RESPONSIBLE FOR ANY DEVIATION FROM THE DESIGN: ANY FAILURE TO {y BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING. SNIPPING, INSTALLING AND Ot�I �-� A L P I N E BRACING OF TRUSSES. THIS DESIGN CONFORMS WITN APPLICABLE PROV ISI OIIT OF NS (NATIONAL DESIGN ¢ SPEC [F ICA TION PUBLISHED BT THE AMERICAN FOREST ANO PAP Efl ASSOCIATION) AILD TPI. ALPINE Jr .---� CONNECTORS ARE MADE OF 2OGA AS7H A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO w s EACH FACE OF TRUSS. AND U11LESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER ` V I DRAWINGS 160 A -Z. THE SEAL ON THIS BRAYING INDICATES ACCEPTANCE Of PROFESSIOIIAL ENGINEERING IIIEERING ���� Alpine Engineered P[[IdUCIS, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS P $Engineere CA Products, COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI 1-1995 SECTION 2. T 3-0-2 *9-0-0 Z L-1 I IV ".,1110ING DEPA TME CA/ -/1/-/-/-/F TC LL 16.0 PSF TC DL 15.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 38.0 PSF DUR.FAC. 1.25 SPACING 24.0" Scale =.1875"/Ft._ REF R427--44185 DATE 01/03/01 DR W CAUSR427 01003017 CA -ENG GTP/CWC SEAN - 52615 FROM KD r., vrCTCDCnnl r WFCTFRSON - .11 MOD HIP 8' SB ) THIS OWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. T^P CHORD 2x4 DF -L #1 :T2, T4 2x6 DF -L #2: ***LOADING ON THIS TRUSS CALCULATED BY TRUSS FABRICATOR*** C» c�j T CHORD 2x6 DF -L #2 C_ WEBS 2x4 DF -L Standard :W16 2x4 OF -L #1: ROOF OVERHANG SUPPORTS 6.00 PSF SOFFIT LOAD. ;ATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. SEE DWGS TCFILLER0699 AND BCFILLER0699 FOR FILLER DETAILS. Q (ADDITIONAL SPRIKLER LOADING PER TRUSS FABRICATOR (A) CONTINUOUS LATERAL BRACING EOUALLY SPACED ON MEMBER. N_ ---___ CXD F t 44 17 DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. Q,: From 114 PLF at 29.75 E0 114 PL a o ; - 662 LB Conc. Load at 36.17 10 PSF BC LIVE LOAD PER UBC. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00" OC, BC @ 72.00" OC. / (B) IN LIEU OF RIGID SHEATHING, TOP CHORD TO BE BRACED BY PROPERLY ATTACHED PURLINS @24.00" OC. 143X6 H W2.5X4 = 5 W5X6 = 1404 C—D W5X12 = o W2.5X4413X6 (8) (8) 143X10 = W5X4= W2.5X4 a T2 IA) TQ 5 w 141 9-0-0 Fi z W3X8 = W2 .5X4 = W04 = W2.5X4 III W4X6(A1) C_> 145X6 = W4X6(A1) W5X6 = W3X14 = Yz^, W4X6 (R) III w 2-0-0 z �-� J 2-0-0 29-6-4 18-1-12 -� 8-0-0f"� °y�"I`I 1 9-0-15 I 13-7-111 4-8-6-1 I 44-2-0 Over 3 Supports _I AV-DINGAU,�pE' D 9 "T lam` R=1063 W=5.5" R=3466 W=5.5" R=1429 W=5.5" o; Note: All Plates Are W1.5X4 Except As Shown. A - F Scale =.1" Ft. CA 1 - 25 PLT TYP. Wave TPI -95 R Design Criteria: TPI STD INSTALLING AILD 19.Ob2 TC LL 16.0 PSF REF R427--44186 C=) ••WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SNIPPING, BRACING. REFER TO HIB -91 (HANDLING INSTALLING ARD BRACING), PUBLISHED BY TPI (TRUSS PLATE PRACTICES PRIOR TO `l� VESSI Q�Q1iESs�Q�! DATE 01/03/01 N INSTITUTE. 5B3 D'ONOFRIO OR.. SUITE 200. NADISON, WI 53)19), FOR SAFETY DERFORNI THESE FUNCTI0115, UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACH T C D L 1 5.0 PSF STRUCTURAL PAH ELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. —IMPORTANT FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE EN6INEEREO �� i BC OL 7.0 P S F D RlJ CAUSR427 01001033 PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TP1: OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND = r 15 r- p g C L L 0.0 PSF CA -ENG GTP /CWC _ d ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF MOS (RATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE 6�1 * T 0 T L D 38.0 PSF S E 0 N - 5 2 6 2 4 CONNECTORS ARE NAGE OF 20GA AS7M A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONN EC70RS TO EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER ` . . D U R 1.25 FROM K D Aline I DRAWINGS 160 A•1. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING Engineered Products, Inc. RESPONSIBILITY SOLELY FOR INE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY ANn USE OF THIS P SRCt®enin, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI 1-1995 SE CT 10M 2. V( Vr 4pyLV OFC .FAC . SPACING 24.0" 1xF1T1997-KFSTFRS0N I KESTERSON - J2 HIPS 10' SB ) c;30 CHORD 2x4 DF -L #1&Bet. :T2 2x6 DF -L SS: :T3 2x6 DF -L #2: � T CHORD 2x6 DF -L SS C=, WEBS 2x4 DF -L Standard :W4 2x4 DF -L #1: N ATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. IAnDITIONAL SPRIKLER LOADING PER TRUSS FABRICATOR N _________________--_--_--___________-_- c 75 LB Conc. Load at 2.00, 12.00, 22.00, 32.00, 42.00 0 z.IIS TRUSS DESIGNED FOR SPRINKLER LOADS WITH DEAD WEIGHT APPLIED TO MEMBER(S) WHERE INDICATED. AT EACH LOCATION OF SPRINKLER SUPPORT, LOAD HAS BEEN INCREASED FOR AN ADDITIONAL 250# AS REQUIRED BY UBC -94, TABLE 16-B CATEGORY 13. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00" OC, BC @ 24.00" OC. (B) IN LIEU OF RIGID SHEATHING, TOP CHORD TO BE BRACED BY PROPERLY ATTACHED PURLINS @24.00" OC. W3X8 H 413X8=— W5X8 Ya W5X6 0 5� B B a W2.5X4 ra (A) T2 w w W4 r 144X12 (B3) = W4X12 = W2.5X4 III 412.5X4 = HS412 w z 16 1halm" THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. CALCULATED HORIZONTAL DEFLECTION IS 0.10" DUE TO LIVE LOAD AND 0.18" DUE TO DEAD LOAD. (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. USE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0" OC. EXTEND SLOPING TC OF*TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 2.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-36d NAILS AND DIAGONALLY BRACE PER KIB-91 .13.2.1(FIG.33), OR DWG. BRCALHIPO699. SUPPORT HIP RAFTER WITH CRIPPLES AT 2-9-15 OC. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. HS412 = W5X8= W3X4 = W2.5X4 '-- 5 -9-0-0 W4X12(B3) Q I 18-0-4 I 16-1-12 I 10-0-0 _1 I .44-2-0 Over 2 Supports R=2230 W=5.5" C>o M Note: All Plates Are W1.5X4 Except As Shown. PLT TYP. High Strength,Wave TPI -95\R Design Criteria: TPI STD "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND O BRACIIIG. REFER TO HIB -91 (MANOLIHG INSTALLING ANO BRACING). PUBLISHED BY TPI (TRUSS PLATE O INSTITUTE. 583 D'OIIOFRIO DR., SUITE 200, MADISON. WI 53719), FOR SAFETY PRACTICES PRIOR TO N PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, i0P CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. eJ' •'IMPORTANT'• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANT DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD TIIE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SMIPPIHG. INSTALLING AND Q ALPINE BRACING Of 7R USSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN ti SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPIIIE CONNECTORS ARE MADE OF 2OGA ASTM A653 GR40 GAtV. STEEL. EXCEPT AS NOTED. APPLY CO LIHECTORS TO I EACH FACE OF TRUSS, AN UNLESS OTHERWISE LOCATED OR THIS DESIGN, POSITION CDHNECTORS PER DRAWINGS 160 A-1. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING AI WC EII uLeered Pralucts, In C. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DES]GH SMDWN, INE SUITABILITY AND USE OF THIS P Sacramcn[o, CA 95828 COMPONENT FDR ANY PART ICU AR 8 [1 IN [S THE RESP OIISIBIL[iY OF THE BUILD [CIG DESIGNER, PEN AN 1-1995 SECTION 2. R=2198 W=5.5" 19. Scale =_125"/Ft. REF R427--44189 DATE 01/03/01 DR W CAUSR427 01003036 CA -ENG GTP/CWC SEQN - 52719 FROM KD CA 1 - - F TC LL 16.0 PSF TC DL 15.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF * TOT.LD. 38.0 PSF DUR.FAC. 1.25 SPACING 24.0" Scale =_125"/Ft. REF R427--44189 DATE 01/03/01 DR W CAUSR427 01003036 CA -ENG GTP/CWC SEQN - 52719 FROM KD fKEST1227-KESTERSON / KESTERSON - K1 HIP GIRD 13' SB ) onp CHORD 2x4 DF -L #1 :T2, T3 2x6 DF -L #2: c�j T CHORD 2x6 DF -L #2 :81 2x8 DF -L SS: o WEBS 2x4 DF -L Standard — t Slider 2x8 DF -L #1: BLOCK LENGTH = 2.296' IPLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. LNrI DITIONAL LOADING PER TRUSS FABRICATOR ------------------------------ rn C-,1)BC 7551 LB Conc. load at 2.00 z DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. (H1) RECOMMENDED CONNECTION FOR TRUSS FRAMING FROM THE BOTTOM CHORD: SIMPSON HGUS28-2. SEE SIMPSON CATALOG C-2000. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00" OC, BC @ 24.00" OC. 10 PSF BC LIVE LOAD PER UBC. W1.5X4 III ER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. isses Required NAILING SCHEDULE: (0.131x3.O_g_na11S) TOP CHORD: 1 ROW @ 12" O.c. BOT CHORD: 1 ROW @ 9" O.C. WEBS : 1 ROW @ 4" 0 -c - REPEAT NAILING AS EACH LAYER IS APPLIED. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. SEE DWGS TCFILLER0699 AND BCFILLER0699 FOR FILLER DETAILS. WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR. SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF TRUSSES. SEE "WARNING" NOTE BELOW. (B) IN LIEU OF RIGID SHEATHING, TOP CHORD TO BE BRACED BY PROPERLY ATTACHED PURLINS @24.00" OC. W4X4 LJ1.5X4 III W1 -5X4 III W5X6 = W1 . 5X4 III W 3 X 6 H W3X4 W2.5X4 = bJ3X8= W2.5X4 W2.5X4 W4X4 (8) B ca 5 LJ3X6 5 T3 W3X14 5 r T2 W2.5X4 a ca W2X6(C5) w CY z ri B1 W5X6 (C5) W4X4 = W3X8 - W1 .5X4 III W2.5X4 - W3X8 = W1 .5X4 III LJ2.5X4 = w W3X10 III W3X4 = W2.5X4 W4X6Al W6X6 =_ W5X6 = ( ) w W2.5X4 W2.5X4 =— t_ 13-0-0 20 8-10 I 12 5-6 J I 46-2-0 Over 2 Supports R-9021 W=5.5" ¢ Rh -158 c rn PLT TYP. Wave TPI -95\R Design Criteria: TPI (ND AND O 0 N Q ALPINE ti I Alpine Engineered Products, Inc. Sacramento, CA 93828 'NAR HIT NG-- TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING. IN BRACING. REFER TO NJ 8. 91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE InST ITUfE. S83 D'ONOFR IO OR., SUITE 200. MADISON. X1 53719). FOR SAFETY PRACTICES PRIOR TO I nST I TUiE.RMING THESE fU11CT10HS. UWLE SS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHE D PERFSTRUCTURAL PAHELS. BOTTOH CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. `IMPORTANT FURNISH A COPY OF THIS DESIGN TO THE IIISTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONfORMANCE WITH TPI; OR FABRICATING. IIANDL ING, SHIPPIIIG, A1H1TALLIHG AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PR OYI SIONS OF NDS (N A7 TONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM AGS3 GRAD GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PEP DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACC EPTAIICE OF PROFESSIONAL ENGIffEERIfIG 0.ESPOnSIBILITT SOLELY FOR THE TRUSS COMPOUENT DESIGN S11 WN. THE SUITABILITY AND USC OF THIS CONPOHEIIT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF TfIE BUILDING DESIGNER, PER ANSI 1T PI 1 1995 SECTION 2. R=2035 F 19.Ob2 CA / -/l Q�;OfESS►p,�7� TC LL s TC DL PSF DATE 01/03/01 BC DL A DRW CAUSR427 01003034 BC LL 631=1* _ TOT. LD O�CA�O�` DUR.FAC. SPACING Aj r1t cClml N 24.0" F Scale =.125" Ft. 16.0 PSF REF R427--44187 15.0 PSF DATE 01/03/01 7.0 PSF DRW CAUSR427 01003034 0.0 PSF CA -ENG GTP/CWC 38.0 PSF SEQN - 52751 1.25 FROM KD 24.0" (KE01227-KESTERSON I KESTERSON - K2 HIPS 15' SB ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. o;P CHORD 2x4 OF -L #1 :T2, T5 2x4 DF -L #I&Bet.: � 3 2x6 DF -L #2: rn T CHORD 2x4 DF -L #1 WEBS 2X4 DF -L Standard IPLATES DESIGNED FOR GREEN LUMBER PER NOS -97 TABLE 7.3.3. Lr DITIONAL SPRIKLER LOADING PER TRUSS FABRICATOR QA------------------------------------------------- c=;: ------------------------------------------------ o: - 75 LB Conc. Load at 2.00, 12.00, 22.00, 32.00, 42,00 THIS TRUSS DESIGNED FOR SPRINKLER LOADS WITH DEAD WEIGHT APPLIED TO MEMBER(S) WHERE INDICATED. AT EACH LOCATION OF SPRINKLER SUPPORT, LOAD HAS BEEN INCREASED FOR AN ADDITIONAL 250# AS REQUIRED BY UBC -94. TABLE 16-B CATEGORY 13. (B) 1N LIEU OF RIGID SHEATHING, TOP CHORD TO BE BRACED BY PROPERLY ATTACHED PURLINS @24.00" OC. W3X8 = W3X6 Cz W3X10 W.5X4 T2� 2 5 (A r� /IN ca � \tel/ \\��, w z W2 .5X4 - 4!5X8 c� W3X14(93) — HS2512 z w w z 2-0-0 ROOF OVERHANG SUPPORTS 6.00 PSF SOFFIT LOAD. (A) CONTINUOUS LATERAL BRACING EOUALLY SPACED ON MEMBER. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR. SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF TRUSSES. SEE "WARNING" NOTE BELOW. 10 PSF BC LIVE LOAD PER UBC. USE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0" OC. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 2.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. BRCALHIPO699. SUPPORT HIP RAFTER WITH CRIPPLES AT 2-9-15 OC. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC W3X4 = @ 24.00" OC, BC @ 72.00" OC. W 5 X 6 (8) W3X6 (B) -, 5 INA) W 2 . 5 X 4 W3X4 = HS2512 - W2.5X4 - W3X8 W3X14(B3) 2-0-0 ( 15-0-0 I 16-8-10 I 14-5-6 _I I 46-2-0 Over 2 Supports j R=2347 W=5.5" ¢ R=2399 W=5.5" CXD o;Note: All Plates Are W1.5X4 Except As Shown. I PLT TYP. High Strength,Wave TPI -95\R Design Criteria: TPI STD 19.Ob2 O O N d• 7 ALPINE I Alpine Engineered Pluducts, lite. SacTarDento, CA 95828 '*WARNING* ' TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND ��f ESS/p,{.�, BRACING. REFER TO NIB•91 (HANDLIWG INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE "X! INSTITUTE. 583 D'ONOFRIO DR., SUITE 200. MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TOQ PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED ��, STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATIOH CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC, SHALL I10T BE RESPONSIBLE FOR ANT DEVIATION FRON THIS DESIGN; ANY FAILURE TO r n BUILD THE TRUSSES IN CONFOIMAIICE KITH TP1; OR FABRICATING, HANDLING. SHIPPING, INSTALLING AND r 7 BRACING OF TRUSSES. THIS DESIGN COWFORHS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE�I CONNECTORS ARE MADE OF 20GA ASTM A6S3 GR40 GALY. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 A•I. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGIIIEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF INE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. I`— Z II -TE CoLh%-ij V -DING MEN PPROVED CA/ -/1/-/-/-/F TC LL 16.0 PSF TC OL 15.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 38.0 PSF DUR.FAC. 1.25 SPACING 24.0" Scale =.125"/Ft. REF R427--44188 DATE 01/03/01 DRW CAUSR427 01003035 CA -ENG GTP/CWC SEON - 52698 FROM KD ror,a�z vrcrrOcnAl I I(FCTFRSrIN - K3 COM a," CHORD 2x4 DF -L #1&Bet. c*'Jf CHORD 2x4 OF -L #1 N WEBS 2x4 DF -L Standard �L;kTES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. lA DITIONAL LOADING PER TRUSS FABRICATOR Lr-�------- ----------------------------------- CCC) - From 60 PLF at 0.00 to 0 PLF at 10.00 0 z DITIONAL SPRIKLER LOADING PER TRUSS FABRICATOR ------------------------------------ -------------- TC - 75 LB Conc. Load at 2.00, 12.00, 22.00, 32.00, 42.00 44.17 THIS TRUSS DESIGNED FOR SPRINKLER LOADS WITH DEAD WEIGHT APPLIED TO MEMBER(S) WHERE INDICATED. AT EACH LOCATION OF SPRINKLER SUPPORT, LOAD HAS BEEN INCREASED FOR AN ADDITIONAL 250# AS REQUIRED BY UBC -94, TABLE 16-B CATEGORY 13. W5X6 = W 4 X 4 4!2.5X4 E— W3X6 • V 0 412.5X4 5 ) A W1. 5X4 ' w TY , THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 6.00 PSF SOFFIT LOAD. (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. IN LIEU OF RIGID CEILING USE PURLINS: TO BRACE BC Ca 48.00" OC DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR. SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF TRUSSES. SEE "WARNING" NOTE BELOW. 10 PSF BC LIVE LOAD PER UBC. W4X4 W 2.5 - 5 5X,4 \/ LJ3X6 W2.SX4 a z 412.5X4 = WS2512 = W5X8= W4X4= W2.5X4 = Wz.5x4 z l'l3X14(B3) = W2.5X4 W4X4= HS2512 aa W3X14(B3) = w w 220—.0 2-0-0 23-1-0 I 23-1-0 J Qs I46-2-0 Over 2 Support R=2622 W=5.5' -¢ CT M C3-> )th Wave TPI -95\R Design Criteria: TPI(STD 'WARN IMG* -Ill USSES REQUINE EYTREHE CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. REFER TD RIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 593 D'ONOFRIO DR., SUITE 200, MADISON. WE 53119). FOR SAFETY PRACTICES PRIOR TO PEIFORHIWG THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL IIAVE PHOP E PLY ATTACHED SIR UCTURAL PAll E L S. 901 TOM CHORD SMALL HAVE A PROPERLY ATTACHED RIGID CEILING. '-IMPORTANT'* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SNAIL NOT BE RESPONSIBLE FOR ANT OEVIAT]OM FROM TIIIS DESIGH: ANY FAILURE TO BU ILO TME TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING, SHIPPING. INSTALLING AND BRACING OF TRUSSES, THIS DESIGN CONF ORHS WI TN APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC IF ICAT 1011 PUBLISHED BY THE AMEN IC AH FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, PDSITION CONNECTORS PER DRAWINGS 160 A.I. THE SEAL 011 THIS DRAWING IIIDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPOHSIB ILITY SOLLLY FOR THE TRUSS COHPODEIIT DESIGN SHOWN THE SIIETAB ILITY AND USE OF THIS COMPONENT FOR A11Y PARTICULAR BU ELOI NG IS INE RESPONSIBILITY OF THE BU[LOT G DESIGHER. PER ANSI/TPI I. L995 SECTION 2. PLT TYP. High Stren O O N ALPINE I Alpinc Engineered Products, Inc. Sacramento, CA 95828 R=2414 W=5.5' IC -3 AJ rTE WOW, 19.Ob2 CA - 1 - F �pOTE TC LL 16.0 PSF !�ey� TC DL 15.0 PSF BC DL 7.0 PSF 5 r BC LL 0.0 PSF TOT.LO. 38.0 PSF ` DUR.FAC. 1.25 ISPACING 24.0" OFC Scale =.125"/Ft. REF R427--44190 DATE 01/03/01 D R W CAUSR427 01003037 CA -ENG GTP/CWC SEQN - 52762 FROM KD 1227-KESTERSON / KESTERSON - KEST1227--KESTERSON .TOP CHORD 2x4 OF -L #1&Bet. 'BOT CHORD 2x4 DF -L #1. I WEBS 2x4 DF -L Standard DILATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. COM *) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 6.00 PSF SOFFIT -LOAD. (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC FLDDITIONAL LOADING PER TRUSS FABRICATOR @ 24.00" OC, BC @ 72.00" OC. DEFLECTION MEETS L/240.00 LIVE AND -L/180.00 TOTAL LOAD. �'C - 75 LB Conc. Load at 2.00, 22,00, 38.77 rn CT 10 PSF BC LIVE LOAD PER UBC. z ,ODITIONAL SPRINKLER LOADING PER TRUSS FABRICATOR --------------------------------------------------- TC - 75 LB Conc. Load at 12.00, 32.00 THIS TRUSS DESIGNED FOR SPRINKLER LOADS WITH DEAD WEIGHT APPLIED TO MEMBER(S) WHERE INDICATED. AT EACH LOCATION OF SPRINKLER SUPPORT, LOAD HAS BEEN INCREASED FOR AN ADDITIONAL 250# AS REQUIRED BY UBC -94, TABLE 16-8 CATEGORY 13. 1.15X6 = W4X4 W2.5X4 W2.5X4 W3X6 W2.5X4 5 v 112.5X4 5 413X6 Q 111.5X4 A) (A) W5X6 x W1.5X4 In ri T ca 2 0 w 412.5X4 = HS2512 = W5X8 = W2.5X4 = W4X4 = 4)4X = W5X6(A2) W2.5X4 — W4X4 = 1.13X6 c.5 w 220-0• L_ 23-1-0 I 17-8-4 I 40-9-4 Over 2 Supports R-2133 W=5.5" R=1863 W=5.5' W Ay4 V Ir Jan 05 2001 CIVIL-�� a�P F Cp1J�`� "OURE COL�%j7 p NG D V. CA 1 - - F Scale =.125" Ft, TC LL TC DL BC DL BC LL Note: All Plates Are W2.5X4 Except As Shown- PLT TYP. High Strength,Wave TPI -95R Design Criteria: TPI STI 0 I~ TOT.LD. ..WARMING-- TRUSSES NEON IRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND BRACING. �. SEQN - 53020 REFER TO HIB -91 (HAUDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. $83 D'ONOFRIO DR., SUITE 200, MADISON. NI 53719)• FOR SAFETY PRACTICES PRIOR TO O PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CNOAD SHALL HAVE PROPERLY ATTACHED O 24.0" STRUCTURAL PANELS, BOTTOM CHORD SHALL NAVEA PROPERLY ATTACMED RIGID CEILING. CV —IMPORTANT•' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SMALL NOT BE RESPONSIBLE FOR L_C7 I N E ANY DEVIATION FRO" THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMARCE WITH TPI: OR FABRICATING, HAttOLIPG, SHIPPING. INSTALLING AND BRACING OF TRUSSES. TIIIS DESIGN CONFORMS VITN APPLICABLE PNOVISlOHS OF IIDS(NATIONAL OE SIGN SPECIFICATION 7-.. Z�ALP PUBLISHED Br THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS d •� ARE MADE OF 2OGA'ASTN A653 GA40 GALY. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160•A -I. Alpine Engineered Products, Samment0, CA 95828 Inc.RESPONSIBILITY THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSIITPI 1-1995 SECTION 2. R=1863 W=5.5' W Ay4 V Ir Jan 05 2001 CIVIL-�� a�P F Cp1J�`� "OURE COL�%j7 p NG D V. CA 1 - - F Scale =.125" Ft, TC LL TC DL BC DL BC LL 16,0 15.0 7.0 0.0 PSF PSF PSF PSF REF R427--45793 DATE 01/04/01 DRW CAUSR427 01004017 CA -ENG GTP/GWH TOT.LD. 38.0 PSF SEQN - 53020 DUR.FAC. 1.25 FROM KD SPACING 24.0" I FSTT997-KFSTFRSON / KESTERSON - K5 COM CHORD 2x4 DF -L #1&Bet. N T CHORD 2x4 DF -L #1 C\,I WEBS 2x4 DF -L Standard CV a ATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. (ADDITIONAL LOADING PER TRUSS FABRICATOR LNc�------------------------------------- - - m From 60 PLF at 0.00 to 0 PLF at 10.00 DITIONAL SPRIKLER LOADING PER TRUSS FABRICATOR --------------------------------------------------- TC - 75 LB Conc. Load at 2.00, 12.00, 22.00, 32.00, 42.00 44.17 THIS TRUSS DESIGNED FOR SPRINKLER LOADS WITH DEAD WEIGHT APPLIED TO MEMBER(S) WHERE INDICATED. AT EACH LOCATION OF SPRINKLER SUPPORT, LOAD HAS BEEN INCREASED FOR AN ADDITIONAL 250# AS REQUIRED BY UBC -94, TABLE 16-8 CATEGORY 13. W5X6= W4X4 W2.5X4 H W3X6 v 5 412.5X4 q A) o a W1 .5X4 A) ca w Q. w W4X12(83) W2.5X4- W04 W5X8 z z W2. 5X4 = HS2512 - w THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 6.00 PSF SOFFIT LOAD. (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. IN LIEU OF RIGID CEILING USE PURLINS: TO BRACE BC @ 48.00" OC DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR. SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF TRUSSES. SEE "WARNING" NOTE BELOW. 10 PSF BC LIVE LOAD PER UBC. W 4 X 4 112.5X4 4!3X6 ,5 (q) W2.5X4 LJ1.5X4 W04- W2.5X4 = W2.5X4 - HS2512 = 1!3X14(83) - L l/ p-, 23-1-0 I 23-1-0 _I{�l�®/� I E1�F� {y�Q �F I 46-2-0 Over 2 Supports I �/I L! j y�`S•(< _ R-2468 R=2420 W=5.5" _ A M OJ CA - 1 - - F Scale =.125" Ft. PLT TYP. High Strength,lJave TPI -95\R Design Criteria: TPI STD 19.0b2 ••YARNING•' TRUSSES REQUIRE EATREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AIID INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE cc T C L L 16.0 PSF R E F R427--44191 C=:) C=:) BRACING. REFER TO 1118.91 (HANDLING INSTITUTE, 583 D'OMOFRIO DR.. SUITE 200, MADISON. WI 53719). FOR SAFETY PRACTICES PRIOR TO �0.0f `�� TC DL 15.0 PSF DATE 01/03/01 n7 PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED ATT ACNED RIGID CEILING. ��. STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY CONTRACTOR. ALPIRE ENGINEERED ' A p B C DL 7.0 PSF D R W CAUSR427 01003038 d� ••IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION FOR ANY DEVIATION FROM THIS DESIGN; An fA(LURE TO PRODUCTS, INC. SMALL NOT BE RESPONSIBLE WITH TPI; OR FABRICATING, HANOLING, SNIPPING. INSTALLING AND �, r BC LL 0. 0 PSF CA -ENG GTP/CWC z ALPINE BU ILO THE TRUSSES INCONFORMANCE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH AP PIICABLE PROYIS IDMS OF (IDS (NATIONAL DESIGN AI10 7P1. ALPINE Q SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) NOTED. APPLY CONNECTORS TO * TOT . L D . 3 8.0 P S F S E O N - 5 2764 CONNECTORS ARE MA E OF 20GA ASTM A653 6ROO GALV. STEEL. EXCEPT AS EACH FACE OF TRUSS, AND UNLESS OTMER3iSE LOCATED ON THTS DESIGN. POSITION CONNECTORS PER OF DNAL ENGINEERING C D U R. F A C. 1. 2 5 FROM K D I AJpine En lleered PlodlICTS, Inc. P $Engi tido, CA Products, DRAWINGS 160 A -I. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE PROfESSI RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF TN15 COHPONEIIT FOR AIIY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PE0. AN 51/TPI 1.1995 SECTION 2. {, �� SPACING 2 4 . 0 " (KEST1227-KESTERSON / KESTERSON - K6 HIPS 22' SB .TOP CHORD 2x4 OF -L #1&Bet. :T2 2x6 DF -L #2: :T4 2x4 DF -L #I: BOT CHORD 2x6 DF -L #2 Q, WEBS 2x4 DF -L Standard N •Lt S11der 2x6 DF -L #2: BLOCK LENGTH = 3.598' :Rt Slider 2x6 DF -L #2: BLOCK LENGTH — 3.598' c' I1PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. JSE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0" OC. EXTEND SLOPING TC �)F TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 2.00 FT TO '-LAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d o IA1LS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. z 8RCALHIP0699. SUPPORT HIP RAFTER WITH CRIPPLES AT 2-9-15 OC. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00" OC, BC @ 72.00" OC. (B) IN LIEU OF RIGID SHEATHING, TOP CHORD TO BE BRACED BY PROPERLY ATTACHED PURLINS @24.00" OC. W3X8 = 1!3X4 %W3X4 WU6 t5-, 5 r W2. W3X8 T4 E— W2.5X4 4!3X8 o W3X10 ; 5 r (g) T2 !A A)(B) a 142X6 (C 5) W5X6 - THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRMSS Hca (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR. SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF TRUSSES. SEE "WARNING" NOTE BELOW. 10 PSF BC LIVE LOAD PER UBC. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. ADDITIONAL LOADING PER TRUSS FABRICATOR ---------------------- TC - 75 LB Conc. Load at 2.00, 12.00, 22.00, 32.00, 42.00 44.17 THIS TRUSS DESIGNED FOR SPRINKLER LOADS WITH DEAD WEIGHT APPLIED TO MEMBER(S) WHERE INDICATED. AT EACH LOCATION OF SPRINKLER SUPPORT, LOAD HAS BEEN INCREASED FOR AN ADDITIONAL 250# AS REQUIRED BY UBC -94, TABLE 16-B CATEGORY'13. 5X4 6 W3X6� r� w w W5X6(C5) w z - W2.5X4 W3X8 = W5X6 - 142.5X4 - -, �W2 4 A)(B) 1!3X10 W2X6(C5) - +9-0-0 143X8 = W2.5X4 = W5X6 (C5) w a L_ =- 14-6-14 I ik?r1110-8-10 122-0-0 Alp R=2297 1'1=5.5" W JaA 05 2001 CIVIL �P QFCJ411 . 1iVO DER il'o 11,00% .Q.p! CA/ -/1/-/-/-/F TC LL 16.0 PSF TC DL 15.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LO. 38.0 PSF DUR.FAC. 1.25 SPACING .24.0" Scale =.125"/Ft. REF R427--46008 DATE 01/04/01 DR W CAUSR427 01004018 CA -ENG GTP/GWH SEQN - 53065 FROM KD 46-2-0 Over 2 Supports I R=2501 Note: All Plates Are W1.5X4 Except As Shown. PLT TYP, Wave TPI O 95 R Design Criteria: TPI STD •-NAR14I NG" J~ TRUSSES REQUIRE EYTREHE CAPE III FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO IIIB•91 (HAIIOLING ]NSTALLING AND BRACING), PUBLISHED '—. O BY TPI (TRUSS PLATE INSTITUTE, 503 O'OHOFRIO OR., SUITE 20D, MADISON. NJ 53719)• FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. O UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "IMPORTANT•• N FURNISH A COPY OF THIS DESIGN TO THE INSTALLAT1011 CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL HOT BE RESPONSIBLE FOR ALPINE ANY DEVIATION FROM THIS OESIGII; ANY FAILURE TO BUILD THE iq USSES 1N CONFORHAIICE NIT11 TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING ANO BRACING OF TRUSSES. TNTS DESIGN CONFORMS WITH APPLICABLE PROV1S1011S OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST Q AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 2OGA'ASTM A6S3 G940 GALY. STEEL. EYCEPT AS NOTED. APPLY CONNECTORS EACH TO FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. DOSITInx rnxxcrrnoc oco Alp R=2297 1'1=5.5" W JaA 05 2001 CIVIL �P QFCJ411 . 1iVO DER il'o 11,00% .Q.p! CA/ -/1/-/-/-/F TC LL 16.0 PSF TC DL 15.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LO. 38.0 PSF DUR.FAC. 1.25 SPACING .24.0" Scale =.125"/Ft. REF R427--46008 DATE 01/04/01 DR W CAUSR427 01004018 CA -ENG GTP/GWH SEQN - 53065 FROM KD YvccT7��7 _I[FCTFR C(1N I KESTERSON - K7 NIPS 14' SB ) THIS DWG PREPARED FROM C011PUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TD CHORD 2x4 OF -L #1&Bet. :T2 2x6 DF -L #2: N ' CHORD 2x6 DF -L #2 c\o WEBS 2x4 OF -L Standard N Q %TES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. IAODITIONAL SPRIKLER LOADING PER TRUSS FABRICATOR N LCT._ � - 75 LB Conc. Load at 2.00, 12.00, 22.00, 32.00, 42.00 o .17 z THIS TRUSS DESIGNED FOR SPRINKLER LOADS WITH DEAD WEIGHT APPLIED TO MEMBER(S) WHERE INDICATED. AT EACH LOCATION OF SPRINKLER SUPPORT, LOAD HAS BEEN INCREASED FOR AN ADDITIONAL 250# AS REQUIRED BY UBC -94, TABLE 16-B CATEGORY 13. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00" OC, BC @ 72.00" OC. E W5X8 W3X8 V o W2.SX4 o T2 YY W1 "-' .5X4 5 r (A A - w Fi z 4!4X12 (83) = W2.5X4 = 415X8 = W1.5X4 III z w HS412 = C-0 W3X4 W5X8 (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR. SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF TRUSSES. SEE 'WARNING" NOTE BELOW. 10 PSF BC LIVE LOAD PER UBC. USE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0' OC. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 2.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR OWG. BRCALHIPO699. SUPPORT HIP RAFTER WITH CRIPPLES AT 2-9-15 OC. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. W2.5X4 W2.5X4 = W5X8 = W2. 5X4 HS412 = 14-0-0 18-2-0 14-0-0 I 46-2-0 Over 2 Supports R=2223 CT PLT TYP. High Stre I STD O O N ALPINE =3� =Z I Alpine Engincered Products, Inc. Sacramento, CA 95828 3th Wave TPI -95\R Design Criteria. TP "NARK INC— TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TO HID -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. SB7 D'ONOFRIO OR.. SUITE 200. MADISON. NI 53719). FOR SAFETY PRACTICES PR EOR TO PERFORHING THESE FUIICTIONS. UtIL ESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "IMPORTANT" FURNISH A COPT OF TN15 DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHAH HOT BE RE SP OH S ISLE FOR ANY DEY INS FA ON THIS DESIGN; ANT FAILURE TO BUILO THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN COWFORHS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC]F IC AT ION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE Of 20GA ASTM A6S3 GR40 GALV. STEEL. EYCEPT AS NOTED. APPLY CONNECTORS i0 EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOC ATEO ON THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 A•2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RCS PON SIBILIIY SOLELY FnR THF. TRUSS CO MP ONE HT DE 51GH SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILUING DESIGNER. PER ANSI/TPI 1-1995 SECTION 2. � 9-0-0 W4X12(B3) R=2274 19. Ob 634 1 A AJ f"E COW i NG DER ham.Et, ; CA 1 - -/-/F Scale =.125" Ft. TC LL TC DL BC DL BC LL 16.0 15.0 7.0 0.0 PSF PSF PSF PSF REF R427--44196 DATE 01/03/01 DRW CAUSR427 0100042 CA -ENG GTP/CWC TOT.LD. 38.0 PSF SEON - 52808 DUR.FAC. 1.25 FROM KD SPACING 24.0" 17CTT1997-WFCTFR40N /*KESTERSON - K7A HIP 12' SB ) o;' CHORD 2x4 DF -L #1&Bet. :T2, T3 2x6 DF -L #2: _ CHORD 2x6 DF -L #2 N WEBS 2x4 DF -L Standard o:ATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. l^DITIONAL SPRIKLER LOADING PER TRUSS FABRICATOR Lc_� -------------------------------------------------- � - 75 LB Conc. Load at 2.00, 22.00, 32.00, 42.00, 44.17 0 z„IS TRUSS DESIGNED FOR SPRINKLER LOADS WITH DEAD WEIGHT APPLIED TO MEMBER(S) WHERE INDICATED. AT EACH LOCATION OF SPRINKLER SUPPORT, LOAD HAS BEEN INCREASED FOR AN ADDITIONAL 250# AS REQUIRED BY UBC -94, TABLE 16-B CATEGORY 13. *"* THIS TRUSS IS NOT SYMMETRIC -- INSTALL AS SHOWN *** W5X6 E-- 413X4 142.5X4 = 0 rx ry THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBEK. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR. SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF TRUSSES. SEE "WARNING" NOTE BELOW. 10 PSF BC LIVE LOAD PER UBC. USE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0” Oc. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 2.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACINGTO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. BRCALHIPO699. SUPPORT HIP RAFTER WITH CRIPPLES AT 2-9-15 OC. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. W2.5X4 145X8= W5X8= 1.19 sxa z 114X6 (A1) = 411 5X4 III W5X6 = 1.11 .5X4 W1.5X4 III W3X10 wwAo1„i) w 4!3X8= 1')5X4= W5X4= W5X6 = W1.5X4 III 26-9-4 '1 ¢ I 12-0-0 1 22-2-0 I 12-0-0 J I 46-2-0 Over 3 Supports R=1173 R-2716 W=5.5” o� 1 PLT TYP. Wave TPI -95 R Design Criteria: TPI STD). • NARIIIIIGI* TRUSSES REOUIRE EXTREME CARE 1N FABRICATION. HANDLING. SNIPPING, INSTALLING AND O BRACING. REFER TO HI8-91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE O INSTITUTE, 503 D'OHOFRIO DR.. SUITE 200, MADISON, N1 $3119). FOR SAFETY PRACTICES PRIOR TO N PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TDP CHORD SMALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. •-IMPORTANT- FURNISH A COPY OF THIS DESIGN TO THE INSTALLATIOH CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGII; ANY FAILURE TO _ BUILD THE TRUSSES IM COIIF ORNANCE WITH TPI; OR FABRICATING, NANOLING. SHIPPING, IMSTALLIN6 ANO ALPINE OR ACING OF TN US SES. THIS DESIGN CONFORM WITH APPLICABLE PROYIS10N5 OF NDS (NATIONAL DESIGN ti SPECIE ICATI OHI PUBLISHED BY THE AHERICAN FOREST AMD PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALY. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATEO ON THIS DESIGN, POSLTIOM CONNECTORS PER (�� DRAWINGS 160 A - THE SEAL OH THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL PER AI in0 En Lx TPd ProdDCLS, LW. RE'PONSI BILITY SOLELY FON. I.F. TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS p SECrm eDlo, CA 95828 COMPOMENT FOR ANr PARTICULAR BUILDING IS THE RESPONSIBILITY OF INE BUILDING DESIGNER, PER AMSI/TPI - 1995 SECTION 2. R=817 19.Ob2 US MUMD1 m J�,q14 H E COUNT V JMG DE6'ARTMEN CA/ -/1/-/-/-/F TC LL 16.0 PSF TC DL 15.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 38.0 PSF DUR.FAC. 1.25 SPACING 24.0" Scale =.125"/Ft. REF R427--44195 DATE 01/03/01 DR W CAUSR427 01003048 CA -ENG GTP/CWC SEON - 52798 FROM KD EST2227-KESTERSOM / KESTERSON - K8 MONO HIPS 8' SB a;P CHORD 2x6 OF -L #2 :T1 2x4 DF -L #1: - T CHORD 2x6 DF -L #2 zp WEBS 2x4 DF -L Standard tV p..; ATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. IAnDITIONAL SPRIKLER LOADING PER TRUSS FABRICATOR CV ___-_-__-__ CC): - 2.00, 22.00, 32.00, 42.00 75 LB Conc. Load at 2.00, 1 0 1.17 z THIS TRUSS DESIGNED FOR SPRINKLER LOADS WITH DEAD WEIGHT APPLIED TO MEMBER(S) WHERE INDICATED. AT EACH LOCATION OF SPRINKLER SUPPORT, LOAD HAS BEEN INCREASED FOR AN ADDITIONAL 250# AS REQUIRED BY UBC -94, TABLE 16-B CATEGORY 13. E- V Q 144X4 � W1 -5X4 a W2.5X4 = W5X14 Fs. _ THIS DFIG PREPARED FROM COMPUTER INPUT (LOADS A DIMENSIONS) SUBMITTED BY TRUSS MFR. (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR. SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF TRUSSES. SEE "WARNING" NOTE BELOW. 10 PSF BC LIVE LOAD PER UBC. USE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0" OC. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 2.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. BRCALHIPO699. SUPPORT HIP RAFTER WITH CRIPPLES AT 2-9-15 OC, BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: TO BRACE TC @ 24.00" OC, BC @ 72.00 OC. W5X4 W5X6 = W4X4 = W4X4 = z 1(4X6 (A1) = W 3 X 8 fa- W3X10 = W1 .5X4 f C-1 415X6 . WSXb = W4X4 = W1.5X4 III W4X6 = W4X4 =— ' 26-9-4 38-2-0 I 8-0-0 I —I I 46-2-0 Over 3 Supports R=1216 R=2618 W=5.5" R=847 0 rn PLT TYP. Wave TPI - 95 R Design Criteria: TPI STD 19. NARNING•' TRUSSES REOU IRE EXTREME CARE LN FABRICATION, HANDLING. SNIPPING, INSTALLfN6 AHD [ r� BRACING. REFER TO HIB -91 (HANDLING INSTALl1116 AND BRACING), PUBLISHED BY TPI (TRUSS PLATE p INSTITUTE. 5B3 D'OHOFRIO DR.. SUITE 200. MAD [SD11, WI 53719), F0A SAFETY PRACTICES PRIOR TO �y PE RFONMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. d' '-IMPORTANT•• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, Inc, SHALL HOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO OwL BUILD THE IBUSSES IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND ALPINE ca BRACING OF TRUSSES. THIS DE516N CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHEO'BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS. AND UIILESS DTHERWISE LOCATED ON THIS DESIGN. POSITION COIIIIEC70RS PER C1 I DRAWINGS 160 A -Z. 1HE,SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING Alpine Engineered pl'OallG1G, Inc.RESPONSIBILITY SOLELY FOR INE IRUSS COHPOIIENT DESIGN SHOWN. TIIC SUITABILITY AND USE OF THIS P COHPOHEHT FOR ANY PARTICULAR BUILDING IS THE R ESP DIISI B I LITY OF THE BUILDING DESIGNER, PER Sacramento, CA 95828 ANSI/TPI 1-1995 SECTION 2. T 3-4-4 +9-0-0 IES' COM N MJ 116 Dj % DSEPAP`i I'M EE'iw CA - 1 - F Scale =.125" Ft. TC LL 16-0 PSF REF R427--44194 TC DL 15.0 PSF DATE 01/03/01 BC DL 7.0 PSF DRW CAUSR427 01003040 BC LL 0.0 PSF CA -ENG GTP/CWC �T TOT.LD. 38.0 PSF SEON - 52800 OUR . FAC . 1.25 FROM KD SPACING 24.0" II , '.(KESOT1227-KESTERSON / KESTERSON K9 MOD MONOHIP 070512 SB e a;P CHORD 2x6 DF -L #2 :T1 2x4 OF -L #1: T CHORD 2x6 DF -L #2 c-, WEBS 294 DF -L Standard :W9 2x4 DF -L #1: N Q"; ATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. IIN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: 24.00" OC. BC C .72.00" OC. o ( HIP SUPPORTS 7-5-12 JACKS WITH NO WEBS. CORNER SETS ARI _JNVENTIONALLY FRAMED. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING THIS TRUSS IS DESIGNED TO SUPPORT 8" OUTLOOKERS AND SIDING LOAD NOT TO EXCEED 2 PSF ON ONE FACE. cn E- U TO BRACE TC W3X8 - CD 142X4 III W5X6 a 1.13X4 a T1 5 (A) czT w z 1-14H(Al) = W7X6 = W3X8 z w w z J THIS OWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. GABLE END SUPPORTS 8" MAX RAKE OVERHANG. SEE DWG GBLLETIN0699 FOR MORE REQUIREMENTS. (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR. SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF TRUSSES. SEE "WARNING" NOTE BELOW. W4X4 = W4X4 = W3X10 =— 1.15X6 = 412.5X4 - W3X10 =— 1.12X4 III W4X4= 7-5-12 I 38-8-4 —1 I 46-2-0 Over 2 Supports J I R=228 PLF W=27-0-0 R=1759 C=3_ CD-.) Note: Al Plates Are 141.5X4 Except As Shown. I PLT TYP. Wave TPI -95 R Design Criteria: TPI STD 19.Ob2 —WARII ING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND C=1 BRACING. REFER TO 1118.91 (HANDLING IRSTALLING ANO BRACIN6), PUBLISHED BY TP1 (TRUSS PLATE QQ,�fESS/( p INSTITUTE. SB) D;OIIOFRID DR.. SUITE 200• MADISON, WI 53719). FOR SAFETY PRACTICES PR IOfl TO CV PERFORMING THESE FUNCTIOIT . UNLESS OTHERWISE INDICATED. TOP CHORD SMALL HAVE PROPERLY ATTACKED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ti eH •'IMPORTANT'• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED 3Eq 4 PRODUCTS, INC. SNAIL NOT BE RESPONSIBLE FOR ANY BEV I ATEON FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING. HANDL IMG, SH IPP ItIG. It1STALLING AMD z ALPINE ORACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PNOYISIONS OF NDS (N AiIOITE DESIGN d SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE Of ZOGA ASTH A653 GR40 GALY. STEEL, EICEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON TIIIS OESIGN. POSITION E.HN ECT ORS PFR I DRAWINGS 160 A. 711E SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING Alpine Engineered PFodUCIS, Inc. RFSPONSIBIL ITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS P SEngi cIWD, CA oduCt CORpm EMT FOR AIIY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI I. 1995 SECTION 2. T 3-1-10 -#'..9-0-0 6 2mi %* i CI A jr MUNI V CA/ -/1/-/-/-/F =.125"/Ft. REF R427--44193 TC LL 16.0 PSF TC DL 15.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 38.0 PSF DUR.FAC. 1.25 SPACING 24.0" Scale =.125"/Ft. REF R427--44193 DATE 01/03/01 DRW CAUSR427 01003039 CA -ENG GTP/CWC SEAN - 52782 FROM KD LIr-117E STRUCTURAL GALGULATIONS FOR c u STOI'l-lI HOME FOR MA1zK � DEBO{2AH KESTER50N JOB SITE LOT 23 ROGKY BLUFFS SUBDIVISION GHIGO, GA A•E•C G -R O U, p. Q _�O ARCHITECTURE + ENGINEERING + CONSULTING QCT Larry J. Warner A.I.A., ARCHITECT lLDiNG'DEPARTMG- 555 FLYING V ST., SUITE 3 CfflCO CALIFORNIA 95928 . A[ P P O V I— D X530-892-8008 F/ L67 copy PROJECT: KESTERSON RESIDENCE -PROD. No. AR033KES LOCATION: CHICO, CA DATE: 01/02/01 BY: LJW PAGE 2 OF ROOF DEAD LOAD CALCULATIONS CONVENTIONAL FRAMED ROOF ROOFING 9.0 PSF 1/2" CDX PLY 1.5 TJI @ 24" O.C. 1.1 TH@24"O.C. 1.1 5/8" GYP BRD. 2.8 INSUL 0.5 MISC 0.5 TOTAL 16.5 PSF USE 19.0 PSF. TRUSSED ROOF SYSTEM ROOFING . 9.0 PSF 1/2" CDX PLY 1.5 TRUSSES @ 24" O.C. 3.5 5/8" GYP BRD. 2.8 INSUL 0.5 MISC 0.5 TOTAL 17.8 PSF USE 19.0 PSF. FLOOR SYSTEM 6.0 PSF GYP. BRD 2.2 PSF (2x FRAMING FLOOR) (I -JOIST FRAMING FLOOR) FRAMING 3/4" CDX PLY 2.3 PSF 3/4" CDX PLY 2.3 PSF JOIST . 2.2 I -JOIST - ' ' 1.4 INSULATION 0.6 5/8" GYP BRD 2.8 GYP 2.8 MISCMNSUL 1.5 FLOORING 1.5 FLOORING 1.5 MISC 0.5 USE 12.2 PSF. TOTAL 9.9 PSF TOTAL TOTAL 9.5 PSF USE 10.0 PSF. SLAB USE 10.0 PSF. EXTERIOR FRAMED WALLS INTERIOR FRAMED WALLS EXT. FINISH 6.0 PSF GYP. BRD 2.2 PSF SHEAR PLY 1.5 FRAMING 2.0 FRAMING 2.0 GYP. BRb 2.2 GYP BRD 2.2 FINISHOES N/A INT. FINISH 0.2 INSUL N/A INSUL 0.3 TOTAL 12.2 PSF .TOTAL . 6.4 PSF USE 12.2 PSF. USE 6.4 PSF. CONCRETE FLOOR SLAB 15.0 PSF SHEATHING 2.3 FRAMING 3.5 INSULATION 0.5 TOTAL 21.3 PSF USE 22.0 PSF AEC GROUP., Larry J. Warner AIA, 555 Flying V St. Ste -3, Chico, CA 95928, 530-892-8008 oil 121 101 I�1 ■1 a w 'I- i f y■Y -- '1 I • � Qldd �7 � • • I I _ 1 _ --�— -- -i - ---------- ----- ----- -------------- a Roof Beamf 97 Uniform Building Code (91 NDS) ) Ver: 5.01b By: Larry Warner AIA CSI , AEC Group on:* 01-02-2001 : 12:35:12 AM Project: AR033KES - Location: RB �1 Summary: 3:5'IN°xf9:25-IN z 12.0 FT / #2 - Douglas Fir-Larch - Dry Use 8ection-Adequate-By-46-21/o Controlling Factor: Section Modulus / Depth Required 7.65 In Deflections: Dead Load: DLD= 0:14 'IN Live Load: LLD= 0.10 IN = U1425 Total Load: TLD= 0.24 IN = U598 Reactions (Each End): Live Load:' - LL-Rxn= 480 LB Dead Load: DL-Rxn= 665 LB Total Load: TL-Rxn= 1145 LB Bearing Length Required (Beam only, Support capacity not checked): - BL= 0.52 IN Beam Data: Span: L= 12.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 5 : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Non-Snow Live Load: Roof Loaded Area: RLA= 60 SF Live Load Method: Method = One Roof Loading: Roof Live Load-Side One: LL1= 16 -PSF Roof Dead Load-Side One: DL1= 19 PSF Tributary. Width-Side One: TW1= 4.0 FT Roof Live Load-Side Two: - LL2= 16 PSF Roof Dead Load-Side Two: DL2= 19 PSF Tributary Width-Side Two: TW2= 1.0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: 8SW= 8 PLF Slope Adjusted Beam Loading: Beam Uniform Live Load: wL= 80 PLF Beam Uniform Dead Load Adjusted for Rafter Pitch: wD adj= 111 PLF Total Uniform Load: -wT= . 191 PLF Properties For: #2- Douglas Fir-Larch Bending Stress: Fb= 875 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: _ , E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1208 PSI Adjustment Factors: Cd=1.15 Cf=1.20 FV: Fv'= 109 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 3434 FT-LB 6.0 ft from left support Critical moment created by combining all dead and live loads:.." ' Maximum Shear: V= 1145 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Sreq= 34.2 IN3 S= 49.9 IN3 Area: Areq= 15.8 IN2 .. A= 32.3 IN2 Moment of Inertia: Ireq= 69.6 IN4 1= 230.8. IN4 Multi -Loaded Beamf 97 Uniform Building Code (91 NDS) ) Ver: 5.01b By: Larry Warner AIA CSI , AEC Group on: 01-08 2001 :10:13:20 AM Protect: AR033KES - Location: R8-2 roof bm-@-porch@ rear Summary: 3.5 IN x 9.25 IN x 12..0_FT / 2:0E-Parallam--Trus Joist -MacMillan Section Adequ teaeBBy: 14.9% Controlling Factor: Section Modulus / Depth Required 8.71 In Center Span Deflections: Dead Load: DLD-Center- 0.29 IN Live Load: LLD -Center- 0.21 IN = U685 Total Load: TLD -Center- 0.50 IN = U287 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 771 LB Dead Load: DL-Rxn-A= 1067 LB Total Load: TL-Rxn-A= 1838 LB Bearing Length Required (Beam only, Support capacity not checked):' BL -A= 0.70 IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 1402 LB Dead Load: DL-Rxn-B= 1907 LB Total Load: TL-Rxn-B= 3309 LB Bearing Length Required (Beam only, Support capacity not checked): BL -B= 1.26• IN Beam Data: Center Span Length: L2= 12.0 FT Center Span Unbraced Length -Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2-Bottom= 12.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Center Span Loading:. Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT-2= 10 PLF Point Load 1 Live Load: • P.L1-2= 1453 LB Dead Load: PD1 -2= 1998 LB Location (From left end of span): X1-2= 8.0 FT Trapezoidal Load 1 Left Live Load:. TRL-Left-1-2= 0 PLF Left Dead Load: TRD-Left-1-2= 0 PLF Right Live Load: TRL-Ridht-1-2= 176 PLF Right Dead Load: TRD-Right-1-2= 209 PLF Load Start: A-1-2= 7.0 FT Load End: B-1-2= 12.0 FT Load Length: C-1-2= 5.0 FT Trapezoidal Load 2 Left Live Load: " TRL-Left-2-2= 80 PLF , Left Dead Load: TRD-Left-2-2= 95 PLF Right Live Load: '7RL"-Right2-2= 0 PLF Right Dead Load: TRD-Right-2-2= 0' PLF Load Start: A-2-2= 0.0 FT Load End: B-2-2= 7.0 FT Load Length: C-2-2= 7.0 FT Properties For: 2.0E Parallam- Trus Joist -MacMillan Bending Stress: Fb= 2900 PSI Shear Strei;s: - Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: _ . Fc_perp= 750 PSI Adjusted Properties Fb' (Tension): Fb'= 2985 PSI Adjustment Factors: Cd=1.00 Cf=1.03 FV: Fv'= 290 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling'Moment: M= 10809 FT -LB 7.92 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Maximum Shear: V= 3309 LB At Right Support of Span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2. Comparisons With Required Sections: Section Modulus: Sreq= 43.5 IN3 S= 49.9 IN3 Area: Areq= 17.2 IN2 A= 32.3 IN2 Moment of Inertia: Ireq= 193.0 IN4 1= 230.8 IN4 Roof Beam[ 97 Uniform Building Code (91 NDS) ) Ver: 5.01b By: Larry Warner AIA CSI , AEC Group on: 01-02-2001 -.12:12:58 AM Project: AR033KES - Location: GDH-1 IN3 Summary:. .. 3.5 IN�x:.11-25_IN-x-16:5 FT / 2.0E Parallam - Trus Joist-MacMillan IN2 Section Adequate By: 60.4% Controlling Factor: Moment of Inertia / Depth Required 9.61 In Deflections: 415.2 Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL-Rxn= . Dead Load: DL-Rxn= Total Load-, TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: Span: - L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Non-Snow Live Load: Roof Loaded Area: RLA= Live Load Method: Method = Roof Loading: Roof Live Load-Side One: LL1= Roof Dead Load-Side One: DL1= Tributary Width-Side One: TW1= Roof Live Load-Side Two: LL2= Roof Dead Load-Side Two: DL2= Tributary Width-Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope Adjusted Beam Loading: �. Beam Uniform Live Load: wL= Beam Uniform Dead Load Adjusted for Rafter Pitch: wD adi= Total Uniform Load: -WT= Properties For: 2.0E Parallam- Trus Joist-MacMillan Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular to Grain: Fd_perp= Adjusted Properties, Fb' (Tension): Fb'= Adjustment Factors: Cd=1.15 Cf=1.01 FV: .. Fv'= Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: - M= 8.25 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: V= At support. Critical shear created by combining. all dead and live loads. Comparisons With Required Sections: Section Modulus: Sreq= Area: Moment of Inertia: S= Areq= A= Ireq= 0.40 IN 0.29 . IN= U685 0.69 IN = U289 1188 LB 1630 LB 2818 LB 1.07 IN 16.5 FT 0.0 FT 5 : 12 240 180 1.49 SF One 16 PSF 19 PSF 7.0 FT 16 PSF 19 PSF 2.0 FT 1.15 12 PLF 144 PLF 198 PLF 342 PLF 2900 PSI 290 PSI 2000000 PSI 750 PSI 3359 . PSI 334 PSI 11624 FT -LB 2818 LB 41.6 IN3 73.8 IN3 12.7 IN2 39.3 IN2 258.9 'IN4 415.2 IN4 Roof Beam[ 97 Uniform, Building Code (91 NDS) ) Ver: 5.01b By.: Larry Warner AIA CSI , AEC Group on: 01-02-2001 :12:12:59 AM Project: AR033KES -. Location:.G� - Summary: 3.5 8.5 FT Douglas Fir-Larch Dry Use IN x�SIN x / #2 - - Section Adequate By: 41.0% Controlling Factor: Section Modulus / Depth Required 4.63 In Deflections: Dead Load: DLD= 0.13 IN Live Load: LLD= 0.10 IN = U1054 Total Load- • TLD= 0.23 IN = U447 Reactions (Each End): Live Load: LL-Rxn= 272 LB Dead Load: DL-Rxn= 370 LB Total Load: TL-Rxn= 642 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 0.29 IN Beam Data: Span: L= 8.5 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 5 : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: �• -CJ 180 Non-Snow Live Load: Roof Loaded Area: RLA= 34 SF Live Load Method: Method = One. Roof Loading: Roof Live Load-Side One: LL1= 16 PSF Roof Dead Load-Side One: DL1= 19 PSF Tributary Width-Side One: TW1= 2.0 FT Roof Live Load-Side Two: LL2= 16 PSF Roof Dead Load-Side Two: DL2= 19 PSF Tributary Width-Side Two: — TW2= 2.0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: - BSW= 5 PLF Slope Adjusted Beam Loading: Beam Uniform Live Load: wL= 64 PLF Beam Uniform Dead Load Adjusted for Rafter Pitch: - wD• adj= 87 PLF Total Uniform Load: WT= 151 PLF Properties For. #2- Douglas Fir-Larch Bending Stress: Fb= 875 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1308 PSI Adjustment Factors: Cd=1.15 Cf=1.30 FV: FV= 109 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 1364 FT-LB 4.25 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: V= 642 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Sreq= 12.6 IN3 S= 17.6 IN3 Area: .Areq= 8:9 IN2 A= 19.2 IN2 Moment of Inertia: _ Ireq= 19.6 IN4 1= 48.5 IN4 Roof Beamf 97 Uniform.Buildinq Code (91 NDS) j -Ver: 5.01b ,,By:_Larry Warner AIA CSI , AEC Group on: 01-02-2001 : 12:12:59 AM Project: AR033KES - Location: HDR -1 TY DER Design Requirements: -H Summary: ,_ 365 IN_x 11..5 -IN x 6. -25 -F -T_/_#2 -Douglas Fir -Larch -Dry Use Controlling Moment: Section Adequate By: 5.7% Controlling Factor: Area / Depth Required 10.88 In 4335 Deflections: 3.125 ft from left support Dead Load: "' DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Maximum Shear: Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support opacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: .. U Total Load Deflect. Criteria: U Non -Snow Live Load: 77.1 Roof Loaded Area: _ RLA= Live Load Method: Method = Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor. Cd= Beam Self Weight: BSW= Slope Adjusted Beam Loading: Beam Uniform Live Load: wL= Beam Uniform Dead Load Adjusted for Rafter Pitch: wD_adj= Total Uniform Load: WT= Properties For. #2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=1.15 Cf=1.10 Fv': Fv'= 0.02 0.02 0.04 1200 ' LB 1574 LB 2774 LB 1.27 IN IN = U4038 IN = U1747 6.25 FT 0.0 FT 5 : 12 240 180 150 SF One 16 PSF 19 PSF 22.0 FT 16 PSF 19 PSF 2.0 FT 1.15 10 PLF 384 PLF 504 PLF 888 PLF 875 PSI 95 • PSI 1600000 • PSI 625 PSI 1107 PSI 109 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 4335 FT -LB 3.125 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: V= 2774 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Sreq= 47.0 IN3 S= 77.1 IN3 Area: Areq= 38.1 IN2 A= 40.2 IN2 Moment of Inertia: Ireq= 45.8 IN4 1= 443.5 IN4 Area: Moment of Inertia: S= Areq= A= Ireq= 1= 0.04 IN 0.03 IN = U2525 0.06 IN = U1078 2028 LB 2759 LB 4788 LB 1.82 IN 1156 LB 1514 LB 2670 LB 1.02 IN 5.5 FT 0.0 FT 5.5 FT 1.00 360 240 288 PLF 352 PLF 10 PLF 650 PLF 1600 LB 2282 ' LB 1.25 FT 2900 PSI Multi -Load d Beam( 97 Uniform Building Code (91 NDS) ) Ver: 5.01b By: L4rry/Warner AIA CSI , AEC Group on: 01-08-2001 : 11:03:58 AM Proiect: AR033KES - Location: HDk-: MDR @ TRUSS 1-1-L PSI Summary: PSI 3.5 IN -x -9 -25 -IN -x -5 -5 -FT,/ 2.0E Parallam - Trus Joist -MacMillan PSI Section-Adequate-By:"30.7% Controlling Factor: Area / Depth Required -7.08 In Center Span Deflections: Dead Load: OLD -:Center -- Live Load: LLD-Center-- LD-Center=Total TotalLoad: TLD -Center - Center Span Left End Reactions (Support A): - Live Load: LL-Rxn-A= Dead Load: DL-Rxn-A= Total Load:. TL-Rxn-A= Bearing Length Required (Beam only, Support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= Dead Load: DL-Rxn-B= Total Load: TL-Rxn-B= Bearing Length Required (Beam only, Support capacity not checked): BL -B= Beam Data: Center Span Length: L2= Center Span Unbraced Length -Top of Beam: Lu2-Top= Center Span Unbraced Length -Bottom of Beam: Lu2-Bottom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Center Span Loading: Uniform Load: Live Load: wL-2= Dead Load: wD-2= Beam Self Weight: BSW= Total Load: wT-2= Point Load 1 Live Load:" PL1-2= Dead Load: PD1 -2= Location (From left end of span): - • X1-2= Properties For: 2.0E Parallam- Trus Joist -MacMillan Bending Stress: Fb= Shear Stress: _ Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties. Fb' (Tension): Fb'= Adjustment Factors: Cd=1.00 Cf=1.03 Fv': Fv'= Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 1.375 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Maximum Shear: V= At left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on-span(s) 2 ..•.•, Comparisons With Required Sections: Section Modulus: Sreq= Area: Moment of Inertia: S= Areq= A= Ireq= 1= 0.04 IN 0.03 IN = U2525 0.06 IN = U1078 2028 LB 2759 LB 4788 LB 1.82 IN 1156 LB 1514 LB 2670 LB 1.02 IN 5.5 FT 0.0 FT 5.5 FT 1.00 360 240 288 PLF 352 PLF 10 PLF 650 PLF 1600 LB 2282 ' LB 1.25 FT 2900 PSI 290 PSI 2000000 PSI 750 PSI 2985 PSI 290 PSI 5483 FT -LB 4788 LB 22.1 IN3 49.9 . IN3 24.8 IN2 32.3 IN2 51.5 IN4 230.8 IN4 Multi -Loaded Beam[ 97 Uniform Building Code (91 NDS) ) Ver: 5.01b By: Warner AIA CSI , AEC Group on: 01-08-2001 : 11:05:04 AM ,Larry Project: AR033KES - Location: HDR -3 HDR @ TRUSS 1-1-R Summary: PSI 3.5 IN x 9.25 IN x 5.5 FT/ / 2.0E Parallam - Trus Joist -MacMillan• PSI Section Adequate By'A2' .0% Controlling Factor: Section Modulus / Depth Required 7.76 In Center Span Deflections: 2985 Dead Load: DLD-Center= Live Load: LLD -Center - Total Load: TLD -Center - Center Span Left End Reactions (Support A): Live Load: LL-Rxn-Q= Dead Load: DL-Rxn-A= Total Load: TL-Rxn-A= Bearinp'Length Required (Beam only, Support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= Dead Load: DL-Rxn-B= Total Load: TL-Rxn-B= Bearing Length Required (Beam only, Support capacity not checked): BL -B= . Beam Data: Center Span Length: L2= Center Span Unbraced Length -Top of Beam: Lu2-Top= Center Span Unbraced Length -Bottom of Beam: Lu2-Bottom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Center Span Loading: - Uniform Load: Live Load: wL-2= Dead Load.-, wD-2= Beam Self Weight: BSW= Total Load: wT-2= Point Load 1 Live Load: PL1-2= Dead Load: PD1 -2= Location (From left end of span): X1-2= Properties For. 2.0E Parallam- Trus Joist -MacMillan Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties . Fb' (Tension): Fb'= Adjustment Factors: Cd=1.00 Cf=1.03 Fv': Fv'= Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 2.75 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Maximum Shear: V= At Right Support of Span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s)-2 Comparisons With Required Sections: Section Modulus: Sreq= S= Area: Areq= A= Moment of Inertia: Ireq= 1= 0.05 IN 0.04 IN = U1754 0.09 IN = L/748 1747. LB 2325 LB 4072 LB 1.55 IN 1747 LB 2325 LB 4072 LB 1.55 IN 5.5 FT 0.0 FT 5.5 FT 1.00 360 240 288 PLF 352 PLF 10 PLF 650 PLF 1910 LB 2659 LB 2.75 FT 2900 PSI 290 PSI 2000000 PSI 750 PSI 2985 PSI 290 PSI 8741 FT -LB 4072 LB 35.2 IN3 49.9 IN3 21.1 IN2 32.3 IN2 74.1 IN4 230.8 IN4 Floor Joist[ 97 -Uniform Building Code (91 NDS) ) Ver: 5.01b By: Larry Warner AIA CSI , AEC Grbup-on: '01-02-2001 : 12:13:03 AM Project: AR033KES - Location: FJ -1 TYP FLOOR JOIST Moment Capacity: Summary: 2570 TJI PRO 120TS / 9.5 - Trus Joist -MacMillan x 11.0 FT cA 16 O.C. _ Vcap= Section Adequate By: 92.7°x6 Controlling Factor: Allowable Deflection EI: " 1 -joists were designed for simple spans using the joist manufacturers published values. If the design does not match the actual joist loading or span conditions in,any way, contact the joist manufacturer for design verification. 1120 Joist Span Deflections: Dead Load: DLD-Center- Live Load: ' - LLD-Center-- LD-Center=Total TotalLoad: TLD -Center - Joist Span Left End Reactions (Support A): Maximum Shear. Live Load: - LL-Rxn-A= Dead Load: DL-Rxn-A= Total Load: TL-Rxn-A= Bearing Length Required (Beam only, Support capacity not checked): BL -A= Joist Span Right End Reactions (Support B): El= Live Load: LL-Rxn-B= Dead Load: DL-Rxn-B= Total Load: TL-Rxn-B= Bearing Length Required (Beam only, Support capacity not checked): BL -B= Joist Data: Joist Span Length: L2= Floor sheathing applied to top of joists -top of joists fully braced. Live Load Duration Factor: Cd= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Joist Span Loading: " Uniform Floor Loading: Live Load: LL -2= Dead Load: DL -2= Total Load: TL -2= Total Load Adjusted for Joist Spacing: wT-2= Properties For: TJI PRO 120TS / 9.5- Trus Joist -MacMillan 0.04 IN 0.14 IN = U925 0.18 IN = L/740 293 LB 73 LB 367 LB 1.75 IN 293 LB 73 LB 367 LB 1.75 IN 11.0 FT 1.00 480 360 40 - PSF 10 PSF 50 PSF 67 PLF Depth: D= 9.5 Moment Capacity: Mcap= 2570 Shear Capacity: _ Vcap= 1120 EI: E1= 141000000 End Reaction Capacity: _ . Rcap= 1120 Comparisons With Required Sections: Maximum Moment: M= 1008 Adjusted Moment Capacity: Mcap-adi= 2570 Maximum Shear. V= 367 Adjusted Shear Capacity: Vcap-adi= 1120 EI Required: EI -req= 73176520 EI: El= 141000000 Maximum End Reaction: Rmax= 367 Adjusted Reaction Capacity: Rcap-adj= 1120 IN FT -LB LB LB-IN2 LB FT -LB FT -LB LB LB LB-IN2 LB-IN2 LB LB Floor Joist[ 97.Uniform Building Code (91 NDS) ) Ver: 5.01b By: Larry Warner AIA CSI , AEC Group on: 01..-02-2001 :.12:13:03 AM Proiect: AR033KES - Location: DJ -1 TYP DECK JOIST Summary:s 1.5 IN x 5.5 IN x 9.0 FT CSD 12 O°C. / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 9r1, % Controlling Factor: Moment of Inertia / Depth Required 5.34 In Center Span Deflections: f Dead Load: DLD-Center= 0.10 IN Live Load: LLD -Center- 0.18 IN = U609 Total Load: TLD -Center- 0.28 IN = U393 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 180 LB Dead Load: DL-Rxn-A= 99 LB Total Load: TL-Rxn-A= 279 LB Bearing Length Required (Beam only. Support capacity not checked)` BL -A= 0.30 IN Center Span Right End Reactions (Support B).- ):Live LiveLoad: LL-Rxn-B= 180 LB Dead Load: DL-Rxn-B= 99 LB Total Load: TL-Rxn-B= 279 LB Bearing Length Required (Beam only, Support capacity not checked): BL -B= 0.30 IN Joist Data: Center Span Length: L2= 9.0 FT Floor sheathing applied to top of joists -top of joists fully braced. Live Load Duration Factor. Cd= . 1.00 Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Floor Loading: Live Load: LL -2= 40 PSF Dead Load: DL -2= 22 PSF Total Load: TL -2= 62 PSF Total Load Adiusted for Joist Spacing: wT-2= 62 PLF Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= 875 PSI Shear Stress: Fv= .95 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc -perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1308 PSI Adjustment Factors: Cd=1.00 Cf --1.30 Cr -1.15 Fv': Fv'= 95 PSI ' Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 628 FT -LB 4.5 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Maximum Shear: V= 279 LB At left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus: Sreq= 5.76 IN3 S= 7.56 IN3 Area: Areq= 4.41 IN2 A= 8:25 IN2 Moment o1.lnertia: Ireq= 19.06 IN4 1= 20.80 IN4 Multi -Span Floor Beamf 97 Uniform Building Code (91 NDS) ) Ver: 5.01b By: Larry Warner AIA CSI , AEC Group on: -01-02-2001: 12:13:01 AM Proiect: AR033KES - Location: FG -1 TYP FLOOR GIRDER Summary: ( 2 ) 1.75 IN x 5.5 IN x 18.0 FT (6 + 6 + 6) / 1.9E Microllam - Trus Joist -MacMillan Section Adequate By: 78.8% Controlling Factor: Area/ Depth Required 4.45•, In Left Span Deflections: Dead Load: DLD-Left= 0.02 IN Live Load: LLD -Left= 0.11 IN = U680 Total Load: TLD -Left= 0.13 IN = U575 Center Span Deflections: Dead Load: DLD-Center- ' 0.00 IN Live Load: LLD -Center- 0.07 IN = U996 Total Load':" - TLD -Center= 0.07 IN = U976 Right Span Deflections: Dead Load: - •DLD-Riqht= 0.02 IN Live Load: LLD-Riqht= 0.11 IN = U680 Total Load: TLD -Right= 0.13 IN = U575 Left End Reactions (Support A): Live Load: LL-Rxn-A= 1188 LB Dead Load: DL-Rxn-A= 278 LB Total Load; TL-Rxn-A= 1466 LB Bearing Length Required (Beam only, Support capacity not checked): ' BL -A= 0.56 IN Center Span Left End Reactions (Support B): Live Load: LL-Rxn-B= 3168 LB Dead Load: DL-Rxn-B= 766 LB Total Load: TL-Rxn-B= 3934 LB Bearing Length Required (Beam only, Support capacity not checked): BL -B= 1.50 IN Center Span Right End Reactions (Support C): Live Load: LL-Rxn-C= 3168 LB Dead Load: DL-Rxn-C= 766 LB Total Load: TL-Rxn-C= 3934 LB Bearing Length Required (Beam only, Support capacity not checked): 'BL -C= 1.50 IN Right End Reactions (Support D): Live Load: LL-Rxn-D= 1188 LB Dead Load: DL-Rxn-D= 278 LB Total Load: TL-Rxn-D= 1466 LB Bearing Length Required (Beam only, Support capacity not checked): BL -D= 0.56 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Left Span Length: L1= . 6.0 FT Left Span Unbraced Length -Top of Beam: Lu1-Top= 0.0 FT Left Span Unbraced Length -Bottom of Beam: - Lu1-Bottom= 6.0 FT Center Span Length: L2= 6.0 FT Center Span Unbraced Length -Top of Beam: W2 -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2-Bottom= 6.0 FT Right Span Length: L3= 6.0 FT Right Span Unbraced Length -Top of Beam: Lu3-Top= 0.0 FT Right Span Unbraced Length -Bottom of Beam: Lu3-Bottom= 6.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Left Span Loading: ' Uniform Load: Floor Live Load: FLL-1= 40 PSF Floor Dead Load: FDL -1= 10 PSF Floor Tributary Width Side One: Trib-1-1= 6 FT Floor Tributary Width Side Two: Tri b-2-1= 6 FT Beam Self Weight: BSW= 6 PLF Wall Load: Wall -1= 0 PLF Total Live Load: wL-1= 440 PLF Total Dead Load: wD-1= 110 PLF Total Load: wT-1= 556 PLF Center Span Loading: �. Uniform Load: Floor Live Load: FLL-2= 40 PSF Floor Dead Load: FDL -2= 10• PSF Floor Tributary Width Side One: Trib-1-2= 6 FT Floor Tributary Width Side Two: Trib-2-2= 6 FT Beam Self Weight: BSW= 6 PLF Wall Load: Wall -2= 0 PLF Total Live Load: wL-2= 440 PLF Total Dead.lLoad: WD -2= 110 PLF Total Load: - wT-2= 556. PLF Right Span Loading: Uniform Load: - Floor Live Load: FLL-3= 40 PSF Floor Dead Load: FDL -3= 10 PSF r Pape: 2 Multi -Span Floor Beam( 97 Uniform Building Cod6T91 NDS) ) Ver: 5.01b By: Larry Warner AIA CSI , AEC Group on: 01-02-2001: 12:13:02 AM Project: AR033KES - Location: FG -1 TYP FLOOR GIRDER " Floor Tributary Width Side One: Trib-1-3= 6 FT Floor Tributary Width Side Two: Trib-2-3= 6 FT Beam Self Weight: BSW= 6 PLF .Wall Load: Wall -3= 0 PLF Total Live Load: wL-3= 440 PLF Total Dead Load: wD-3= 110 PLF Total Load: wT-3= 556 PLF Properties For: 1.9E Microllam- Trus Joist -MacMillan Bending Stress: Fb= 2600 PSI, Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb' (Compression Face in Tension): Fb'= 2866 PSI Adjustment Factors: Cd=1.00 CI=0.99 Cf=1.11 FV: Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= .-2266 FT -LB Over Right Support of Span 1 (Left Span) Critical moment created by combining all dead loads and live loads on span(s) 1, 2 Maximum Shear: V= 2046 LB At left support of span 3 (Right Span) Critical shear created by combining all dead loads and live loads on.span(s) 2, 3 Comparisons With Required Sections: Section Moqulus: Sreq= 9.5 IN3 S= 17.6 IN3 Area: Areq= 10.8 IN2 - A= 19.2 IN2 Moment of Inertia: Ireq= 25.8 IN4 1= 48.5 IN4 Multi -Span Floor Beamr 97 Uniform Building Code (91 NDS) 1 Ver: 5.01 b By: Larry Warner AIA CSI , AEC Group on: 01-02-2001 :12:.13:00 AM Protect: AR033KES - Location: DG -1 TYP DECK GIRDER Summary: ( 2 ) 1.75 IN x 5.5 IN x 18.0 FT (6 + 6 + 6) / 1.9E Microllam - Trus Joist -MacMillan Section Adequate By: 77.0% Controlling Factor: Area / Depth Required 4.16 In Left Span Deflections: _ Dead Load: „ , . DLD-Left= 0.03 IN Live Load: LLD -Left= 0.09 IN = U831 Total Load: TLD -Left= 0.12 IN = U597 Center Span Deflections: Dead Load: DLD-Center- 0.00 IN Live Load: LLD -Center= 0.06 IN = U1217 Total Load: TLD -Center- 0.06 IN = U1167 Right Span Deflections: Dead Load: DLD=Right= 0:03 IN Live Load: LLD -Right= 0.09 IN = U831 Total Load:" - TLD -Right= 0.12 IN = U597 Left End Reactions (Support A): Live Load: - LL-Rxn-A= 972 LB Dead Load: DL-Rxn-A= 490 LB Total Load: TL-Rxn-A= 1462 LB Bearing Length Required (Beam only, Support capacity not checked):. - -BL-A= 0.56 IN Center Span Left End Reactions (Support B): Live Load: LL-Rxn-B= 2592 LB Dead Load; DL-Rxn-B= 1347 LB Total Load: TL-Rxn-B= 3939 LB Bearing Length Required (Beam only, Support capacity not checked): BL -B= 1.50 IN Center Span Right End Reactions (Support C): Live Load: LL-Rxn-C= 2592 LB Dead Load: DL-Rxn-C= 1347 LB Total Load: TL-Rxn-C= 3939 LB Bearing Length Required (Beam only, Support capacity not checked): BL -C= 1.50 IN Right End Reactions (Support D): Live Load: LL-Rxn-D= 972 LB Dead Load: DL-Rxn-D= 490 LB Total Load: TL-Rxn-D= 1462 LB Bearing Length Required (Beam only, Support capacity not checked): '' "' BL -D= 0.56 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Left Span Length: L1= 6.0 FT Left Span Unbraced Length -Top of Beam: Lu1-Top= 0.0 FT Left Span Unbraced Length -Bottom of Beam: Lu1-Bottom= 6.0 FT Center Span Length: L2= 6.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2-Bottom= 6.0 FT Right Span,Length: _ L3= 6.0 FT Right Span Unbraced Lenqth-Top of Beam: Lu3-Top= 0.0 FT Right Span Unbraced Length -Bottom of Beam: -Lu3-Sottom= 6.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Left Span Loading: Uniform Load: Floor Live Load: FLL-1= 40 PSF Floor Dead Load: FDL -1= 22 PSF Floor Tributary Width Side One: Trib-1-1= 5 FT Floor Tributary Width Side Two: Trib-2-1= 5 FT Beam Self Weight: BSW= 6 PLF Wall Load: Wall -1= 0 PLF Total Live Load: wL-1= 360 PLF Total Dead Load: wD-1= 198 PLF Total Load: wT-1= 564 PLF Center Span Loading: Uniform Load: Floor Live Load: FLL-2= 40 PSF Floor Dead Load: FDL -2= 22 PSF Floor Tributary Width Side One: Trib-1=2= 5 FT Floor Tributary Width Side Two: Trib-2-2= 5 FT Beam Self Weight: BSW= 6 PLF Wall Load: Wall -2= 0 PLF Total Live Load: wL-2= 360 PLF Total Dead Load: wD-2= 198 PLF Total Load: wT-2= 564 PLF Right Span Loading: Uniform Load: Floor Live Load: FLL-3= 40 PSF Floor Dead Load: FDL -3= 22 PSF Page: 2 Multi -Span Floor Beam[ 97 Uniform Building Code (91 NDS) ) Ver: 5.01 b By: Larry.Warner AIA CSI , AEC Group on: 01-02-2001: 12:13:01 AM Project: AR033KES - Location: DG -1 TYP DECK GIRDER Floor Trib4tary Width Side One: Trib-1-3= 5 FT Floor Tributary Width Side Two: - Trib-2-3= 5 FT Beam Self Weight: BSW= 6 PLF Wall Load: - •Wall -3= 0 PLF Total Live Load: wL-3= 360 PLF Total Dead Load: wD-3= 198 PLF Total Load: - wT-3= 564 PLF Properties For: 1.9E Microllam- Trus Joist -MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb' (Compression Face in Tension): Fb'= 2866 PSI Adjustment.Factors: Cd=1.00 CI=0.99 Cf=1.11 Fv': FY= 285 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= -2246 FT -LB Over Right Support of Span 1 (Left Span) Critical moment created by combining all dead loads and live loads on span(s) 1. .'.2 Maximum Shear: V= 2066 LB At left support of span 3 (Right Span) Critical shear created by combining all dead loads and live loads on'span(s) 2,. 3 Comparisons With Required Sections: Section Modulus: Sreq= 9.5 IN3 S= 17.6 IN3 Area: Areq= 10.9 IN2 A= 19.2 IN2 Moment of Inertia: Ireq= 21.1 IN4 " 1= 48.5 IN4 r Footing Design f 97 Uniform Building Code (91 NDS) 1 Ver: 5.01 b BY: Larry Warner AIA CSI , AEC Group on: 01-02-2001: 12:38:48 AM Proiect: AR033KES - Location: FTG -POST -RB -1 Summary: Footing Size: 1.0 FT x 1.0 FT x 12.00 IN • Footing has been designed without reinforcement Footing Loads: Live Load: PL= 480 LB Dead Load: PD= 678 1,B Total Load: PT= 1158 LB Ultimate Factored Load: Pu= 1765 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Footing Size: Width: W= 1.0 • FT Length: L= 1.0 FT Depth: Depth= 12.00 IN Effective Concrete Depth: d= 10.00 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 1.50 IN Column Depth: n= 3.50 IN Bearing Calculations: Required Footing Area: Areq= 0.86 SF Area Provided: A= 1.0 SF Ultimate Bearing Pressure: Qu= 1158 PSF Effective Allowable Soil Bearing Pressure: - Qe= 1350 PSF Baseplate Bearing: Bearing Required: Bearing= 1765 LB Allowable Bearing: Bearing -Allow= 14503 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 0 LB Allowable Beam Shear.- vc1= 5200 LB Punching Shear Calculations (Two way shear): Critical Perimeter:. Bo= 0.00 IN Punching Shear. Vu2= 0 LB Allowable Punching Shear: vc2= 0 LB Bending Calculations (Long Direction): Factored Moment: Mu-lonq= 2648 IN -LB Nominal Moment Strength: Mn -long= 32500 IN -LB Bending Calculations (Short Direction): Factored Moment: Mu -short= 2648 IN -LB Nominal Moment Strength: Mn -short= 32500 IN -LB r Column[ 97 Uniform Building Code (91 NDS) ) Ver: 5.01 b By: Larry Warner AIA CSI, AEC Group on: 01-02-2001 :12:16:24 AM Protect: AR033KES - Location: GP -FG -1 POST FOR FLOOR GIRDER Summary: 3.5 IN x 3.5 IN x 3 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 82.5% Vertical Reactions: Live: Vert-LL-Rxn= 2376 LB Dead: Vert-DL-Rxn= 566 LB Total: Vert-TL-Rxn= 2942 LB Axial Loads: Live Loads: - ' PL= 2376 LB Dead Loads: PD= 556 LB Column Self Weight: CSW= 10 LB Total Loads: PT= 2942 LB Eccentricity (X -X Axis): ex= 0.00 IN Eccentricity (Y -Y Axis): ey= 0.00 IN Axial Duration Factor: Cd -Axial= 1.00 Column Data: Length: L= 3.0 FT Maximum Unbraced Length (X -X Axis): Lx= 3.0 FT Maximum Unbraced Length (Y -Y Axis): Ly= 3.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X -X Axis): dx= 3.50 IN Column Section (Y -Y Axis): dy= 3.50 'IN Area: A= 12.25 IN2 Section Modulus (X -X Axis): Sx= 7.1 IN3 Section Modulus (Y -Y Axis): �• Sy= 7.1 IN3 Slenderness Ratio: Lex/dx= 10.3 Ley/dy= 10.3 Properties For. #2- Douglas Fir -Larch Compressive Stress: Fc= 1300 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress (X -X Axis): Fbx= 875 PSI Bending Stress (Y -Y Axis): Fby= 875 PSI Adjusted Properties: Fc': Fc'= 1375 PSI Adjustment Factors: Cd=1.00 Cf=1.15 Cp=0.92 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) - Compressive Stress: ' fc= 240 PSI Allowable Compressive Stress: Fc'= 1375 PSI r M ' Column[ 97 Uniform Building Code (91 NDS)1 Ver: 5.01b By: Larry Warner AIA CSI , AEC Group on: 01702-2001 :.12;17:29 AM Proiect: AR033KES - Location: GP -DG -1 POST FOR DECK GIRDER Summary: 3.5 IN x 3.5 IN x 5 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 40.2°x6 Vertical Reactions: Live: Vert-LL-Rxn= 5184 LB Dead: Vert-DL-Rxn= 2711 LB Total: Vert-TL-Rxn= 7895 LB Axial Loads: Live Loads: PL= 5184 LB Dead Loads: PD= 2694 LB Column Self Weight: CSW= 17 LB Total Loads: PT= 7895 LB Eccentricity (X -X Axis): ex= 0.00 IN Eccentricity (Y -Y Axis): "ey= 0.00 IN Axial Duration Factor: Cd -Axial= 1.00 Column Data: ' Length: L= 5.0 FT Maximum Unbraced Length (X -X Axis): Lx= 5.0 FT Maximum Unbraced Length (Y -Y Axis): Lv= 5.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X -X Axis): dx= 3:50 IN Column Section (Y -Y Axis): dy= 3.50 IN Area: A= 12.25 IN2 Section Modulus (X -X Axis): Sx= 7.1 IN3 Section Modulus (Y -Y Axis): - ' Sy= 7.1 IN3 Slenderness Ratio: Lex/dx= 17.1 Ley/dy= 17.1 Properties For: #2- Douglas Fir -Larch - Compressive Stress: Fc= 1300 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress (X -X Axis): Fbx= 875 PSI Bending Stress (Y -Y Axis): Fby= 875 PSI Adjusted Properties: Fc': Fc'= 1077 PSI Adiustment Factors: Cd=1.00 Cf --1.15 Cp=0.72 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 644 PSI Allowable Compressive Stress: Fc'= 1077 PSI r Column( 97 Uniform Building Code (91 NDS) 1 Ver: 5.01 b By: Larry Warner AIA CSI , AEC Group on: '01-02-2001: 12:36:48 AM Proiect: AR033KES - Location: POST -RB -1 Summary: 1.5 IN x 3.5 IN x 9 FT / Stud - Douglas Fir -Larch - Dry Use Section' Adequate By: 42.1 % Vertical Reactions: Live: Vert-LL-Rxn= 480 LB Dead: Vert-DL-Rxn= 678 LB Total: Vert-TL-Rxn= 1158 LB Axial Loads: Live Loads: PL= 480 LB Dead Loads:, PD= 665 LB Column Self Weight: - CSW= 13 LB Total Loads: PT= 1158 LB Eccentricity (X -X Axis): - ex= 0.00 IN Eccentricity (Y -Y Axis): ev= 0.00 IN Axial Duration Factor: Cd -Axial= 1.00 Column Data: Length: L= 9.0 FT Maximum Unbraced Length (X -X Axis): Lx= 9.0 FT Maximum Unbraced Length (Y -Y Axis): Lv= 0..0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X -X Axis): dx= 3.50 IN Column Section (Y -Y Axis): dv= 1.50 IN Area: A= 5.25 IN2 Section Modulus (X -X Axis): Sx= 3.1 IN3 Section Modulus (Y -Y Axis): Sy= 1.3 IN3 Slenderness Ratio: Lex/dx= 30.9 Ley/dy= 0.0 Properties For. Stud- Douglas Fir -Larch Compressive Stress: Fc'= 825 PSI. Modulus of Elasticity: E= 1400000 PSI Bending Stress (X -X Axis): Fbx= 675 PSI Bending Stress (Y -Y Axis): Fby= 675. PSI Adjusted Properties: Fc': Fc'= 381 PSI Adiustment Factors: Cd=1.00 Cf=1.05 Cp=0.44 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 221 PSI Allowable Compressive Stress: Fc'= 381 PSI Column( 97 Uniform Building Code (91 NDS),j Ver: 5.01 b By: Larry Warner AIA CSI , AEC Group on: 01-08-2001: 11:07:04 AM Project: AR033KES - Location: C-HDR-2 Summary: 3.5 IN x 3.5 IN x 9 FT / #2 - Douglas Fir-Larch - Dry Use Section Adequate By: 15.0% _ Vertical Reactions: Live: Vert-LL-Rxn= 2028 LB Dead: Vert-DL-Rxn= 2790 LB Total: Vert-TL-Rxn= 4818 LB Axial Loads: Live Loads: PL= 2028 LB Dead Loads: PD= 2759 LB Column Self Weight: CSW= 31 LB Total Loads: PT= 4818 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ey= 0.00 IN. Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: - L=. 9.0 FT Maximum Unbraced Length (X-X Axis): �• Lz= 0.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 9.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 3.50 IN Column Section (Y-Y Axis): dy= 3.50 IN Area: A= 12.25 IN2 Section Modulus (X-X Axis): Sx= 7.1 IN3 Section Modulus (Y-Y Axis): Sy= 7.1 IN3 Slenderness Ratio: Lex/dx= 0.0 Ley/dy= 30.9 Properties For. #2- Douglas Fir-Larch Compressive Stress: _ Fc= 1300 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress (X-X Axis): Fbx= 875 PSI Bending Stress (Y-Y Axis): Fby= 875 PSI Adjusted Properties: Fc': Fc'= 463 PSI . Adjustment Factors: Cd=1.00 Cf=1.15 Cp=0.31 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 393 PSI Allowable Compressive Stress: Fc'= 463 PSI r Columnf 97 Uniform Building Code (91 NDS) ) Ver: 5.01 b By: Larry Warner AIA CSI, AEC Group on: 01-08-2001 :11:07:38 AM Proiect: AR033KES - Location: C-HDR-3 Summary: 3.5 IN x 3.5 IN x 9 FT / #2 - Douglas Fir-Larch - Dry Use Section Adequate By: 27.6% Vertical Reactions: Live: Vert=LL-Rxn= 1747 LB Dead: "Vert-DL-Rxn= 2356 LB Total: Vert-TL-Rxn= 4103 LB Axial Loads: Live Loads: PL= 1747 LB Dead Loads: PD= 2325 LB Column Self Weight: CSW= 31 LB Total Loads: PT= 4103 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ev= 0.00 IN Axial Duration Factor: _ Cd-Axial= 1.00 Column Data: Length: .. L= 9.0 FT Maximum Unbraced Length (X-X Axis): Lx= 0.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 9.0 FT Column End Condition: _ Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 3.50 IN Column Section (Y-Y Axis): dv= 3.50 IN Area: " A= 12.25 IN2 Section Modulus (X-X Axis): Sx= 7.1 IN3 Section Modulus (Y-Y Axis): Sy= 7.1 IN3 Slenderness Ratio: Lex/dx= 0.0 Ley/dy= 30.9 Properties For. #2- Douglas Fir-Larch Compressive Stress: Fc= 1300 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress (X-X Axis): Fbx= 875 PSI Bending Stress (Y-Y Axis): Fby= 875 PSI Adjusted Properties:'. Fc': Fc'= 463 PSI Adiustment Factors: Cd=1.00 Cf--1.15 Cp=0.31 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 335 PSI Allowable Compressive Stress: Fc'= 463 PSI Column[ 97 Uniform Building Code (91 NDS) 1 Ver: 5.01 b BY: Larry Warner AIA CSI , AEC Group on: 01-08-2001 : 10:33:16 AM Project: AR033KES - Location: C -RB -2-A ' Summary: 1.5 IN x 3.5,IN x 9 FT / Stud - Douglas Fir -Larch - Dry Use - Section Adequate By: 59.3% Vertical Reactions: Live: Vert-LL-Rxn= 771 LB Dead: Vert-DL-Rxn= 1080 LB Total: Vert-TL-Rxn= 1851 LB Axial Loads: - Live Loads: PL= 771 LB Dead Loads: PD= 1067 LB Column Self Weight: CSW= 13• LB Total Loads: PT= 1851 LB Eccentricity (X -X Axis): ex= 0.00 IN Eccentricity (Y -Y Axis): ey= 0.00 IN Axial Duration Factor: Cd -Axial= 1.00 Column Data: Length: L= 9.0 FT Maximum Unbraced Length (X -X Axis): Lx= 0.0 FT Maximum Unbraced Length (Y -Y Axis): Lv= 0.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X -X Axis): di- 3.50 IN Column Section (Y -Y Axis): dv= 1.50 IN Area: A= 5.25 IN2 Section Modulus (X -X Axis): Sx= 3.1 IN3 Section Modulus (Y -Y Axis): Sy= 1.3 IN3 Slenderness Ratio: Lex/dx= 0.0 Ley/dy= 0.0 Properties For. Stud- Douglas Fir -Larch Compressive Stress: Fc= 825 PSI Modulus of Elasticity: E= 1400000 PSI Bending Stress (X -X Axis): Fbx= 675 PSI Bending Stress (Y -Y Axis): Fby= 675 PSI Adjusted Properties: Fc': Fc'= 866 PSI Adjustment Factors: Cd=1.00 Cf --1.05 Column Calculations (Controlling Case Only): - Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 353 PSI Allowable Compressive Stress: ..Fc'= 866. PSI Column( 97 Uniform Building Code (91 NDS) ) Ver: 5.01b By: Larry Warner AIA CSI , AEC Group on: 01-08-2001 :10:34:11 AM Protect: AR033KES - Location: C -RB -2-B Summary: 1.5 IN x 3.5 IN x 9 FT / Stud - Douglas Fir -Larch - Dry Use Section Adequate.By: 27.0% Vertical Reactions: Live: Vert-LL-Rxn= 1402 LB Dead: Vert-DL-Rxn= 1920 LB Total: Vert-TL-Rxn= 3322 LB Axial Loads: Live Loads: PL= 1402 LB Dead Loads: PD= 1907 LB Column Self Weight: CSW= 13 LB Total Loads: PT= 3322 LB Eccentricity (X -X Axis): ex= 0.00 IN Eccentricity (Y -Y Axis): ey= 0.00 IN Axial Duration Factor: Cd -Axial= 1•.00 Column Data: Length: L= 9.0 FT Maximum Unbraced Length (X -X Axis): Lx= 0.0 FT Maximum Uribraced Length (Y -Y Axis): - Ly= 0.0 FT Column End Condition: Ke= 1.0 Calculated Properties: - Column Section (X -X Axis): dx= 3.50 IN Column Section (Y -Y Axis): dy= 1.50 IN Area: _ A= 5.25 IN2 Section Modulus (X -X Axis): Sx= 3.1 IN3 Section Modulus (Y -Y Axis): Sy= 1.3 IN3 Slenderness Ratio: Lex/dx= 0.0 Ley/dy= 0.0 Properties For. Stud- Douglas Fir -Larch Compressive Stress: Fc= 825 PSI Modulus of Elasticity: E= 1400000 PSI Bending Stress (X -X Axis): Fbx= 675 PSI Bending Stress (Y -Y Axis): Fby= 675 PSI Adjusted Properties: Fc': Fc'= 866 PSI Adiustment Factors: Cd=1.00 Cf=1.05 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) - Compressive Stress: fc= 633 PSI Allowable Compressive Stress: Fc'= 866 PSI Column[ 97 Uniform ,Building Code (91 NDS) ) Ver: 5.01 b BY: Larry Warner AIA CSI , AEC Group"ori: 01-08-2001 : 10:16:00 AM Proiect: AR033KES - Location: C -T -A& Col @ truss A-2 Summary: 1.5 IN x 3.5 IN x 9 FT / Stud - Douglas Fir -Larch - Dry Use Section Adequate By: 44.4% Vertical Reactions: Live: Vert-LL-Rxn= 1058 LB Dead: Vert-DL-Rxn= 1469 LB Total: Vert-TL-Rxn= 2527 LB Axial Loads: Live Loads: - PL= 1058 LB Dead Loads: PD= 1456 LB Column Self Weight: CSW= 13 LB Total Loads: PT= 2527 LB Eccentricity (X -X Axis): ex= 0.00 IN 'Eccentricity (Y -Y Axis): ev= 0.00 IN Axial Duration Factor: Cd -Axial= 1.00 Column Data: Length: L= 9.0 FT Maximum Unbraced Length (X -X Axis): Lx= 0.0 FT Maximum Unbraced Length (Y -Y Axis): Lv= 0.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X -X Axis): dx= 3.50 .IN Column Section (Y -Y Axis): dv= 1.50 IN Area: A= 5.25 IN2 Section Modulus (X -X Axis): Sx= 3.1 IN3 Section Modulus (Y -Y Axis): �. Sy= 1.3 IN3 Slenderness Ratio: Lex/dx= 0.0 Ley/dy= 0.0 . Properties For. Stud- Douglas Fir -Larch Compressive Stress: Fc= 825 PSI Modulus of Elasticity: E= 1400000 PSI Bending Stress (X -X Axis): Fbx= 675 PSI Bending Stress (Y -Y Axis): Fby= 675 PSI Adjusted Properties: Fc':—Fc'= 866 PSI Adiutment Factors: Cd=1.00 Cf=1.05 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 481 PSI Allowable Compressive Stress: Fc'= 866 PSI w Column[ 97 Uniform, Building Code (91 NDS) 1 Ver: 5.01 b By: Larry Warner AIA CSI , AEC Group on: 01-08-2001 . 10:17:24 AM Proiect: AR033KES - Location: C -T -B2 Col @ truss B-2 Summary: 3.5 IN x 3.5 IN x 9 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 43.9% Vertical Reactions: Live: Vert-LL-Rxn= 4312 LB Dead: Vert-DL-Rxn= 5960 LB Total: Vert-TL-Rxn= 10272 LB Axial Loads: Live Loads: PL= 4312 LB Dead Loads: PD= 5929 'LB Column Self Weight: CSW= 31 LB Total Loads: PT= 10272 LB Eccentricity (X -X Axis): �. .ex= 0.00 IN. Eccentricity (Y -Y Axis): ey= 0.00 IN Axial Duration Factor: Cd -Axial= 1.00 Column Data: Length: L= 9.0 FT Maximum Unbraced Length (X -X Axis): Lx= 0.0 FT Maximum Unbraced Length (Y-Y.Axis): Ly= 0.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X -X Axis): dx= 3.50 IN Column Section (Y -Y Axis): dy= 3.50. IN Area: A= 12.25 IN2 Section Modulus (X -X Axis): - Sx= 7.1 IN3 Section Modulus (Y -Y Axis): Sy= 7.1 IN3 Slenderness Ratio: Lex/dx= 0.0 - Ley/dy= 0.0 Properties For: #2- Douglas Fir -Larch Compressive Stress: Fc= 1300 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress (X -X Axis): Fbx= 875 PSI Bending Stress (Y -Y Axis): Fby= 875 PSI Adjusted Properties: Fc': Fc'= 1495 PSI Adiustment Factors: Cd=1.00 Cf=1.15 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 839 -PSI Allowable Compressive Stress: Fc'= 1495 PSI n Column[ 97 Uniform Building Code (91 NDS) ) Ver: 5.01b By: Larry Warner AIA CSI , AEC Group on:-01-08-2001: 10:21:21 AM Project: AR033KES - Location: C-T-E2-1 Col @ truss E2-Left Summary: �. 3.5 IN x 5.5 IN x 9 FT / #2 - Douglas Fir-Larch - Dry Use Section Adequate By: 3.1% Vertical Reactions: Live: Vert-LL-Rxn= 3597 LB Dead: Vert-DL-Rxn= 4993 LB Total: Vert-TL-Rxn= 8590 LB Axial Loads: Live Loads: PL= 3597 LB Dead Loads: PD= 4945 LB Column Self Weight: CSW= 48 LB Total Loads: PT= 8590 LB Eccentricity (X-X Axis): " ' ex= 0.00 IN Eccentricity (Y-Y Axis): ev= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: - Length: L= 9.0 FT Maximum Unbraced Length (X-X Axis): Lx= 0.0 FT Maximum Unbraced Length (Y-Y Axis): Lv= 9.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 5.50 IN Column Section (Y-Y Axis): dv= 3.50 IN Area: A= 19.25 IN2 Section Modulus (X-X Axis): Sx= 17.6 IN3 Section Modulus (Y-Y Axis): Sy= 11.2 IN3 Slenderness Ratio: Lex/dx= 0.0 • Ley/dy= 30.9 Properties For. #2- Douglas Fir-Larch Compressive Stress: Fc= 1300 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress (X-X Axis): Fbx= 875 PSI Bending Stress (Y-Y Axis): Fby= 875• PSI Adjusted Properties: Fc': Fc'= 460 PSI Adjustment Factors: Cd=1.00 Cf=1.10 Cp=0.32 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 446 PSI Allowable Compressive Stress: - Fc'= 460 PSI r , Column[ 97 Uniform Building Code (91 NQ -S) I Ver: 5.01b By: Larry Warner AIA CSI , AEC Group on: 01-08-2001: 10:22:56 AM Project: AR033KES - Location: C -T -E2 -R Col @ truss E2 -Right . . Summary: 5.5 IN x 5.5 IN x 9 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 18.0% Vertical Reactions: Live: Vert-LL-Rxn= 4317 LB Dead: Vert-DL-Rxn= 6013 LB Total: Vert-TL-Rxn= 10330 LB Axial Loads: Live Loads: PL= 4317 LB Dead Loads: PD= 5937 LB Column Self Weight: CSW= 76 LB Total Loads: PT= 10330 LB Eccentricity (X -X Axis): ex= 0.00 IN Eccentricity (Y -Y Axis): ey= 0.00 IN Axial Duration Factor:. Cd -Axial= 1.00 Column Data: Length: L= 9.0 FT Maximum Unbraced Length (X -X Axis): 'Lx= 0.0 FT Maximum Unbraced Length (Y -Y Axis): Ly= 9.0 FT Column End Condition: Ke= 1.0 . Calculated Properties: Column Section (X -X Axis): dx= 5.50 IN Column Section (Y -Y Axis): dy= 5.50 IN Area: A= 30.25 IN2 Section Modulus (X -X Axis): Sx= . 27.7 IN3 Section Modulus (Y -Y Axis): Sy= 27.7 IN3 Slenderness Ratio: Lex/dx= 0.0 Ley/dy= 19.6 Properties For: #2- Douglas Fir -Larch Compressive Stress: - ' Fc= 475 PSI Modulus of Elasticity: E= 1300000 PSI Bending Stress (X -X Axis): Fbx= 700 PSI Bending Stress (Y -Y Axis): Fby= 700 PSI Adjusted Properties: Fc': Fc'= 417 PSI Adjustment Factors: Cd=1.00 Cp=0.68 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 341 PSI Allowable Compressive Stress: Fc'= 417 PSI Column[ 97 Uniform Building Code (91 NDS) ) Ver: 5.01b By: Larry Warner AIA CSI , AEC Group on: 01-08-2001: 10:24:16 AM Project: AR033KES - Location: C -T -C3 -R Col @ truss C3 -Right Summary: 3.5 IN x 5.5 IN x 9 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 8.3% Vertical Reactions: Live: Vert-LL-Rzn= 3403 LB Dead: Vert-DL-Rxn= 4728 LB Total: Vert-TL-Rxn= 8131 LB Axial Loads: Live Loads: PL= 3403 LB Dead Loads: PD= 4680 LB Column Self Weight: CSW= 48 LB Total Loads: PT= 8131 LB Eccentricity (X -X Axis): ex= 0.00 IN Eccentricity,(Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd -Axial= 1.00 Column Data: Length: " ' L= 9.0 FT Maximum Unbraced Length (X -X Axis): Lx= 0.0 FT Maximum Unbraced Length (Y -Y Axis): Ly= 9.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X -X Axis): dx= 5.50 IN Column Section (Y -Y Axis): dy= 3.50 IN Area: A= 19.25 IN2 Section Modulus (X -X Axis): Sx= 17.6 IN3 Section Modulus (Y -Y Axis): Sy= 11.2 IN3 Slenderness Ratio: Lex/dx= 0.0 Ley/dy= 30.9 Properties For. #2- Douglas Fir -Larch Compressive Stress: Fc= 1300 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress (X -X Axis): Fbx= 875 PSI Bending Stress (Y -Y Axis): Fby= 875 PSI Adjusted Properties: Fc': Fc'= 460 PSI Adjustment Factors: Cd=1.00 Cf=1.10 Cp=0.32 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 422 PSI Allowable Compressive Stress: Fc'= 460 PSI Column[ 97 Uniform Building Code (91 NDS) ) Ver: 5.01 b By: Larry Warner AIA CSI , AEC Group on: 01-08-2001: 10:25:43 AM Proiect: AR033KES - Location: C -T -11-R Col @ truss 11 -Right Summary: 3.5 IN x 3.51N x 9 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 31.0% Vertical Reactions: Live: Vert-LL-Rxn= 1600 LB Dead: Vert-DL-Rxn= 2313 LB Total: _ Vert-TL-Rxn= 3913 LB Axial Loads: Live Loads: PL= 1600 LB Dead Loads: PD= 2282 LB Column Self Weight: CSW= 31 LB Total Loads: PT= 3913 LB Eccentricity (X -X Axis): ex= 0.00 IN Eccentricity (Y -Y Axis): ey= 0.00 IN Axial Duration Factor: Cd -Axial= 1.00 Column Data: Length: L= 9.0 FT Maximum Unbraced Length (X -X Axis): Lx= 0.0 FT Maximum Unbraced Length (Y -Y Axis): Ly= 9.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X -X Axis): dx= 3.50 IN Column Section (Y -Y Axis): dy= 3.50 IN Area: A= 12.25 -IN2 Section Modulus (X -X Axis): SX-- 7.1 IN3 Section Modulus (Y -Y Axis): Sy= 7.1 IN3 Slenderness Ratio: Lex/dx= 0.0 Ley/dy= 30.9 Properties For. #2- Douglas Fir -Larch Compressive Stress: Fc= 1300 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress (X -X Axis): Fbx= 875 PSI Bending Stress (Y -Y Axis): Fby= 875 PSI Adjusted Properties: _ Fc': Fc'= 463 PSI Adiustment Factors: Cd=1.00 Cf=1.15 Cp=0.31 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 319 PSI Allowable Compressive Stress: Fc'= 463 PSI . Column( 97 Uniform -Building Code (91 NDS) J.Ver: 5.01b By: Larry Warner AIA CSI , AEC .Group on: 01-08-2001 : 10:26:29 AM Prosect: AR033KES - Location: C-T-11-L Col @ truss 11-Left Summary: 3.5 IN x 3.5 IN x 9 FT / #2 - Douglas Fir-Larch - Dry Use Section Adequate By: 19.4% Vertical Reactions: Live: Vert-LL-Rxn= 1910 LB Dead: Vert-DL-Rxn= 2659 LB Total: Vert-TL-Rxn= 4569 LB Axial Loads: Live Loads: �. PL= 1910 LB Dead Loads: PD= 2628 LB Column Self Weight: CSW= 31 LB Total Loads: PT= 4569 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 9.0 FT Maximum Unbraced Length (X-X Axis): Lx= 0.0 FT Maximum bribraced Length (Y-Y Axis): Lv= 9.0 FT Column End Condition: Ke= 1.0 Calculated Properties: - Column Section (X-X Axis): dx= 3.50 IN Column Section (Y-Y Axis): dv= 3.50 IN Area: - A= 12.25 IN2 Section Modulus (X-X Axis): Sx= 7.1 IN3 Section Modulus (Y-Y Axis): Sv= 7.1 IN3 Slenderne$s Ratio: Lex/dx= 0.0 Ley/dy= 30.9 Properties For: #2- Douglas Fir-Larch Compressive Stress: Fc= 1300 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress (X-X Axis): Fbx= 875 PSI Bending Stress (Y-Y Axis): Fby= 875 PSI Adjusted Properties: Fc': Fc'= 463 PSI Adjustment Factors: Cd=1.00 Cf=1.15 Cp=0.31 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 373 PSI Allowable Compressive Stress: Fc'= 463 PSI fT Column( 97 Uniform, Building Code (91 NDS) ) Ver: 5.01 b BY: LarryWarner AIA CSI , AEC Group, on: 01-08-2001 :10:.27:55 AM Protect: AR033KES - Location: C -T -K1 Col @ truss K1 Summary: 3.5 IN x 3.5 IN x 9 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 50.6% Vertical Reactions: Live: Vert-LL-Rxn= 3798 LB Dead: Vert-DL-Rxn= 5254 LB Total: Vert-TL-Rxn= 9052 LB Axial Loads: Live Loads: " PL= 3798 LB Dead Loads: PD= 5223 LB Column Self Weight: CSW= 31 LB Total Loads: " PT= 9052 LB Eccentricity (X -X Axis): ex= 0.00 IN Eccentricity (Y -Y Axis): ev= 0.00 IN Axial Duration Factor: Cd -Axial= 1:00 Column Data: Length: L= 9.0 FT Maximum Unbraced Length (X -X Axis): Lx= 0.0 FT Maximum Unbraced Length (Y -Y Axis): Lv= 0.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X -X Axis): dx= 3.50 .IN Column Section (Y -Y Axis): dv= 3.50 IN Area: A= 12.25 IN2 Section Modulus (X -X Axis): Sx= 7.1 IN3 Section Modulus (Y -Y Axis): Sv= 7.1 IN3 Slenderness Ratio: Lex/dx= 0.0 Ley/dy= 0.0 . Properties For. #2- Douglas Fir -Larch Compressive Stress: Fc= 1300 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress (X -X Axis): Fbx= 875 PSI Bending Stress (Y -Y Axis): Fby= 875 PSI Adjusted Properties: . Fc': 1. Fc'= 1495 PSI Adjustment Factors: Cd=1.00 Cf=1.15 " Column Calculations (Controlling Case Onlv): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 739 PSI Allowable Compressive Stress: Fc'= 1495 PSI F Footing Design f 97 Uniform Building Code (91 NDS) ) Ver: 5.01 b ' By: Larry -Warner AIA CSI , AEC Group on:..01-02-2001 :.1:21:55 PM Prosect: AR033KES - Location: FTG - Summary: Footing Size: 1.5 FT x 1.5 FT x 12.00 IN ' Footing has been designed without reinforcement Footing Loads: Live Load: PL= 2376 LB Dead Load: PD= 566 LB Total Load: PT= 2942 LB Ultimate Factored Load: Pu= 4832 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Footing Size: Width: W= 1.5 FT Length: L= 1.5 FT Depth:.. Depth= 12.00 IN Effective Concrete Depth: d= 10.00 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 3.50 IN Column Depth: n= 3.50 IN Bearing Calculations: Required Footing Area: Areq= 1.98 SF Area Provided: A= 2.25 SF Ultimate Bearing Pressure: Qu= 1308 PSF Effective Allowable Soil Bearing Pressure:(With Increase) - • Qe= 1485 PSF Baseplate Bearing: Bearing Required: Bearing= 4832 LB Allowable Bearing: _ Bearing -Allow= 33841 LB Beam Shear Calculations (One Way Shear): Beam Shear. Vu1= 0 LB Allowable Beam Shear: vc1= 7800 LB Punching Shear Calculations (Two way shear): Critical Perimeter. Bo= 54.00 IN Punching Shear: Vu2= 2114 LB Allowable Punching Shear: vc2= 46683 LB Bending Calculations: Factored Moment: Mu= 10871 IN -LB Nominal Moment Strength: Mn= 48750 IN -LB Footing Design f 97 Uniform Building Code (91 NDS)) Ver: 5.01b By: Larry Warner AIA CSI , AEC Group on--." 01-02-2001: 1:21:54 PM Proiect: AR033KES - Location: FTGD G4 Summary: Footing Size: 2.33 FT x 2.33 FT x 12.00 IN • Footing has been designed without reinforcement Footing Loads: Live Load: PL= 5184 LB Dead Load: PD= 2711 LB Total Load: PT= 7895 LB Ultimate Factored Load: P.u= . 12608 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Footing Size: _ Width: W= 2.33 FT Length: L= 2.33 FT Depth: Depth= 12.00 IN Effective Concrete Depth: d= 10.00 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 3.50 IN Column Depth: n= 3.50 IN Bearing Calculations: Required Footing Area: Areq= 4.62 SF Area Provided: A= 5.43 SF , Ultimate Bearing Pressure: Qu= 1454 PSF Effective Allowable Soil Bearing Pressure:(With Increase) Qe= 1709 PSF Baseplate Bearing: Bearing Required: Bearing= 12608 LB Allowable Bearing: Bearing -Allow= 33841 LB Beam Shear Calculations (One Way Shear): Beam Shear: �. Vu1= 1795 LB Allowable Beam Shear: Vc1= 12116 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 54.00• IN Punching Shear: Vu2= 9669 LB Allowable Punching Shear: vc2= 46683 LB Bending Calculations: Factored Moment: Mu= 44066 IN -LB Nominal Moment Strength: Mn= ' 75725 IN -LB Footing Design ( 97 Uniform Building Code (91. NDS) 1 Ver: 5.01b By: Larry Warner AIA CSI , AEC Group on: 01-02-2001: 1:21:55 PM Protect: AR033KES - Location: FTG -POST -,RB -1 - Summary: Footing Size: 1.0 FT x 1.0 FT x 12.00 IN • Footing has been designed without reinforcement - Footing Loads: Live Load: PL= 480 LB Dead Load: PD= 678 LB Total Load: PT= 1158 LB Ultimate Factored Load: Pu= 1765 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Footing Size: Width: W= 1.0 FT Length: L= 1.0 FT Depth: Depth= 12.00 IN Effective Concrete Depth: d= 10.00 IN Column and Baseplate Size: " Column Type: (Wood) Column Width: m= 1.50 IN Column Depth: n= 3.50 IN Bearing Calculations: Required Footing Area: Areq= 0.86 SF Area Provided: A= 1.0 SF Ultimate Bearing Pressure: Qu= 1158 PSF Effective Allowable Soil Bearing Pressure: Qe= 1350 PSF Baseplate Bearing: Bearing Required: M Bearing= 1765 LB Allowable Bearing: Bearing -Allow= 14503 LB Beam Shear Calculations (One Way Shear): . . Beam Shear: Vu1= 0 LB Allowable Beam Shear: vc1= 5200 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 0.00 IN Punching Shear: Vu2= 0 LB Allowable Punching Shear: vc2= 0 LB Bending Calculation's (Long Direction): Factored Moment: Mu-lonq= 2648 IN -LB Nominal Moment Strength: Mn -long= 32500 IN -LB Bending Calculations (Short Direction): Factored Moment: Mu -short= 2648 IN -LB Nominal Moment Strength: Mn -short= 32500 IN -LB Footing Design f 97 Uniform Buildinq Code (91 NDS) 1 Ver: 5.01 b By: Larry Warner AIA CSI , AEC Group on: 01-08=2001: 11:09:16 AM Proiect: AR033KES - Location: FTG -C -HDR -3 Summary: Footing Size: 1.75 FT x 1.75 FT x 12.00 IN * Footing has been designed without reinforcement Footing Loads: Live Load: PL= 1747 LB Dead Load: PD= 2356 LB Total Load: PT= 4103, LB Ultimate Factored Load: Pu= 6268 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength:. PC= 2500 PSI Footing Size: Width: W= 1.75 FT Length: L= 1.75 FT Depth: Depth= 12.00 IN Effective Concrete Depth: - d= 10.00 IN Column and Baseplate Size: Column Type: (Wood) Column Width: - m= 4.00 IN Column Depth: n= 4.00 IN Bearing Calculations: Required Footing Area: Areq= 2.64 SF Area Provided: A= 3.06 SF Ultimate Bearing Pressure: Qu= 1340 PSF Effective Allowable Soil Bearing Pressure:(With Increase) Qe= 1553 PSF Baseplate Bearing: Bearing Required: Bearing= 6268 LB Allowable Bearing: Bearing -Allow= 44200 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 149 LB Allowable Beam Shear: vc1= 9100 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 56.00 IN Punching Shear. Vu2= 3482 LB Allowable. Punching Shear: vc2= 48412 LB Bending Calculations: Factored Moment: Mu= 16454' IN -LB Nominal Moment Strength: Mn= 56875 IN -LB Footing Design f 97 Uniform Building Code (91 NDS) ) Ver: 5.01 b Bv: Larry Warner AIA CSI , AEC Group on: 01-08=2001: 11:08;46 AM Project: AR033KES-•Location: FTG -C -HDR -2 Summarv: Footing Size: 2.0 FT x 2.0 FT x 12.00 IN Footing has been designed without reinforcement Footing Loads: Live Load: PL= 2028 LB Dead Load: PD= 2790 LB Total Load: PT= 4818 LB Ultimate Factored Load: Pu= 7354 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Footing Size: Width: W= 2.0 FT Length: L= 2.0 FT Depth: Depth= 12.00 IN Effective Concrete Depth: d= 10.00 IN Column and Baseplate Size: Column Type: .. (Wood) Column Width: m= 4.00 IN Column Depth: n= 4.00 IN Bearing Calculations: Required Footing Area: Areq= 2.97 SF Area Provided: A= 4.0 SF Ultimate Bearing Pressure: Qu= 1205 PSF Effective Allowable Soil Bearing Pressure:(With Increase) Qe= 1620 PSF Baseplate Bearing: Bearing Required: Bearing= 7354 LB Allowable Bearing: - Bearing -Allow= 44200 LB Beam Shear Calculations (One Way Shear): Beam Shear: - Vu1= 613 LB Allowable Beam Shear: vc1= 10400 LB Punching Shear Calculations (Two way shear): Critical Perimeter: - Bo= 56.00 IN Punching Shear. Vu2= 4851 LB Allowable Punching Shear: vc2= 48412 LB Bending Calculations: Factored Moment: Mu= 22061 IN -LB Nominal Moment Strength: Mn= 65000 IN -LB r + ... Footing Design f 97 Uniform Building Code (91 NDS) ) Ver: 5.01 b BY: Larry Warner AIA CSI 'AEC Group on: 01-08-2001: 10:36:22 AM Proiect: AR033KES - Location: FTG -C -RB -2-A Summary: Footing Size: 1.25 FT x 1.25 FT x 12.00 IN ' Footing has been designed without reinforcement Footing• Loads: Live Load: PL= 771 LB Dead Load: PD= 1080• LB Total Load: PT= 1851 LB Ultimate Factored Load: Pu= 2823 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= . 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Footing Size: Width: W= 1.25 FT Length: L= 1.25 FT Depth: ' ' "•Depth= 12.00 IN Effective Concrete Depth: d= 10.00 IN Column and Baseplate Size.- ize:Column ColumnType: - (Wood) Column Width: m= 3.50 IN Column Depth: n= 3.50 IN Bearing Calculations:. Required Footing Area: Areq= 1.31 SF Area Provided: A= 1.56 SF Ultimate Bearing Pressure: Qu= 1185 PSF Effective Allowable Soil Bearing Pressure:(With Increase) Qe= 1418 PSF Baseplate Bearing: Bearing Required: Bearing= 2823 LB Allowable Bearing: Bearing -Allow= 33841 �B Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 0 LB Allowable Beam Shear: vc1= 6500 LB Punching Shear Calculations (Two way shear): �. Critical Perimeter: Bo= 54.00 IN Punching Shear. Vu2= 536 LB Allowable Punching Shear: vc2= 46683. LB Bending Calculations: Factored Moment: Mu= 5293 IN -LB Nominal Moment Strength: Mn= 40625 IN -LB Footing Design f 07 Uniform Building Code (91 NDS) ) Ver: 5.01b Bv: Larry Warner AIA CSI , AEC Group on: 01-08-2001: 10:36:56 AM Project: AR033KES -'Location: FTG -C -RB -2-B - Summary: Footing Size: 1.5 FT x 1.5 FT x 12.00 IN Footing has been designed without reinforcement Footing Loads: Live Load: PL= 1402 LB Dead Load: PD= 1920 LB Total Load: PT= 3322 LB Ultimate Factored Load: Pu= 5071 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Footing Size: Width: W= 1.5 FT Length: ....L= 1.5 FT Depth: Depth= 12.00 IN Effective Concrete Depth: d= 10.00 IN Column and Baseplate Size: Column Type: (Wood) - Column Width: m= 3.50 IN Column Depth: n= 3.50 IN Bearing Calculations: Required Footing Area: Areq= . 2.24 SF Area Provided: A= 2.25 SF Ultimate Bearing Pressure: Qu= 1476 PSF Effective Allowable Soil Bearing Pressure:(With Increase) Qe= 1485 PSF Baseplate Bearing: . . Bearing Required: Bearing= 5071 LB Allowable Bearing: Bearing -Allow= 33841 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 0 LB Allowable Beam Shear: vc1= 7800 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 54.00 IN Punching Shear: Vu2= 2219 LB Allowable Punching Shear: vc2= 46683 LB Bending Calculations: Factored Moment: Mu= 11411 IN -LB Nominal Moment Strength: Mn= 48750 IN -LB Footing Design f 97 Uniform Building Code (91 NDS) 1 Ver: 5.01 b By: Larry Warner AIA CSI , AEC Group on: 01-08-2001: 10:38:22 AM Proiect: AR033KES - Location: FTG -C -T -A2 Summary: Footing Size: 1.5 FT x 1.5 FT x 12.00 IN Footing has been designed without reinforcement Footing Loads:.. Live Load: PL= 1058 LB Dead Load: PD= 1469 LB Total Load: PT= 2527 LB Ultimate Factored Load: Pu= 3855 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= . 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Footing Size: Width: W= 1.5 FT Length: _ , L= 1.5 FT Depth: Depth= 12.00 IN Effective Concrete Depth: d= 10.00 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 3.50 IN Column Depth: n= 3.50 IN Bearing Calculations: Required Footing Area: Areq= 1.7 SF Area Provided: A= 2.25 SF Ultimate Bearing Pressure: Qu= 1123 PSF Effective Allowable Soil Bearing Pressure:(With Increase) Qe= 1485 PSF Baseplate Bearing: Bearing Required: Bearing= 3855 LB Allowable Bearing: Bearing -Allow= 33841 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 0 LB Allowable Beam Shear: vc1= 7800 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 54.00 IN Punching Shear. Vu2= 1687 LB Allowable Punching Shear: vc2= 46683 LB Bending Calculations: Factored Moment: Mu= 8674 IN -LB Nominal Moment Strength: Mn= 48750 IN -LB Footing Design [ 97 Uniform Building Code (91 NDS) Ver: 5. 01 b Bv: Larry Warner AIA CSI , AEC Group on: 01-.08-2001 10:39:08 AM Proiect: AR033KES - Location: FTG -C -T -B2 Summarv: Footing Size: 2.5 FT x 2.5 FT x 12.00 IN * Footing has been designed without reinforcement Footing Loads: Live Load: PL= 4312 LB Dead Load: PD= 5960 LB Total Load: PT= 10272 LB Ultimate Factored Load: Pu= 15674 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Footing Size: Width: W= 2.5 FT Length: L= 2.5 FT Depth: Depth= 12.00 IN Effective Concrete Depth: d= 10.00 IN Column and Baseplate Size: Column TVpe: (Wood) Column Width: M= 3.50 IN Column Depth: n= 3.50 IN Bearing Calculations: Required Footing Area: Areq= 5.85. SF Area Provided: A= 6.25 SF Ultimate Bearing Pressure: Qu= 1644 PSF Effective Allowable Soil Bearing Pressure:(With Increase) Qe= 1755 PSF Baseplate Bearing: Bearing Required: Bearing= 15674 LB Allowable,Bearing: Bearing -Allow-- 33841 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vul= 2612 LB Allowable Beam Shear: VC1 13000 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 54.00 IN Punching Shear. Vu2= 12500 LB Allowable Punching Shear: vc2= 46683 LB Bending Calculations: Factored Moment: Mu= 58779 IN -LB Nominal Moment Strength: Mn= 81260 IN -LB Footing Design [ 97 Uniform Building Code -(91 NDS) I Ver: 5.01b Bv: Larry Warner AIACSI, AEC Group on: 01-08-2001 10:40:02 AM Proiect: AR033KES - Location: FTG -C -T -E2 -L Summarv: Footing Size: 2.5 FT x 2.5 FT x 12. 00 IN * Footing has been designed without reinforcement Footing Loads: Live Load: PL= 3597 LB Dead Load: PD= 4993 LB Total Load: PT= 8590 LB Ultimate Factored Load: Pu= 13105 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Footing Size: Width: W= 2.5 FT Length: L= 2.5 FT Depth: Depth= 12.00 IN Effective C6ncrete Depth: d= 10.00 IN Column and Baseplate Size: . Column TVpe: (Wood) Column Width: M= 3.50 IN Column Depth: n= 3.50 IN Bearing Calculations: Required Footing Area: Areq= 4.89 SF Area Provided: A= 6.25 SF Ultimate Bearing Pressure: Qu= 1374 PSF Effective Allowable Soil Bearing Pressure:(With Increase) Qe= 1755 PSF Baseplate Bearing: Bearing Required: Bearing= 13105 LB Allowable Bearing: Bearing -Allow-- 33841 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vul= 2184 LB Allowable Beam Shear: VC1 13000 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 54.00 IN Punching Shear: Vu2= 10451 LB Allowable Punching Shear. v.c2= 46683 LB Bending Calculations: Factored Moment: Mu= 49144 IN -LB Nominal Moment Strength: Mn= .81250 IN -LB Footing Design f 97 Uniform Building Code (91 NDS) Ver: 5.01b By: Larry Warner AIA CSI , AEC Group on: 01-08-2001 :10:40:26 AM Proiect: AR033KES - Location: FTG -C -T -E2 -R Summary: Footing Size: 2.5 FT x 2.5 FT x 12.00 IN * Footing has been -designed without reinforcement Footing Loads: Live Load: PL= 4317 LB Dead Load: PD= 6013 LB Total Load: PT= 10330 LB Ultimate Factored Load: Pu= 15757 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Footing Size: Width: W= 2.5 FT Length: L= 2.5 FT Depth: Depth= 12.00 IN Effective Concrete Depth: d= 10.00 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 3.50 IN Column Depth: n= 3.50 IN - Bearing Calculations: Required Footing Area: Areq= 5.89 SF Area Provided: A= 6.25 SF Ultimate Bearing Pressure: Qu= 1653 PSF Effective Allowable Soil Bearing Pressure:(With Increase) Qe= 1755 PSF- Baseplate Bearing: Bearing Required: Bearing= 15757 LB Allowable Bearing: Bearing -Allow-- 33841 LB Beam Shear Calculations (One Way Shear): Beam Shear. Vul= 2626 LB Allowable Beam Shear: vdl= 13000 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 54.00 IN Punching Shear: Vu2= 12566 LB Allowable Punching Shear: vc2= 46683 LB Bending Calculations: * Factored Moment: Mu= 59089 IN -LB Nominal Moment Strength. Mn= 81250 1 N -LB Footing Design F 97 Uniform Building Code (91 NDS) 1 Ver: 5.01b BY: Larry Warner AIA CSI , AEC Group on- 01 -08-2001 10-.41:06 AM Proiect: AR033KES - Location: FTG -C -T -C3 -R Summary: Footing Size: 2.25 FT x 2.25 FT x 12.00 IN * Footing has been designed without reinforcement Footing Loads: Live Load: PL= 3403 LB Dead Load: PD= 4728 LB Total Load: PT= 8131 LB Ultimate Factored Load: Pu= 12404 LB Footing Properties: Allowable Soil Bearing Pressure: Qs 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Footing Size: Width: W= 2.25 FT Length: L= 2.25' FT Depth: Depth= 12.00 IN Effective Concrete Depth: d= 10.00 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 3.50 IN Column Depth: n= 3.50 IN Bearing Calculations: Required Footing Area: Areq= 4.82 SF Area Provided: A= 5.06 SF Ultimate Bearing Pressure: Qu= 1606 PSF Effective Allowable Soil Bearing Pressure:(With Increase) Qe:z 1688 PSF Baseplate, Bearing: Bearing Required: Bearing= 12404 LB Allowable Bearing: Bearing -Allow-- 33841 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vul= 1608 LB Allowable Beam Shear: VC1 11700 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 54.00 IN Punching Shear Vu2= 9303 LB Allowable Punching Shear: vc2= 46683 LB Bending Calculations: Factored Moment: Mu= 41865 IN -LB Nominal Moment Strength: Mn= 73125 IN -LB Footing Design F 97 Uniform Building Code (91,,NDS) 1 Ver., 5'01 b Bv: Larry Warner AIA CSI , AEC Group on: Ql-08-2001 :10:44:31 AM Proiect: AR033KES - Location: FTG-C-T-Kl Summar.v: Footing Size: 2.5 FT x 2.5 FT x 12.00 IN * Footing has been designed without reinforcement Footing Loads: Live Load: PL= 3798 LB Dead Load: PD= 5254 LB Total Load:, - PT= 9052 LB Ultimate Factored Load: Pu= 13812 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Footing Size: Width: W= 2.5 FT Length: L= 2.5 FT Depth: Depth= 12.00 IN Effective Concrete Depth: d= 10.00 IN Column and Baseplate Size: Column TVpe: (Wood) Column Width: m= 3.50 IN Column Depth: n= 3.50 IN Bearing Calculations: Required Footing Area: Areq= 5.16 SF Area Provided: A= 6.25 SF Ultimate Bearing Pressure: Qu= 1448 PSF Effective Allowable Soil Bearing Pressure: (With Increase) Qe= 1755 PSF Baseplate Bearing: Bearing Required: Bearing= 13812 LB Allowable Bearing: Bearing -Allow-- 33841 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vul= 2302 LB Allowable Beam Shear: vcl= 13000 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 54.00 IN Punching Shear Vu2= 11015 LB Allowable Punching Shear: vc2= 46683 LB Bending Calculation,§: Factored Moment: Mu= 51796 IN -LB Nominal Moment Strength: Mn= 81250 IN -LB Larry J Warner AIA CSI, C19689 AEC Group 555 Flying V, Suite -2 Chico, CA 95928 V-530-892-8008 F-530-892-0392 Title : . . ... Dsgnr: Description Scope Job # Date: 1:14PM, 2JAN01 P�: 5103M P U�. KW-0603BOS, V� 5.13,22 -lin -0%, Win32 Restrained Retaining Wall Design (c) 1983-99 ENERCALC ci\+my documents\oroiects\res\kester Description . Retaining wall at pool / deck criteria 645 psf OK Soil Data 1,500. psf [!.O:oti ng Strengths & Dimensions Retained Height 4.00 ft Allow Soil Bearing 1,500.0 psf fc 2,000 psi Fy 40,000 psi Wall height above soil 3.00ft Equivalent Fluid Pressure Method Allowable Min. As % 0.0014 Total Wall Height 7.00 ft' Heel Active Pressure 45.0 Toe Width 0.50 ft = 76.03 76.03 psi Toe Active Pressure 120.0" Heel Width 1.50 Top Support Height 7.00 ft Passive Pressure 300.0 Total Footing Width 2.00 Key: No key defined Water height over heel 0.0 ft. - Slope Behind Wall 0.00:1 FootingIlSoil Friction 0.300 Footing Thickness 12.00 in Height of Soil over Toe 6.00 in Soil height to ignore Key Width 0.00 in Soil Density 120.00 pcf for passive pressure 0.00 in Key Depth 0.00 in Key Distance from Toe 0.00 ft Wind on Stem 0.0 psf Cover@Top = 3.00in @ Btm.= 3.00 in Surcharge Loads Uniform Lateral Load Appliec Ing Load Surcharge Over Heel 0.0 psf Lateral Load 0.0 #7ft -Adjacent Footing Load 1. 180.0 lbs -NOT Used To Resist Sliding & Overturn ...Height to Top 0.00 ft Footing Width 1.00 ft Surcharge Over Toe = 1,000.0 psf ... Height to Bottom 0.00 ft Eccentricity 0.00 in NOT Used for Sliding & Overturning Wall to Ftg CL Dist 0.50 ft Axial Load Applied to Stem Footing Type Line Axial Dead Load 100.0 lbs Base Above/Below Soil at Back of Wall -4.0 ft Axial Live Load 170.0 lbs Axial Load Eccentricity 0.0 in Design Summary stern construction Total Bearing Load .'Yconcret6 1,667 lbs Thic ess 8.00 in Fy., = 60,000 psi ... resultant ecc. 0.90 in Wall Weight 96.7 pcf fc = 2,500 psi Soil Pressure 0 Toe 1022 -f OK Stem is FIXED to top of footing Soil Pressure @ Heel 645 psf OK Allowable 1,500. psf Soil Pressure Less Than Allowable ACI Factored @ Toe 1,462 psf ACI Factored @ Heel 923 psf Footing Shear @ Toe 1.5 psi OK Footing Shear C Heel 7.2 psi OK Allowable 76.0 psi Reaction at Top 24.7 lbs. Reaction at l3ottorn 383.1 lbs SIIdingCaIcs Slab Resists All Slidi I Lateral Sliding Force . ;&.11 lbs L Footin Desi n Results �oe4el D fb/FB + fa/Fa 0.000 0.040 OTOPSUPPOrt Factored Pressure 1,462 923 psf Mu': Upward 177 0 ft-# Mu': Downward 212 306 ft-# Mu: Design 35 306 ft-# Actual I -Way Shear = 1.47 7.21 psi Allow 1 -Way Shear = 76.03 76.03 psi Design Data Mmax Between fb/FB + fa/Fa 0.000 0.040 OTOPSUPPOrt Top&Base @ Base of Wall 304.1 ft-# Stem OK Stem OK Stem OK Design height 7.00 ft ' 2.95 ft 0.00 ft Rebar Size # 5 # 5 # 5 Rebar Spacing 16.00 in 16.00 in 16.00 in Rebar Placed at Center Center Center Rebar Depth V 4.00 in 4.OD in 4.00 in Design Data fb/FB + fa/Fa 0.000 0.040 0.078 Mu .... Actual 0.0 ft-# 155.5 ft-# 304.1 ft-# Mn * Phi ..... Allowable = 3AM.0 +ft-# 3,898.0 ft-# 3,898.0 ft-# Shear Force @ this height = 0.0 lbs 306.4 lbs Shear ..... Actual 0.00 psi 6.38 psi Shear ..... Allowable 85.00 pti 85:00 psi Rebar Lap Required 23.40 in 23.40 in Rebar embedment into footing 6.00 in Other Acceptable Sizes & Spacings: Toe: # 5 @ 24.00 in -or- Not req'd, Mu < S * Fr Heel: # 5 @ 24.00 in -or- - Not req'd, Mu < S * Fr Key: No key defined -or- No key'defined 2M Larry J Warner AIA CSI, C19689 Title: Job # AEC Group Dsgnr: Date: 1:14PM, 2JAN01 555 Flying V, Suite 2 Description Chico, CA 95928 Scope: V-530-892-8008 F-530-892-0392 119 KW rD56Z 5.13; 22-3�-19", Wn32 Restrained Retaining WaR Design Page 2 L Rec 5103DD (C)� 3rl c:\+mydocuments\oroiects\res\kLsters=en"i Description Retaining wall at pool / deck Summary of Forces on Footing : Slab RESISTS sliding, stem is I�IXED at tooting' Forces acting oil footing for soil pressure >>> Sliding Forces are restrained by the a�djacent slab Load & Moment Summary For Footing: For Soil Pressure Calcs Moment @ Top of Footing Applied from Stem -178.7 ft-# Surcharge Over Heel lbs ft ft-# A)dal Dead Load on Stem 270.Olbs 0.83 ft 225.0 ft-# Soil Over Toe 30.0 lbs 0.25 ft 7.5 ff-# Surcharge Over Toe lbs It ft-# Stem Weight 676.7 lbs 0.83 It 563.9 ft-# Soil Over Heel 400.0 lbs 1.58 ft 633.3 ft-# Footing Weight 290.0 lbs 1.00 ft 290.0 ft-# Total Vertical Force 1,666.7 lbs Base Moment 1,541.0 ft-#" Soil Pressure Resulting Moment 125.fft-# 8. B. DL= 100., LL= 170.049999990.0005#, Ecc= 0.0005in Lateral Restraint 24.74 # PW 17 41 W, MAIN LEVEL OF H.D. NOTE TYPE N/A H 5 H H H H H H H H H FrA 2 SHEAR WALL SUMMARY Proi. No Kesterson AR033KES DATE JAN 02 2001 SHEET GRID WALL SEG. LOAD PANEL PANEL H.D. LINE SEG. LGTH PLF TYPE No. LOAD A 1 2 8'-0 71 B orC 2 or7 142 3 4 4�-() 71 B or C 2or7 38� 5 6 B 1 2 12'-0 177 BorC 2or7 322 3 4'-0 177 BorC 2 or 7- 1161 4 5 4'-0 177 B or C 2 or 7 1161 6 c 1 N/A 2 3 4 6 D 1 2 3 4 '-0 12' 417 E 15 2689 5 01-0 417 E 15 -2866 6 E 1 N/A 2 3 4 5 6 F 1 2 3 5 T-6 423 E 15 -3363 6-a 7'-6 423 E 15 2859. 6-b X-9 423 E 15 3336 G 1 2 3 4'-0 75 B orC 2 or7 456 4- 4'-0 75 B orC 2or7 .456 5 6 H 1 2-a 3!-0 67 BorC 2or7 -454 2-b X-0 67 BorC 2or7 454 4 5 6 MAIN LEVEL OF H.D. NOTE TYPE N/A H 5 H H H H H H H H H FrA 2 SHEAR WALL SUMMARY Proj. No Kesterson AR033KES DATE JAN 02 2001 SHEET OF GRID WALL SEG. LOAD PANEL PANEL. H.D. H.D. NOTE LINE SEG. LGTH PLF TYPE No. LOAD TYPE 1 a N/A b c d e f . . . 2 a X-6 248 c 7 1771 5 b c d. e 6'-9 248 c 7 -.1331 5 f 6'-6 248 c 7 1376 5 3 a b c d e 111-0 637 G 21 —5302 K f 4 a N/A b c d e f 5 a b c d 24'-0 270 D 11 N/A e 6 a b c 91-0 348 E 15 2295 H d e f 7 a N/A b c d e f 8 a b c C7' -O 295 D 11 2319 H d e f SHEAR WALL SUMMARY- Lower Level Proj. No Kesie'r�on AR033KES DATE JAN 02 2001 'SHEET" OF GRID WALL SEG. LOAD PANEL PANEL H.D. H.D. NOTE LINE SEG. LGTH PLF TYPE No. LOAD TYPE 1 a 60'-0 N/A N/A b c d e f 2 a b c d e f 27�-O 197 D 11 N/A 3 a V-6 NIA N/A N/A N/A N/A b c d e 9 4 a 8'�6 V 257 D 11 N/A b. c d e f 5 a 242 D 11 NiA b c d e f 0 N/A 4 6 a b 1 5-- N/A c d e f 7 a N/A b c d e f 8 a c -0 N/A d e f Em E F G H r- 3 4 5 6 4'-0 1 8-6 2 3 5 24!-0 6 7 1 2 3 26'-0 4 5 6 1 2 W-0 3 4 5 6 N/A N/A N/A I N/A e.2 " /Va 1.5, CSI. -V 'yffiWIV I ov N/A N/A N/A N/A - N/A N/A N/A N/A N/A N/A SHEAR WALL SUMMARY Lower Level Proi. No Kesterson AR033KES DATE JAN 02 2001 SHEET, OF GRID WALL SEG. LOAD PANEL PANEL H.D. H.D. NOTE LINE SEG. LGTH PLF TYPE No. LOAD TYPE A 1 23 32 B 2 N/A 2 3 4 32 B 2 N/A 6 B 1 2 3 32'-OZf 105 B 2 N/A 4 5 9'-11 105 B 2 N/A 6 c I 2 Em E F G H r- 3 4 5 6 4'-0 1 8-6 2 3 5 24!-0 6 7 1 2 3 26'-0 4 5 6 1 2 W-0 3 4 5 6 N/A N/A N/A I N/A e.2 " /Va 1.5, CSI. -V 'yffiWIV I ov N/A N/A N/A N/A - N/A N/A N/A N/A N/A N/A SHEAR WALL SCHEDULE per NER-272 Upadated 8/1/00 PANEL PANEL LOAD 7 SHEATHING 1,2,5,7 EDGE 8 TYPE No. PLIF NAILING PAGE FIELD 8 A.B. SIZE& SILL 3,4 A -35F 6 NAILING SPACING NAILING CLIPS 4. PRE -DRILL ALL 20d & LARGER 5.5/8" T-1-1 I SIDING MAY BE SUBSTITUTED FOR 318" CDX PLY. 6. A -35F CLIPS +440# EA. 7. All shear walls with load plf of over 350 shall have 3X min framing menber at plates and panel edges 8. Nails based on following 6d.099dia 2" Ig, 8d.113dia, 2 1/71g, 10d.128dia, 3'lg. DWCollers5d.086dia,15/8"lg6d.092dia,1718"Ig,8d.113dia23/8"lg A 1 125 1/2" GYP BRID ONE SIDE 5d ff .......... : A�?" ..Q �? 2 ................... 42" O.C. THREE COAT STUCCO ........................ 16G 7/8" @ 6" .............. 16G 7/8"@6" B-1 3 170 FOME- COR PER ICBO # 3335 ICBO REPORT #3335 1/2" @ 72" 16d @ 6" 30" O.C. B-2 4 250 1/2" GYP BOTH SIDES 5d @ 7" 5d @ 7" 1/2" @ 48" 16d @ 4" 181, 0. C. B-3 5 165 3/8" CDX 8d @ 6" 6d @ 12" 1/2" @ 48" 16d @ 6" 30" 0. C. B-4 6 295 THREE COAT STUCCO 16G 7/8" @ 6" 16G 7/8"@6" 5/8" @ 48" 16d @ 4" 18" O.C. & 1/2" GYP INTERIOR FACE - ----- 5d 7" C 7 22 _,U— 1/2" CDX PLY ................ 10d @ 6" 10d @ 12" 5/8" @ 48" 16d @ 4" 24" O.C. C-1 8 250 3/8" CDX PLY ONE SIDES 8d @ 4" 8d @ 12" 5/8" @ 48" 16d @ 4" 18" O.C. C-2 9 290 3/8" CDX PLY EXTERIOR 8d @ 6" 8d @ 12" 5/8" @ 48" 16d @ 4" 18" O.C. 1/2" GYP BRID INTERIOR 5d @ T' 5d @ 7" C-3 10 330 3/8" CDX PLY BOTH SIDES 8d.(R.� �q_(R 12" 5/8" W 16" O.C. --------------- ................ ...... : --------------- D 11 325 1/2" PLY EXTERIOR 10d @ 4" 10d Q_12 5212 42--_, 16d @ 3" 16" O.C. D-1 72— 36-0 i/16" C57- PLY—BOTH SIDES 8d @ 6" 8d @ 12" 5/8" @ 36" 16d @ 4" 12" O.C. D-2 13 420 1/2" PLY EXTERIOR 8d @ 4" 8d @ 12" 5/8" @ 36" 16d @ W 12" O.C. 1/2" GYP BRD INTERIOR 5d @ 7" 5d @ 7" --- D-3 ........... 14 ---------- 390 1/2" CDX PLY BOTH SIDES .............. ----- 8d.(R.q".... 12 5/8".(0 Aq�Q W . ................ 12" O.C. ........................... E .15 ................... 1/2" CDX PLY EXTERIOR a ......... ................ 10d @ 3" 1 Od @ 12" ...... : .................................. 5/8" @ 36" (2) 16d @ 4" "12" 0. C. .E-1 16. 490 3/8" CDX PLY BOTH SIDES' 8d @,4" 8d @ 12" 5/8" @ 36" j* (2).16d @ 4" 91, O.C. E-2 17 540 7/16" CDX PLY 60TH SIDES 8d @-4:' 8d @ 12' 5/6" @ 30" (2) 16d @ 4" 91- 0. C. F '18 545 IiZ' CDX PLY EXTER16R 10d @ 10d @ 12" 5/8" @ 30" (2) 16d @ 4" 9" O.C. F-1 19 650 3/8" CDX BOTH SIDES: 8d @ 3" 8d @ 12" 5/8" @ 24" (2) 16d @ 4" 8" O.C. F-2 20 ---------- 720 7/16" CDX PLY BOTH SIDES . .......... ------ 12" 5/8" ------ ------ T.2 -C. G ................ 21 Z§q, 1/2" CDX PLY BOTH SIDES ........................... 8d @ W 8d @ 12" ........................... 5/8" @ 18" (2j 16d @ 3" 6'O.C. G-1 22 830 3/8" CDX PLY BOTH SIDES 8d 12" 5/8".(q ..... 1/2" CDX PLY BOTH SIDES ................ 1.0d @ 3" 10d @ 12" ...... : .......................... 5/8" @ 18" (2) 16d @ 3" . V'6.16 H-1 24 1110 1/2" CDX PLY BOTH SIDES 10d @ 2" 10d @ 12" 5/8"@ 12" (2) 20d @ 3" 4"O.C. 1. OVER DOUGLAS FIR FRAMING 2. ALL PANEL EDGES BACKED W/ 2 -INCH NOM. OR WIDER FRAMING U.N.O. 3. STAGGER ALL SILL NAILING 4. PRE -DRILL ALL 20d & LARGER 5.5/8" T-1-1 I SIDING MAY BE SUBSTITUTED FOR 318" CDX PLY. 6. A -35F CLIPS +440# EA. 7. All shear walls with load plf of over 350 shall have 3X min framing menber at plates and panel edges 8. Nails based on following 6d.099dia 2" Ig, 8d.113dia, 2 1/71g, 10d.128dia, 3'lg. DWCollers5d.086dia,15/8"lg6d.092dia,1718"Ig,8d.113dia23/8"lg DESIGN AND NAIL VALUES FOR ANCHOR BOLTS AND SILL NAILS SILL NAILING O.C. 5/8" A.B. 42'.'O.C. NAIL SPACING ....-CAP. PLIF 16d .148 6" O.C. 240 PLF 16d .148 4" O.C. 360 PLF 16d .148 3" O.C. 484 PLF 16d .148 (2) ROWS 6" O.C..-. 480 PLF 16d .148 (2) ROWS 4" O.C. -.720 PLF 16d .148 (2) ROWS Y O.C. 968 PLF 20d .162 6" O.C. 284 PLF 20d .162 4" O.C. 426-PLF' 20d .162 3" O.C. 568 PLF 20d .162 (2) ROWS 6" O.C. 568 PLF 20d .162 (2) ROWS 4" O.C. 852 PLF 20d .162. (2) ROWS Y O.C. 1136 PLF ABCHOR BOLTS 1/2"A.B. 72" O.C. 140 PLF 1/2" A.B. 48" O.C. 206 PLF 1/2" A.B. 42" O.C. M5 PLF 1/2" A.B. 36" O.C. 275 PLF 1/2" A.B. 30" O.C. 330 PLF 1/2" A.B. 24" O.C. 485 PLF 1/2"A.B. 181, O.C. 646 PLF 1/2" A.B. 12" O.C. -.970 PLF 5/8" A.B. 48" O.C. 5/8" A.B. 42'.'O.C. 5/8" A.B. 36" O.C. 5/8" A.B. 30" O.C. 5/8" A.B. 24" O.C. 5/8" A.B. 18" O.C. 5/8"A.B. 12" O.C. NAILS l6d'SINKERS OR P -NA ILS (.148) NAILS 20d SINKERS OR P -NAILS (.162) ANCHOR BOLT 1/2" A.B. CAP @ 2x PLATE ANCHOR BOLT 1/2" A.B. CAP @ 3x PLATE ANCHOR BOLT 5/8" A.B. CAP @ 2x PLATE ANCHOR BOLT 5/8" A.B. CAP @ 3x PLATE 296 PLF 338. PLF. 605 PLF 606PLF. 758 PLF 1010 PLF "1516 PLF 93xl.30= - 121# / NAIL 109xl.30= 142# /NAIL 620xl.33= 825# /A.B. 730xl. 33=-970# / A.B. 890xl.33= 1184# / A.B. 1140xl.33:1516#/A.B. I c HOLDOWN SCHEDULE ALL HOLDOWNS ARE SIMPSON STRONG TIE U.N.O. FTOOTING/SLAB HOLDOWNS SINGLE OR DBL POUR 2500 PSI CONCRETE H.D. H.D. A.B. STEM NAIL / SCREW LOAD WOOD NOTE TYPE NAME TYPE WALL BOLT REQD. CAPACTY MEMBER A LSTHD8 N/A 611 24-16d SINKERS 1825 2-2x B STHD8 N/A 61t 24-16d SINKERS 2210 2-2x C STHD10 N/A 6#f 28-16d SINKERS 2880 2-2x D STHD14 N/A 611 38-16d SINKERS 4295 2-2x E PAHD42 N/A 61' 7-16d SINKERS 960 2x F HPAHD22 N/A 611 9-16d SINKERS 1315 2X G HPAHD22-2P N/A 6 12-16d SINKERS 2030 2x H PHD2-SDS3 SSTB20 6" 10-SDSI/4x3 3610 2-2x 5/8"A307 i PHD5-SDS3 SSTB24 611 13-SDSI/4x3 4665 2-2x 5/8" A307 K PHD6-SDS3 SSTB34' -611 18-SDS1/4x3 5860 2-2x 7/8!.'A307 L PHD8-SDS3 SSTB34' 611 24-SDS1/4x3 6730 2-2x 7/811 A307 M Hb8A SSTB34' 81 3-7/8" .7460 4x 7/8" A307 N HD10A SSTB34 811 4-7/811 9540 4x 1 A307 0 HD20A 1 1/4"x36" 811 4-119 13380 6x 1 1/4" A307 p HD1 5 1 1/4"x36" 811 &100 15305 6x 1 1/4" A307 FLOOR TO FLOOR NAIL / SCREW H.D. H.D. ANCHOR TYPE NAME TIE 1 CS18 N/A 2 CS16 N/A 3' CMST14 N/A 4 LFTA N/A 5 FTA2 N/A 6 FTA5 N/A 7 ST6224 N/A .8 MST37 N/A N/A MST60 N/A HOLDOWN SCHEDULE ALL HOLDOWNS ARE SIMPSON STRONG TIE U.N.O. END NAIL / SCREW LOAD WOOD SPAN BOLT REQD. CAPACTY MEMBER 911 18-10d SINKERS 1066 2x life 22-10d SINKERS 1386 2x 3411 74-16d SINKERS 5707 4x N/A 16-10d SINKERS 1012 2-2x N/A 4-5/8" 2820 2-2x N/A 4-3/491 3725 2-2x N/A 28-16d SINKERS 2116 2-2x N/A 22-16d SINKERS* 4x N/A 48-116d 8INKERS 3$20 4x NOTE PLATE SPLICE NAILING SCHEDULE CAPACITY DOUGLAS FIR PLATES 2x4 MIN EA 48" -LAP MIN. No. SPLICE LENGTH NAIL No. OF ROWS SPACING TOTAL NAIL S-1 48" SPLICE 16d 2 .6" O.C. 17 S-2 48" SPLICE 16d 2 411 O.C. 25 S-3 48" SPLICE 16d 2 3" O.C. 32 CAPACITY 2057 # 3025 # 3872 # STRAP TIE SCHEDULE OCT 23-2000 No. STRAP TIE NAILS / BOLTS QTY OF CAPACITY - TYPE NAILS / BOLTS 1 LSTAII 8 10-d SINKERS 885. 2 ST6224 16-d SINKERS 28 2115 3 MST27 16d -SINKERS 30 2315 4 MST37 16d -SINKERS 42' 3204 5 MST48 l6d-SINKERS 46 3645.- 6 MST60 16d -SINKERS 56 4870 7 MST72 l6d-SINKERS —56 4870 8 HST3 3/4" BOLTS 6 6195 9 HST6 3/4" BOLTS A2 12465 ALL STRAPS TIES ARE SIMPSON STONG TIE. ALL STRAPS W/SINKERS HAVE HAD THE LOAD REDUCED TO 0.84 OF THE RECORDED VALUES IN THE SIMPSON CATALOG Lateral Loading: Area, Height & Weight Data Date: Jan 02 2001 Firm: AEC Group Job: Kesterson-AR033KES By: Larry Warner AIA CSI FLOOR PLAN AREAS & SHEAR WALL GRID, SPACING -Establish Grid Spacing loo n ConflorationAEOcklVel- Page 1 MaxQuake All Rights Reserved I Q99.03We7 Left rA T Wall Spacing 8.5 14 26 17 9.9 14.9 4 ack V Roof rp -Establish'. Dead Loads (lbs/4* Roof Interior Wall Roofing 9 Gyp.Bd 4.4 Sheathing 2nd FURf 8.5 R Page 1 MaxQuake All Rights Reserved I Q99.03We7 Left Archforms Ltd. T Wall Spacing 8.5 14 26 17 9.9 14.9 4 ack Construction Design Software Roof LOADS -Establish'. Dead Loads (lbs/4* Roof Interior Wall Roofing 9 Gyp.Bd 4.4 Sheathing 2nd FURf 8.5 R R Snow R Insulation 0.5 Exterior Wall I 1st FI I I ypOH Framing 1.5 Ext Finish Roof 603.2 35.9 to R M2 Gyp. Bd. 2.8 Shear 2nd FURf 8 R R R R R 0.5 Framing 1st A 1 1 1 1 1 1 1 5.3 1 Roof Perimeter Wall 660.1 18.9 hRe= Floor Gyp. Bd. 2nd FI/Rf 7 R R R R R R R- Ist A 1 1 1 1 1 1 1 Roof - We= 943 4 hRi= Framing 3.5 2nd FI/Rf 10 R R R R R R R Ist A 1 1 1 1 1 1 1 Roof 14.5 1716 33.3 WI Area Z= 3.6 We= 64.8 10 2nd FI/Rf 19 R R R R R R 1st Fl I I 1 1 1 1 Roof 43 64.8 *Establish* Floor to Floor and Roof Heights (11t). :2nd FI/Rf 2 Roof Roqf R R R- 72 Ist El Pitch Height' Height 56 14 Roof X/12 N I -Plan vid FI/Rf 4 R I LJ 11-egs >15% of PI .2nd 1st FI "ront Ty pical Overhang F to 8 2 Right Roof Floor Block Block Pedm Overall 4rea Area Wall Width 01995 Archforms Ltd. Lateral Load Analysis & Roof Area Construction Design Software WPICAL DEAD LOADS -Establish'. Dead Loads (lbs/4* Roof Interior Wall Roofing 9 Gyp.Bd 4.4 Sheathing 1.5 Framing 2 Framing 2 Int. Finish Snow Other 369.75 94.3 Roof Area 12.5 5 9 6.4 335.8 39.5 94.3 Ceiling Z= hRe= hRi= vRe Roof at 2nd A 94.3 Insulation 0.5 Exterior Wall 2nd FI I Roof 635.2 Overall Depth of Roof at 2nd FI ypOH Framing 1.5 Ext Finish 6 603.2 35.9 to R M2 Gyp. Bd. 2.8 Shear 1.5 A to FI Height 9 Other 0.5 Framing 2 688.1 Floor Area HzProj 5.3 Insulation 0.5 Perimeter Wall 660.1 18.9 hRe= Floor Gyp. Bd. 2.2 TEBA-0-Craw Overall Depth Flooring 4 Int Yinish vRe 983 Ave. Sill to A Ht 2 63.125 Sheathing 2 Other - We= 943 4 hRi= Framing 3.5 12.2 Floor Block Area 446.25 819 1196 926.5 * 435.6 536.4 68 Insulation 0.5 Wind Ht.@Ridge 19 1791.7 Perimeter Wall 52.5 304.98 Other WI Perimeter 323 Wind Ht.@Gable 14.5 1716 33.3 WI Area Z= 3.6 We= 64.8 10 Mean Roof Ht. 15.5 Runs? Y Y We= Hips? Y Y 122 FLOOR HEIGHTS & WIND AREA -.114 43 64.8 *Establish* Floor to Floor and Roof Heights (11t). wi=- Roof Roqf Floor - 72 Pitch Height' Height 56 14 461.7 X/12 N I -Plan vid Roof LJ 11-egs >15% of PI Roof Roof Block Area Roof Area 5 9 21 )d Fl/Roj Overall Depth Z= hRe= hRi= vRe 2nd FI I Roof 58.5 Overall Depth of Roof at 2nd FI A 2nd A Depth Roof Block Area 480.25 875 1300 994.5 475.2 596 84 Roof Area 4662 A to FI Height 9 1 st Floor Floor Block Area Floor Area Perimeter Wall WI Pedmeter 1st A Dp - S if Slab 1 TEBA-0-Craw Overall Depth 58.5 Z= 3 - hRe= 107.875 hRi= 582.425 vRe 1738 Ave. Sill to A Ht 2 Ist Floor - We= Wi= A 3535 Floor Block Area 446.25 819 1196 926.5 * 435.6 536.4 68 Floor Area 4428 Wind Ht.@Ridge 19 Slab/Foundatio Perimeter Wall 52.5 18.5 19 8 19 17 WI Perimeter 323 Wind Ht.@Gable 14.5 Ridge F to B L to R_ Overall Depth 58.5 Z= 3.6 We= 64.8 Wi = 783.9 Mean Roof Ht. 15.5 Runs? Y Y Ness of 10% of least horiz. dim. or 40% of ht. but not less than 4% of least horiz. dim. but at least X Hips? Y Y 0 Lateral Load Analysis Page 2 MaxQuake 01115 Archforms !�d_ Date: Jan 02 2001 Firm: AEC Group All Rights Reserved Lateral Load M4 ys s 8, Job: Kesterson-AR033KES BY: Larry Warner AIA CSI I Q99.03We7 Construction Design Software SEIMIC LOADS Trib Area F to B Trib Area L to R *Establish Dead Loads - EndZ InterZ Mat. Weights 2nd Floor Ist Floor F tkB LtoR Base Level Item DL(psl) Area (so DL(lbs) Area(so DL�Ibs) Area(so DL(lbs) Wt Roof 12.5 4661.75 58271.9 582 Wt Ceil 5.3 4427.75 23467.1 58271.9 Wt Ext W 12.2 2903.4 35421.5 322.6 3935.72 Wt Int W 10 4427.75 44277.5 35421.5 Wt Floor 10 4427.75 44277.5 44277.5 Sum 2nd Sum 1st 205715 Base 3935 2 interior wag default: 10 psf of floor area Sum 2-nd,lst& Base 209651 -Distribute Weights to Various Levels - Tributary Weiaht Roof 2nd FI 1st A Wt Line � Line Line Sum Wt Roof 2nd Trib Area F to B Trib Area L to R Wt Ceil 2nd EndZ InterZ 1/2Wt Ext N 2. SumP*At F tkB LtoR )toof 2 Wt Int WI 2 Wt Floor 2 Roof I - 108 582 Wt Roof 1st 58271.9 58271.9 Wt Ceil 1 23467.1 23467.1 1/2 Wt txt Wl 1 17710.7 17710.7 35421.5 Wt Int W1. 1 9,745' 44277.5 44277.5 Wt Floor 1 44?77.5 44277.5 1/2Wt Fxt W(.Bsmt Up Roof 1 3985.72 3,535 Wt Ceil Bsmi Uplift 52,553 52,553 Line Sum 99449.7 110201 W= 209651 BUILDING CODE *Select Code- 9680CA 97 SBCCI 97 UBC eDetermine base $hear* UBC Section 1630.2. Zone 3 Fig.16-2 Seismic Source Type B Table 16-U Soil Prof SD Table 16-J Fault Distance 20 in km to Seismic Source Z= 0.3 Table 16-1 Ca= 0.36 Table 16-Q I= 1.0 Table 16-K Cv= 0.54 Table 16-R T= 0.16 Formula (30-8) Na= 1.00 Table 16-S - R= 5.5 Table 16-N (Tied to Pg 9) Nv= 1.00 Table 16-T *Distribute Shear to Various Levels- UBC formula (30-15) Force at Level x = V (Wtx)(H1xySum(Wti)(Hl:i) . Ft assumed = 0 Ht is measured frorn.plate7to foundation E=Eh-lp (30-1) Wt x Ht x (WQ(HQ Fx p FtoB p LtoR Roof 2 2nd FI/Roof 1 99450 11 1093947 20395 1.04 1.00 I st Floor 110201 2 220403 4109 1.04 1.40 Sum 209651 11 1314350 24505 WIND LOADS -Wind Pressure - UBC Section1620 P=qslwCeCq Vp 75 Figure 16-1 Ex C Section 1616 IW=Table 16-K qs 12.6 Table 16-F Ce 1.13 Table 16-G hCq 1.3 Table 16-H, #2 vCq -0.7 Table 16-H, #2 Ph= 19 Hz. Force (psQ Pv-- -9.967 Vt. Force (psQ ;Total Wind Load In Each Direction At Each Level (lbs)- GOVERNING LATERAL LOADS -Maximum Total Load In Each Direction At Each Level (lbs) - Front to Back Side to -Side Roof 2 formula (30-4) @0-5) (30-6) (30-7) - E= NWIRT but not > 2.5CaIW1R but not< 0. 11 CaIW zone 4 not< 0.8ZNvlW/R 131750 34307 8302 E/1.4-- 24,505 lbs E/1.4=V 1612.3.1 formula (12-9.) For Code Table references used by MaxQuake see Code Sections cited or Appendix A (below) 2nd FI/Roof 1 21,192 Wind 20,395 Seismic lst Floor 9,600, Wind 5,955 Wind Trib Area F to B Trib Area L to R Wind Load - EndZ InterZ SumPAt End Z' Inter Z SumP*At F tkB LtoR )toof 2 Roof I - 108 582 12,777' 63 305 6,813 2nd FI 20,632 11,686 lit Floor 65 784 :15,709 65 462 9,745' 9,600' 5,955 a Up Roof 2 Uplift - Up Roof 1 1,738 3,535 Uplift 52,553 52,553 GOVERNING LATERAL LOADS -Maximum Total Load In Each Direction At Each Level (lbs) - Front to Back Side to -Side Roof 2 formula (30-4) @0-5) (30-6) (30-7) - E= NWIRT but not > 2.5CaIW1R but not< 0. 11 CaIW zone 4 not< 0.8ZNvlW/R 131750 34307 8302 E/1.4-- 24,505 lbs E/1.4=V 1612.3.1 formula (12-9.) For Code Table references used by MaxQuake see Code Sections cited or Appendix A (below) 2nd FI/Roof 1 21,192 Wind 20,395 Seismic lst Floor 9,600, Wind 5,955 Wind Shear Wall Segmdnts Data, Lines 1-8 Page 3 MaxQuake 1995 Archforms Ltd. Date: Jan 02 2001 Finn: AEC Group All Rights Reserved Lateral Load Analysis & Job: Kesterson-AR033KES 6 T. Larry Warner AIA CSI Q99.03We7 Construction Design Software Line I ILIne2 ILine 3 ILine 4 Nne 5 Line 6 Line 7 1 Line 8 Segment (Seg) names ISeq a -g appear to show possible quadrants (q). Remove Segs not used. Move and add 1,2 ... to denote multiple (m) sels in a quadrant, ie., U. Variables: Lcr Igth. Ht: Seg h eadnQ 11? - B=Yes. Ell: Ext. or Int. WaIP - E=Ext, Nnt. -ghl: PQ 1). B: BeadnQ S: Stacked Se row, cArn&:5 _Q same row, Q Am& 5 2nd Seg Wall Variables Seg flall Variables Seg Wall Variables Sag Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Level Iq&m Lg Ht B Ell q&m Lg Ht B E/I q&m Lg Ht B Ell q&m Lg Ht B E/I q&m Lg Ht B Ell q&m Lg Ht B Ell q&m Lg Ht B E/I q&m Lg Ht B Ell 1,2,3.. Wall Lines Run From Front to sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst Back 1st Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Level Iq&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B EA S q&m Lg Ht B Ell S q&m Lg Ht B E/I S q&m Lg t B E/I S c[&m Lg Ht B Ell S q&m Lg Ht B E/I S a 9 a 3.5 9 B E a 9 a 9 a 9 b 9 b 9 b 9 lo 9 b 9 b 9 C 9 c 9 C 9 c 9 c 9 c 9 9 B I C 9 c 7 9 B E d 9 d 9 d 9 d 9 d 24 9 B I d 9 d 9 d 9 e 9 e 6.8 9 B E e 11 12 B E e 9 e 9 e 9 e 9 f 65 9 B E f 9 f 9 f 9 9 9 g 9 sum Syst sum 17 Syst.SW sum 11 Syst SW sum Syst sum 24 Syst SW surT) 9 Syst SW sum Syst, surr� 7 Syst ;SW load trans to adIj line load trans to adj line load trans to adj line Base Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Level q&m Lg Ht B E/I S q&m Lg Ht E/I S Orn Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg �Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B Ell S a 60 B E S a 1 a 8.5 B E S a 8.5 1 B E S a 8.5 2 B E S b I S b 1 S b 1 S b I S b 1, S b 15 B E S C I S c 1 S c 1 S C 1 S C 1 S c 1 C 1 S c 7 B E S d 1 S d 1 S d 1 S d 1 S d I d 1 S d 1 S d I S e 1 S e I e 1 e 1 S e 1 S e 1 S e I S f 27 2 -B E S f 1 S f 1 S f 24 B E S 9 1 S g 4 1 B E S sum 60 Syst SW sum 27 Syst SW sum 13 Syst SW sum 8.5 Syst SW sum 33 Syst SW sum 15 Syst SIN sum Syst sum 7 Syst SIN load trans to adj line Shear Segment HeighttLength ratio is limited to 2/1 for edge blocked panel. "HULg >2 limit' appears if exceeded. See Code Ch.16 for HY.Lg limits for other assemblies. Shear Wall Segments Data, Lines A -H Page 4 MaxQuake 01915 Archforms Ltd. Date: Jan 02 2001 Firm: AEC Group All Rights Reserved Lateral Load Analysis & Job: Kesterson-AR033KES By: Larry Warner AIA CSI Q99.03We7 Construction Design Software Line A I Line B ILIne C Line D Nne E ILine F ILine G ILIne H Segment (Seg) names 1-7 appear to show possible quadrants (q). Remove Sags not used. Move and add a,b ... to denote multiple (m) seg's in a quadrant ie.,'2b. Seq Variables; LQ: Seq Ot PQ Q ll?-B=Yes. E/I: Ext. or Int. Wall?- E=Ext,.I=ln. laffi. Ht: Seg h 1). B: Bearinq .Q Q CI abo , same row. o&m &!5 S: Stacked SeQ abo (1. 2nd Seg WallVariables Seg WaIlVariables Seg Wall Variables Seg Wall Variables Seg Wall Variables Sag Wall Variables Seg Wall Variables Sag Wall Variables Level q&m Lg Ht B. Ell q&m Lg Ht B E/I q&m Lg Ht B Ell q&m Lg Ht B E/I q&rn Lg Ht B E/I q&m Lg Ht B Ell q&m Lg Ht B E/I q&m Lg Ht. B E/I A,B,C.. Wall Lines Run From Side to sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst Side 1st Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Level Iq&m Lg Ht B Ell S q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I S 1 9 1 9 1 9 1 9 1 9 1 9 2 8 9 B E 2 12 9 B E 2 9 2 9 2 9 2 9 2 9 2-a 3 9 B E 3 4 9 B E 3 9 3 9 3 9 3 9 3 4 9 B E 2-b 3 9 B E 4 4 9 B E 4 9 4 9 4 12 9 B 1 4 9 5 3.5 9 B E 4 4 9 B E 5 4 9 B E 5 9 5 10 9 B 1 5 9 6-a 7.5 9 B E 6 9 6 - 9 6 9 6-b 3.8 9 B E 7 9 7 9 7. 9 'sum 12 Syst SW sum 20 Syst, SW sum S�st sum.. 22 Syst SW sum Syst SF sum 15 Syst tw �um 8 sy�t SW. sum 6 Syst SW Gap -see Apx B SF load trans to adj line load trans to ad] fine Base peg Wall Variables 14m Seg Wall Variables Seg Wall Variables Sag Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Level Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&rn Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I S,q&m Lg Ht B E/I S 1 23 B E S I I S 1 1 S I I , S 1 1 S 1 8.5 B E S 2 1 2 1 2 1 S 2 1 S 2 1 S 2 1 S 2 1 S 2 18 B E 3 32 4 B E S 3 1 S 3 1 S 3 1 S 3 1 S 3 26 B E S 4 17 4 B E S 4 1 S 4 1 S 4 1 4 1 S 4 1 4 1 5 9.9 2 B E S 5 1 S 5 10 B E S 5 1 S 5 24 B E 6 19 B E S 6 Il S 6 1 S 6 7 1 S 7 '_ I S 7 4 1 S sum 40 Syst SW sum 42 Syst SW sum 19 Syst SW sum 10 Syst SW sum 4 Syst SW sum 33 Syst SW sum 26 Syst SW sum 18 Syst SW Gap -see Apx B IShear Segment Heightfl-ength ratio is limited to 2/1 for edge blocked panel. "HULg >2 limir appears if exceeded. See Code Ch.16 for HYLq limits for other assemblies. -A Lateral Load Distribution & Overturning Moment Page 5 MaxQuake@1995 Archforms Ltd. AM Rights Reserved Lateral Load Analysis & Date: Jan 02 2001 Firm: AEC Group Job: Kesterson-AR033KES By: Larry Warner AIA CSI Q99.03We7 Construction Design Software Lateral Line I Line 2 Line 3 Line 4 Line 5 Line 6 Line 7 Line 8 Force Seis %= Wind %= W/ft= if "vf -snow RM= if "vf .67N.85 OTM= if St`k Vnet'ht VA= V= SumV= Distrib trib fi A/Sum fIA trib W A/Sum WA Sum lev. mr1rib area WUft*LQA2/2k. - SumV*Ht*Lq/7Lq SumV from adj Ln Ln%*Vmax SorW VadjtVabv+V 2nd % S/W % SM % SM % S/W % S/W % SM % SM % SM Level Seg W/ft RM OTM Seg WIft RM OTM Seg WIft RM OTM Seg W/ft RM OTM Sag W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM. Sw r -V wall *10/lw V leve Frame V frame/ Vadj line 2 Vadj line I or 3 Vadj line 2 or 4 Vadj line 3 or 5 Vadj line 4 or 6 Vadj line 5 or 7 Vadj line 6 or 8 Vadj line 7 V level 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V Sum V Sum V Sum V Sum V Sum V Sum V Sum V Sum V Ist % S/W 5.15 4.51 % SM 14.5 11.9 % SM 23.3 21.2 % SM 24.6 22.8 % SM 15.8 14.3 % SM 11.5 13.1 % SM 7.29 10 % SM 0.9 2.12 Level Seg W/ft RM OTM Seg W/ft RM OTM Seg WIft RM Seq W/ft RM OTM Seg W/ft RM OTM Seg W/ft M OTM Seg W/ft RM OTM M OTM Wind a 310 1.61 7.81 21,192 c 278 7.59 28.4 c 145 2.38 18.6 d 297 57.3 54.9 P= e �10 6.16 15.3 a 502. 25.8 84.2 2-20/ f 310 5.57 i4.5 (r max Abl�5) Va6j line 2 Vadj line I or 3 1.09 Vadj line 2 or 4 2.06 Vadj line 3 dr 5 1 -Vadj line 4 or 6' Vp Vadjline5or7 0.44 Vadj line 6 ot 8 Vadj line 7 1.63 1.04 r--, V above r= V above r= V above r= V abgve r- V above �r= V above r-- V above r-- V above 1st lev V 1.09 0.12 1st lev.V 3.08 0.31 . 1st lev V 4.95 1 st IeV V 5.22 0.13 1st lev V 3.34 0.16 1st lev V �311 Ist lev V 2.07* 0.13 1st lev V 0.44 S: Sum V s Sum V 4.17 s Sum V 7.01 s Sum V S Sum V 6.5 w Sum V 3.15 w Sum V W Sum V 2.07 Base % SM 5.04 4.51 % SM 14.-3 11.9 % SM 22.8 21.2 % S/W 24 22.8 9/6 SM 15.4 14.3 *% SM 11 13.1 % S/W 6.83 10 % SM 0.77 2.12. Level Seg W/ft RM OTM Seg W/ft kM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg Wift RM OTM Seg Wift RM OTM Wind a 43 51 a 200 4.82 a 227 5.47 2.19 a 159 3.83 0.72 9,600 b 124 9.3 c 165 2.7 18.6 2-20/ f - 447 109 20 f 135 25.8 (r max g 212 1.13 0.65 AbA.5) Vadj line 2 Vadj line 1. or 3 Vadj line 2 or 4 Vadj line 3 or 5 Vadj line 4 or 6 Vadj line 5 or 7 0.2 Vadj line 6 or 8 Vadj line 7 0.76 1.04 r-- V above r= V above 4.17 r-- V above 7.01 r-- V above r= V above 6.� r= V above 3.15 r= V above r= V above 2.07 0.00 l3smt V 0.43 0.09 Bsmt V 1.15 0.31. Bsmt V 2.04 0.06 Bsmt V 2.19 0.11 ftmt V 1.37 0.12 Bsmt V 1.26 Bsmt V 0.96 0.20 l3smt V 0.2 w Sum V 0.43, w Sum V 5.32, w Sum V 9.05, w Sum V 2.19. w Sum V 7.87, w Sum V 4.62, w Sum V w Sum V IM Lateral Load Distribution & Overturning Moment Page 6 MaxQuake 01111 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Jan 02 2001 Firm: AEC Group Job: Kesterson-AR033KES By: Larry Warner AIA CSI 099.03We7 Construction Design Software Lateral Line A Line B Line C Line D Line E Line F Line G Line H Force Seis %= I Wind %= W/ftt if V, -snow RM= if V.67,*s".85 OTM= if St`k Vnet*ht Vadj= V=. Sumv= Dlstrib trib fl A/Sum fiA - trib W A/Sum WA 7 Sum lev. Yttrib area WUftLe2/2k � 7L SumV-*Ht*L4 -q SurnVITorn adl Ln Ln%*Vmax SorW Vadj+Vabv+V - 2nd I%S/W % S/W % SM % S/W % SM % SM % SM % S/W Level I Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg WIft RM. OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg WIft RM OTM Seg W/ft RM OTM Sw r -V wall *10/tw V level Frame V frarnel Vadj line B Vadj line AorC Vadj line Borl) Vadj line CorE Vadj line Dorl' Vadj line EorG Vadj line Forl-1 Vadj line G V level 2nd level V/ft 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V Sum V Sum V Sum V Sum V Sum V Sum V Sum V Sum V 1st % SM 3.97 7.26 % SM 10.8 14.1 % SM 14.2 12.8 % SM 17.9 14.5 % SM 29.8 24.8 % SM 20.5 17.9 % S/W 2.08 5.13 % SM 0.77 3.42 Level 1 Seg W/ft RM OTM Sag Wilt RM OTM Seg W/ft M OTM Seg W/ft RM OTM Seg Wift RM OTM Seg W/ft R OTM Seg W/ft RM OTM Seg WIft RM OTM Seismic 20.395 2 185 3.96 5.09 2 257 12.3 16.2 2-a 145 0.44 1.8 3 257 1.75 6.39 3 163 0.87 2.7 2-b 145 0.44 1.8 4 185 0.99 2.55 4 209 12.8 45 5 297 1.58 13.5 4 163 0.87 2.7 P=. 5 1.75 6.39 5 209 8.88 37-.5 6-a 297 7.17 28.7 2-20/ 6-b 297 1.78 14.3 (r max �b A.5) -Vadj line B Vao line AoiC 1.55 Vadj line Borl) Yadj line CorE 5.52 Vadj line I)Drl� Vadj line lHorG 2.09 Vadj line Forl-1 �' Vadj line G 1.00 r-- V above r-- V above r- V above r= V above r- . V above r= V above r= v �bove r-- V above 0.03 Ist tev V 0.85 0.09 Ist lev V 2.2 1 st lev V 2.89 0.20 1st lev V 3.66 Ist lev V 6.07 0.21 1st lev V 4.19 0.03 lst%lev V 0.6 0.01 1st lev V 0.4 w Sum V 0.85 s Sum -..V 3.55 s Sum V s Sum V 9.18 s Sum V S Sum V 6.28 w Sum V 0.6 . w Sum V 0.4 Base % SIW 3.79 7.26 % SM 10.6 14.1 % SM 14.3 12.8 .% SM 18.1 14.5 % SM 30' 24.8 % S/W 20.7 17.9 %- SIW . 1.92 5.13 % SM 0.63 3.42 Level Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg Wift RM OTM Seg W/ft RM OTM Seg WIR. RM OTM M OTM Wind 1 43 7.5 1 105 2.53 5,955 2 20 2.16 3 388 132 11.8 1 193 43.6 2.7 4 277 26.7 4.41 P= 5 364 11-.9 8.21 - 5 294 9.8 37.5 5 402 .77.2 2-20/ 6 75 9.03 (r max 7 20 0.14 1.73 AbA.5) Vadj line B Vadj line AorC Vadj line Borl) Vadj line CorE Vadj line DorF Vadj line EorG Vadj line Forl-1 Vadj line G 1.40 r- V above 0.85 r= V above 3.55 r= V above r= V above 9.18 r- V above r= V above 6.28 r- V above 0.6 r= V above 0.4 0.01 - Bsmt V 0.43 0.05 . Bsmt V 0.84 0.02 l3smt V 0.82 0.50 Bsmt-V 1.04 0.21 l3smt V 1.73 0.11 Bsmt V 1.19 0.01 Bsmt V 0.31 0.01 l3smt V 0.2 1 w Sum V 1.281 w Sum V 4.391 w Sum V 0.821 w Sum V 10.21 w Sum V 1.731 w Sum V 7.471 w Sum V 0.9 1 w Sum V 0.6 Shear Wall and Hold Down Requirements Page 7 MaxQuake Archforms Ltd. Date: Jan 02 2001 Firm: AEC Group All Rights Reserved Lateral Load Analysis & Job: Kesterson-AR033KES By: Larry Warner AIA CSI Q99.03We7 Constructl n Design Software Line I 11-ine 2 1 Line 3 11.1ne 4 Line 5 Line 6 I Line 7 Line 8 Uplift = Overturning Moment (OTM) - Resisting Moment (RM) / Segment Lengtlh (Seg Lg). Hold Downn (HD Type) I corperated into Shearr rames, Mfo Abreviation Shown at eawch remc�fd F me, see Wall Tymme for rame Size 2nd HD HD HD HD HD HD HD HD Level Sag Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type 1,2,3.. Wall Lines Run From Front to Shear(plp Shear(plp Shear(plp Shear(plf) Shear(plp Shear(plp Shear(plf) Shear(plp Back Wall Type I Wall Type Vall Type Wall Type Wall Type I Wall Type I Wall Type Wall Type JR_;�fv�plift from Side to Side resisted by Left a d Right Ext. Walls Upl ft (pip Rf 2 @ Ext Wl Uplift etail @ Rf 2 & Ext Wl NA Ist HD HD HD HD HD HD HD HD Level Seg Uplift Type Sag Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type a 1,771 A H2 c 2,295 A H2 c 2,319 A H2 d e 1,331 A Hlb e 5,302 A H6 f ;1,376 A Hlb Shear(plp Shear(plp 248 Shear(plp 637 Sh6ar(plp SheaqpIQ 270 - Shear(plp 348 Shear(plp Shear(plp ?.95 Wall Type 'Wall Type A 6 1 Wall Type A 2 Wall Type Wall fjl� A 4 Wall Type A 4 1 Wall Type Wall Type' A 4' Roof Uplift from Side to Side resisted by Left and Right Ext. Walls Uplift (pip Rf I@ Ext W1 117 * Uplift Detail @ Rf I & Ext Wl A U 6. -Staps/Hold-Downs must run continuous down ough the Wall below to the Foundation. If no Wall below, be to Beams, sized for Hold -Down Point Loads; Base HD HD HD HD HD HD HD' HD Level Seg Uplift Type qeg Uplift T pe Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type a a a a b c 2,272 A H2 f f 9 Shear(plp 7 Shear(p'lp 197 Shear(plp 724 Shear(plp 257 Shear(plf) 242 Shear(plp 308 Shear(plp Shear(plp 433 Wall Type A 6 1 Wall Type A 6 1 Wall Type A 44 1 Wall Type A 6 1 Wall Type A 6 1 Wall Type A 4 1 Wall Type I Wal ype A Shear per Linear Foot (Shear(plQ) = Sum of Shear at that Line & Level (Sum V) / Number of Shear Frames at that Line & Level. 139% of actual load used at Base Level. -Minimum required Shear Wall Constructon or Shear Frame for Wall Type Symbol is selected from Shear Wall Schedule on Page 9. Shea . r Wall and Hold Down Requirements Page 8 MaxQuake 1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Jan 02 2001 Firm: AEC Group Job: Kesterson-AR033KES By: Larry Warner AIA CS1 099.03We7 Construction Design Software Line A 11.1ne B ILineC I Line D Line E Line F Line G Line H Uplift = Overturning Moment (OTM) - Resisting Moment (RM) / Segment Length (Seg Lg). Hold Downn (HD Type) I corperated into Shear rames, MfQ Abreviation Shown at each reclfd F me, see Wall Typelor rameSize 2nd HD HD HD HD HD HD HD HD Level Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift. Type Seg Uplift Type A,B,C.. Wall Lines Run From Side to Shear(pl� Shear(plf) Shear(plf) Shear(plf)l Shear(pIQ Shear(pl� Shear(plf) Shear(pl� Side Wall Type Wall Type Wall Type Wall Type Wall Type Wall Type Wall Type Wal I Type ,Roof Uplift fftom Front Back resisted by Front and Back Ext. Walls Up Ift(plf) Rf 2 @ Ext WI Uplift etall @ Rf 2 & Ext Wl NA Ist Gap Warning HD HD HD HD HD HD HD HD Level Seg Uplift Type Seg Uplift Type Seg Uplift. Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Lype 2 142 A NA 2 322 A Hla 2-a 454 A Hla 3 1,161 A Hlb 3 456 A Hla 2-b 454 A Hla 4 389 A Hia 4 2,689 A H2 5 3,363 A H5 4 456 A Hla 5 1,161 A Hlb 5 2,866 A H5 6-a 2,&59 A H5 6-b *3,336 A H5 Shear(plf) 71 Sheai,(pl� 177 Shear(O.f) -Shear(plf) 417 Shear(pl� Shear(pl� 4* Shear(plf) 75 Shear(pM 67' Wall,11 Type A 6 1 Wall Type A 6 1 Wall Type I Wall Type A 3 1 Wall Type I - Wall Type A 3 1 Wall Type.A 6 1 Wall Type A 6 oof Uplift from Front to Back resisted by Front and Back Exi. Walls Lplift(plf) Rf I R oof U -@ Ext WI 73 Uplift Detail @ Rf 1 & Ext WI A T �psfi S S trapslHold-Downt must run continuous downn rough the Wall below to the Foundation. If no Wall below, tie to Beams, sized for Hold -Down Point Loads. Base Gap Warning HD HD HD HD HD HD HD HD Level Seg Uplift Type Seg Uplift Type Seg Uplift. Type Seg Uplift Type Seg Uplift Type -Seg Uplift Type Seg Uplift Type Seg Uplift Type 2 3 3 4 5 5 2,774 A - H2 5 6 7 398 A' Hla Shear(pl� 32 Shear(pM 105 Shear(pffl 43 Shear(plf) 1022 Shear(plf) 432 Shear(plf) 230 Shear(plf) . 35 Shear(plf) 34 e A 6 We" TYL Wall Type A 6 Wall Type A 6 Wall Type A 22 Wall Type A 3 Wall Type A 6 Wall Type A 6 Wall Type A 6 [Sh -- Linear Foot (Shear(plo) = Sum of Shear at that Line & Level (Sum V) / Number of Shear Frames at that Line & Level. 139% of actual load used at.Base Level. ear M inimt 7mrequired Shear Wall Construction or Shear Frame for Wall Type Symbol is selected from Shear Wall Schedule on Page 9. IShear Wall and Hold Down Schedules Page9. MaxQuake 01995 Archforms Ltd. Date: Jan 02 2001 Firm: AEC Group All Rights Reserved Lateral Load Analysis & Job: Kesterson-AR033KES BY: Larry Warner AIA CSI - 099.03We7 Construction Design Software SHEAR WALL OPTIONS: Place an "K in the appropriate shaded block Specl I Zon' e Hard Mfg. Wall Framing Material X No Simpson X Doug Fmir or So.Pine Los Angeles Area KC Metals Hem Fir (s.gray.<49) USP-Silvr/Kant 3-1/7 Metal Studs 94 UBC Other (Apx.C) To Customize, Overwrite Sched. on Apx. C below I Other (See Apx. C) Select only one option under each heading (except System when using frames) Shear all System P1v1PB Wall Sheathing Fasteners X SW -All Plywc! or PB X 3/8'orl/2' CC or CD Ply X 8d SW-Gyp,Stuc or Ply 3/8*orl/T Struc I Ply 10d HF- Hardy Frame 3/8"orl/T CD Ply o1GB 14ga Staple X SF -Simpson Frame 1/2"Ext M,S/M-2 Prtcl Bd 11' Screw ZF -Z Frame Other SheathinglFastener Combo (See Apx. C) WIND AND EARTHQUAKE DATA 97 UBC A 6 260 1/7 Ply 6" 40"oc Voc 22"oc 20"oc 4 A 4 380 1/2' Ply 4- 27"oc 4"oc 15"oc 14"oc 4 A 3 490 1/2" Ply 3" 21"oc 11"6c 11"oc 4 A. 2 640 1/2" Ply 2" 16"oc 9"oc. 8"oc; 4.5 -A 44 760 ea side' 1/2" Ply 4" I.Voc 7"oc 7"oc SHEAR WALL SCHEDULE 4.5. A 3a 980 ea side 1/7 Oly 3" V*oc Voc z-5"oc A Hlb 1,650 2x CS16 30'+ LTT20 1 rt Wind Speed mph 75 Seismic Zone 3 Wall Shear Wall Edge Anchor Plate to Fl. Plate Importance Fact. I Source Type B Type Load Sheathing Nall Bolts Nail Lag Clips Exposure Cat. C - Fault Distance 20 Symbol (plf)l Material 8d 518"x12 16d 112" A35 Wind Pres.horiz. psf 18.51 Soil Profile SD 7 Stagger 16d nails in 2x, lags at 3x plates When no sheathing continuity to Rim Joist 1 SbWs and HD's as Mfg. by Simpson Strong -Tie Co. Cat C-99 GF:880 GF:140 GF:480 GF:450 Wind Pres. vert. Dsf -4.97 Remorse Factor 5.5 10 Anchors and Clips as Mfg. by Simpson StroncFTie Co. Cat -C-99 Note 1,2 Note 3 Note 6 Note 7 Note 6,8 Note 9, 10 NA construct wall as spec'd per symbol or any below WALL HOLD-DOWN & STRAP SCHEDULE Hold -Down Max. Min. Wall Foundation Bolt T� Symbol Uplift Post FI to Fl Anchor rpe Bolt y lbs. Size Strap Straps HID Dia. Note 3A Note 2 Note 2,4 Note 2 A 6 260 1/7 Ply 6" 40"oc Voc 22"oc 20"oc 4 A 4 380 1/2' Ply 4- 27"oc 4"oc 15"oc 14"oc 4 A 3 490 1/2" Ply 3" 21"oc 11"6c 11"oc 4 A. 2 640 1/2" Ply 2" 16"oc 9"oc. 8"oc; 4.5 -A 44 760 ea side' 1/2" Ply 4" I.Voc 7"oc 7"oc NA up to 300 use the hold-down across or below reqd type A Hla..- 105 2x CS20 20"+ PAHD42 4.5. A 3a 980 ea side 1/7 Oly 3" V*oc Voc z-5"oc A Hlb 1,650 2x CS16 30'+ LTT20 1 rt 4,5 A 21' 1280 ea side 1/2' Ply 2" 800c 4'o:c Voc A H2 2,775 2-2x MST 48" STHD10 - HD2A 5/ir ? A H5 4,685 2-2x MST 60" PHD5 5/8' 1 Sheathing: 318"-1/2" (4 ply min) CD, CC Ply with all edges blocked A H6.' 5,800 2-2x MST 72" PHD6 7/8' '.2 Framing: 2x DF typ @ 16'oc., 3x req'd if I Od w/ +1 -�/8" penetration, 2" or 3"oc A H8 6,730 2-2x CMST14 68"+ PHD8 7/8" 3 Typical Fasteners: 8d Common or GaIv. Box nails (no sinkers), nail field @12' A H10 9,540 4x CMST12 90"+ HDIOA 7/9' 4 3x at plate and panel edges at walls w/ Shear over 350lbs, nail min. 1/2" from edge A H14 11,080 4x HD14A 11" 5 Offset panel edges on opposite sides of wall and stagger plate splices A H15 15,305 6x HD15 1-114" 6. Anchor Bolts (ASTM A-307) Min. 7' imbedment, w/ 2'x2"x3/16' Plate Washer ? Addl I inches to FI to Fl Tie Strap for gap across Joist 7 Stagger 16d nails in 2x, lags at 3x plates When no sheathing continuity to Rim Joist 1 SbWs and HD's as Mfg. by Simpson Strong -Tie Co. Cat C-99 8 Pre -chill 3/8" hole for Lag. Provide Washer. Adjust Igth for 7' penetration into Joist. 2 Nail Straps & Hold -Downs w/10d (2x max.pen.1-5/6') See Details 9 Clips: Plate to Blocks only req'd if no shear sheathing continuity from Wall to Blocks and Mfg. Data for Nailing, Bolt and Embedment Requirements 10 Anchors and Clips as Mfg. by Simpson StroncFTie Co. Cat -C-99 3 If No Cont Rim Joist Aad Lgth Of Gap. 110d at CS, 16d: CIVIST & MST 4 Straps and Hold -Downs must run continuous to Walls below; if no Wall below, be to Beams, sized for Hold -Down Point Loads Shear Wall and Hold Down Schedules Page 10 MaxQuake 1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Jan 02 2001 - Firm: AEC Group Job: Kesterson-AR033KES By: Larry Warner AIA CSI 099.03We7 Construction Design Software DIAPHRAGM OPTIONS: Rf1Fl Framing Mat Rf/Fl-D aphragm . Fasteners DF or So.Pine. - AJI Unblocked 8d Com Only COLLECTORITIE AND DIAPHRAGM SCHEDULE - - CIT Max. Collector[Tie Tie Tie Rod Hem Fir Rf UnBlk, F1 Blk X 8d@Rf, 10@F1 [11 Other Block All Edges 110d Com Only Type Force Cont. Joist or Strap Washer 14 ga Staple Symbol Obs) Solid Blocking or Cont. Dia. Dia. HD To Customize, Overwrite Schedule or See Apx. C I Other less of C&T par to grain: 425 Joist 20ksi 625 Note 1,2,6 Note 2A4 Note 4 Note 5 Note 7 Use Collector/Tie as spec'd par symbol or any below STRONG -WALL (SF) SCHEDULE lCB0 No. NA 300 A C1 2,231 20 MST27 A C2 3,506 2x6 MST37 3/4" 1.79 2. HD5A Frame Model Numbers and Unit Shear Capacities (lbs) Height 7 ft 8 ft 9 It 10 ft Note 4 A C3 4,405 W MST48 7/8" 2.24 1 HD6A Lgth A C4 5,800 200 MST60 7/8" 2.96 2- HD8A A C5 6,440 202 2- MST37 7/8" 3.28 2- HD8A A 1.3 16xT 3,020 4 A 1.8 22x7 4,820 A C6 8,310 2- 200 HST5 7/9' 4.23 HD10A A 2.0 24x8 1,610 24x9 1,585 3200 2,460 A C7 11,170 2- 200 HST6 7/8" 5.69 2- PHD6 A 2.7 32x8 2,875 32x9 2,600 32x10 2,460 A C8 17,691 3- 200 7/8" 9.01 2- HD10A A 4.0 48x8 4,545 48x9 4,370 48x10 4,095 ? ? ? ? ? I Provide Cont. Rim JoistlRafter or Solid Blocking at all Shear Wall Grid Lines 1 Mfg. By Simpson Strong -Tie Co. 800 999-5099 2 A properly sized continuous Rafter or Joist can act as both Collector and Tie - 2 Follow Mfg. literature for all HD, anchor & other installation reqts 3 Between Blocks or breaks in Rafters/Joists provide straps to maintain Tie continuity 3 Provide min. 44 post or beam under free ends of ftarhes if not stacked 4 Run All -thread Rod thru RfUJst, Igth=LoacVShear(plQ, secure ends w/ Washer or HD 4 All Strong -Wall listed are 3-112" thick, see Mfg. data for 5-1/2"uhits 5. 1 Provide Washer w/ Dia. (inches) at end of blocked Rft/Jst bays,'Mal. iron or 14!. -St. 6 Connect Corkinuous Collector/Tie-jo wall as required by Shear Wall Schedule sh�z 7 HD at Rod to Shear Wall and/or RfttJst.* Mfg. by Simpson Strong -Tie Cat C-99 ROOFIEXT. WALL UP -LIFT SCHEDULE Roof Shear Diaphragm Edge Floor Shear Diaph. Diaphragm Load Material Nail Diaphragm Load Material Wall*Uplift Stud to Plate Plate'to Rafter Stud to Rafter Type (plf) at 16" oc at 24"oc at 16' at 16" oc Symbol (plj Note 1,2,4 Note 3 Symbol (pl� Note 1,2,4 50 8d Nail 10d Nail A T 100 Ply Nailing or H2 H2 A R6 .180 112" Ply 6" A F6 215 314" Ply A U 1180 A35 H4 H2 A R4 1/2" Ply 4" A F4 314" Ply A V 310 SPI H10 HI H2 A R3 112" Ply 2-1/2" A F3 314" Ply A W 460 SP4 H7 H10 LTS10 A R2 .112" Ply 211 A F2 3f4" Ply A x 600 SP2 H10 H7 ? ? A Y 1,170 FTA2 I Sheathing: Floor 314 CD -AC Ply/OSB, Roof 1/2 CD or CC Ply/OSB, Unblocked A Z 2,560 FTA7 2 Framing: 2x typ, 3x req'd if 10d pen more thanl-�/S% or nails spaced less than 3"oc ? 3 Typ. Fasteners: 8d Com. @ Roof,10d Com. @ Floor (no sinkers) field 12"@Rf,10"@Fl 1 Anchors and Clips as Mfg. by Simpson Strong -Tie Co. Cat C-99 4 Continuous Rim Rafter/Joist recommended at perimeter of unblocked diaphragms Collector/Tie & Diaphragm Loads, Lines 1-8 Pagell MaxQuake 01111 Archforms Ltd. Date: Jan 02 2001 Firm: AEC Group All Rights Reserved Lateral Load Analysis & Job: Kesterson-AR033KES By: Larry Warner AIA CSI Q99.03W construction Design Software Line I I Line 2 1 Line 3 1 Line 4 Line 5 1 Line 6 Line 7 1 Line 8 Seg CIT Load (back) - max. load on the Collector Me between this and Sag above. CfT Type - min. adequate CollectorrTie. Seg beg - feet Seg begins front of Quad Line. front - CrT load at front side of the front most Se( the Line. IF "G appears corr I iment. Shear - the average Diaphragm Shear along ect Line CrT discontinuity. 2nd ICIT Load CIT Seg! CIT Load CfT SeA CIT Load CIT Seg CfT Load CrT SegICIT Load CfT Seg CIT Load CfT SegjCfT Load.CIT Seg CIT Load CfT Segl Roof ISeA back Type be I back Type i b I MSeg back Type beglSeg back Type beg Seg back Type beglSeg beg Seg back Type eglSeg back Type beg Seg back Type begl 1,2,3.. wait Lines Run From Front to Back Load CIT back T, ]Rf Diaph Fl Diaph Ist CIT Load C[T Floor Seg :back T ai ont front front front front front front hear(plf) Shear(plf) Shear(plf)l Shear(plf)l Shear(plf) Shear(plf) Shear(pFQ- f Diaph Rf Diaph Rf Diaph Rf Diaph Rf Diaph Rf Diaph Rf Diaph_ fT Load CIT Sec CIT Load CIT Sec CIT Load CIT Sec CIT Load CIT Se CfT Load CIT Sec CIT Load CIT Se� UT Load ( eg back Type beg Seg back Typebeg Seg back Type beg Seg back Type Seg back Type be Seg back Type _Lq Seg back a e e f ont 36- NA front -1679iA Cl- front hearof) 71 Shear(plf) 120 Shear(pff) f Diaph A R6 Rf Dliph A R6 Rf Diaph I Diaph A F6 6 F1 Dlaph IT Load PIT Seg CIT Load CIT - SeS CfT Load CIT S eg back Type beg Seg back Type _§Ae Seg back Type b, a a f g 4840 A nt 62 -NA front 1911 A C1 front iear(pl� 8 Shear(plf) 91 Shear(plf) 155 Diaph A F6 Fl Diaph A F6 FlDiaph -AF6 ff or Fl Diaph return "block?", load values are higher than the diz C - ". I.: d front 830 A' CI - Ifront 1-930 A CI 1 Ifront Shear(plf)l 119 Shear(plf) 72 Shear(plf)l Rf Diaph -A R6 Rf Diaph A 96 Rf Diaph F1 Diaph A F6 F1 Diaph A F6 Fl Diaph CIT Load CIT Seg CIT Load CIT I SeE CfT-Load CIT Seg back Type be Seg back Type beg Seg back Type a b f C ont 1216 A CI hear(plo 122 f9iaph . A R6 I Diaph A F6 IT Load CIT ' Seg Pg back Type beg C nt 1847 A CI front 3178 A C2 front 3043 A C2 Ifront Ifront 1782 A C1 ear(pl� 40 Shear(pl� 144 Shear(plf) 105 Shear(pl� Shear(pl� 178 Dlaph A F6 IFI Diaph A F6 IFI Diaph A F6 IFI Diaph IFI Diaph A F6 capacity. Change to blocked diaphragm or fastener Option (pg 10) or add Shear Wall (pg 3or4) Collectorffie & Diaphragm Loads, Lines A -H Page 12 MaxQuake 01995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Jan 02 2001 Firm: AEC Group Job: Kesterson-AR033KES, By: Larry Warner AIA CSI 099.03We7 Construction Design Software Line A Line B Line C Line D Line E Line F Line G Line H Seg CfT Load Oeft) - max. load on the Collector /Tie between this and Seg to left. CIT Type - min. adequate Collector/Tie. Seg beg - feet Seg begins right of Quad Line. riqht - UT load at ri.QN ide of the ri ght most S - e Diamphragm She alona the Line. If 'G appears correct Line UT discontinuity. ament. Shearr - the eraq r qm She d Crr Load CIT Sikc C1T Load CIT Sel; C/T Load CIT Sec C/T Load UT Seg C/T Load C/T Seg Cfr Load C/T Sec CIT Load C/T SeE CIT Load CIT Seg Roof ISeg left Type Seg left Type beg Seg left Type beg Seg left Type beg Seg left Type begSeg left Type begSeg left Type beg Seg left Type bN A,B,C.. wall Lines Run From Side to right riqht right right right right right right Side Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plo Shear(plf) Shear(plo jRf Diaph Rf Diaph Rf Diaph Rf Diaph Rf Diaph Rf Diaph Rf Diaph Rf Diaph I Rf Load CIT Sec CIT Load CIT Sec C/T Load CIT Sec CIT Load CIT SeE C/T Load CIT Sec CIT Load UT Seg CIT Load C/T SeE CIT Load CIT Seg 2 Fl ICIT Seg left Type be Seg left Type bec Seg left Type bec Seg left Type beg Sag left Type beg Sag left Type _!�j? Seg left Type bec Seg left Type beg 2 2 2-a 3 3 2-b 4 4 5 4 5 5 64 6-b right 279 NA right 278 NA right right 1829 A G1 right right 775 A C1 right 137 NA right 314, A (11 SheaqpIf) 21 Ga; Shear(pl� 47 S ear(pM Shear(plf)l 97 qhear(plo Shear(pl� 70 Shear(plf) 11 Shear(plf), 29 Rf Diaph A R6 Rf Diaph A R6 Rf Diaph Rf Diaph A R6 Rf Diaph Rf Diaph :A R6 Rf Diaph A Rt Rf Diaph - A R6 .FI Diaph A F6 Fl Diaph A F6 FI Dlaph F1 Diaph AF6 Fl Diaph Fl Diaph A F6 Fl Diaph AF6 FI-Diaph A F6 Ist a CIT Load CIT Sec CFT Load Crr , Sel; CIT Load CIT Seg C/T Load CIT - Seg CIT Load CIT Seg CIT Load CIT SeE C1T Load CIT : Se� CIT Load CIT Seg Floor Seg left Type bec Seg left Type beg $qg left Type beg Seg left Type be Seg left ype beg Seg left, Type beg Seg left Type beg Seg left Type b�q 2 3 3 4 5 5 5 6 7 -1654 A C1 right right 0 NA right I NA right 2037 A C1 right 73 NA right 66 NA ri ht 270 NA right 172 NA Shear(plf) 32 Ga Shear(plo 58 Shear(plf)I 9 Shear(plf) 108 Shear(plf) 18 Shear(plo 83 Shear(pM 16 Shear(pll)l 43 F1 Diaph A F6 F1 Diaph A F6 F1 Diaph A F6 Fl Diaph A F6 Fl Diaph A F6 F1 Diaph A F6 FI Diaph AF6 FI Diaph AF6 Illf Rf or A Diaph return 'block7', load values are higher than the diaphragm capacity. Change to blocked diaphragm or fastener Option (pq 10) or add Shear Wall (pq 3or4) Wind Pressure for GCP Dolo -2.4:='-'%!M!!!!M!! ci 'J(.r f -TV 7v-v_,N_ :ssajppv al!S r5uppq 7,1 :Ssajppv siaumo QL :aftanV laoied :aweN sJaumO #dV la� :# I!wJad 3:)N"V3'1:) JLIWH3d DI'd0I-ddSW3190'dd3AI0S3Id a3AO'dddVkTrvrNOLUONO:) (13'AO-dddV Ir sak E] ON E) :paiinbad SQUDWaA6jdwj abeuiejo pue peo-d I L4 Dia H JaLpo E] umOqS se )10 aje !4ua waiinba-d 6ujde:)spuel F -I :buidE,)spuel JaLAo umOI4S se )10 aie s4uawaiinba-d 5uPPed D :5u[NJed 'sasnAI!We:l-!IlnW/le.L4snp-u-171-eT:)jc)w—woD asn 6uippnq Ajossa:):)V WL'ad aA.qeAMUIWPV I!Wjadasn joulw I!uLJadasn E] Tajinba-d asn Paso=2 6uIuOz ueld IeJaua!) a4m sa!iawoD asn Paso od lawls aps sak El ON auOZ UOD-'QIOJd Pa4ValeM :jaqwnN laued :auoz U!eldpoc)lj Yv ap!s __ffeW asn paLp Isak ONn auoZ asudiaIU3 lasseqo:) NZC] WILD SaA ON n ueld:)U!:)adS luoij U01SIAipqnS UOQUaAaJd WU —7— sAemt4t)iH IS laaA apo:) bu!uoz :a6ea.oV uinwiuiW asn )paLp Isak D ON ivawaaifiv uo.qeuasuo:) pue-1 TI- s, —Ianed ci 'J(.r f -TV 7v-v_,N_ :ssajppv al!S r5uppq 7,1 :Ssajppv siaumo QL :aftanV laoied :aweN sJaumO #dV la� :# I!wJad 3:)N"V3'1:) JLIWH3d DI'd0I-ddSW3190'dd3AI0S3Id a3AO'dddVkTrvrNOLUONO:) (13'AO-dddV Ir sak E] ON E) :paiinbad SQUDWaA6jdwj abeuiejo pue peo-d JaLpo E] umOqS se )10 aje !4ua waiinba-d 6ujde:)spuel F -I :buidE,)spuel JaLAo umOI4S se )10 aie s4uawaiinba-d 5uPPed D :5u[NJed 'sasnAI!We:l-!IlnW/le.L4snp-u-171-eT:)jc)w—woD asn 6uippnq Ajossa:):)V WL'ad aA.qeAMUIWPV I!Wjadasn joulw I!uLJadasn E] Tajinba-d asn Paso=2 6uIuOz ueld IeJaua!) a4m sa!iawoD asn Paso od sak El ON auOZ UOD-'QIOJd Pa4ValeM :jaqwnN laued :auoz U!eldpoc)lj Yv Sak Ej ONN asn paLp Isak ONn auoZ asudiaIU3 lasseqo:) NZC] WILD SaA ON n ueld:)U!:)adS sak D ON V9 eajV uo.qelo!A Sak D ON V9. ueld uOrPV aleA!N :a6ea.oV uinwiuiW asn )paLp Isak D ON ivawaaifiv uo.qeuasuo:) pue-1 TI- s, —Ianed :a:)uepeA :I!uJJad asn :Iuawaaj6V juawdolaAaa :ueld jejaua!) b :a:)Ueulpjo 6uIuOz 10 ale() :P!Jls!(] auOz JaLpo El DaME] :)RdaS El poued jad sq!un Z< Al!we:i-qlnW Willama puZ Ajonamy jenuappwdEl a4s awOH apqoW El IL'L4snPul lePJawwcr) 6upp I nq ajrqlrou5VE] -.aMIT!w—Jad ci 'J(.r f -TV 7v-v_,N_ :ssajppv al!S r5uppq 7,1 :Ssajppv siaumo QL :aftanV laoied :aweN sJaumO #dV la� :# I!wJad 3:)N"V3'1:) JLIWH3d DI'd0I-ddSW3190'dd3AI0S3Id a3AO'dddVkTrvrNOLUONO:) (13'AO-dddV Ir Environmental Health Issues: Septic Permit Review: Agriculture Affidavit Required E] No yes Well Permit Review: Designated Well Site No Yes Land Development Review: Drainage Plan (Com/ind/Multi) F] No E] yes Parcel Created by: El Deeds Date of Creation: Legal Access Provided: / Deed Reference: Legal Access Required: Parcel Frontage on Publicly Maintained Road: [-] No F1 Yes, Road Name: Complies with County Standards for Deed Creation: F] No E] Yes Comments: No Yes No Yes ap Date of Recording: Lot: Block: Book: Page: tro 60 0 T'J't Conditions t Mu Mpt Prior t"O Iffiince of Permit: E] Verify Legal Parcel El Verify Legal Access Provide Creation Deed El Comply withcondition no. of conditions of approval for the F—I Obtain a Certificate of Compliance (See Planning Division for application). 0 Construction across property lines is not permitted (See Land Development for a Merger Application/Lot Line Adjustment). Comply with Old Subdivision Lot Ordinance (Maps Recorded Prior to Book 17 of Maps Page 23). E] Construct road to F1 meet Parcel size required by zone El meet current EHD requirements. Other General Comments: M F11 �"k AND WHEN RECORDED MAIL TO: BUTTE'COUNTY BUILDING DMSION 7 COUNTY CENTER DRIVE OROVILLE, CA 95%5 Recorded Official Records Count Of BUTTE CANDACE J. GRUBBS Recorder ROSEMARY DICKSON Assistant 01:59PM 16 -Jan -2001 REC FEE 7.00 CONFORM .00 Krist� of I Page AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use -of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, PlOwmg, sPr"g, pruning, and harvesting which Occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate 'in the County of Butte, State of California, described as follows: Z_ I!fD-r t4 Z Z> 200-Ky- &_L) /_ F 5u b >v, s i o / - e-0 C ATE 0 4 T- Z 1 '7 674 6. LtF AIE-5-1 'DZ. CW)(2 Z07 -7-F C-OJI) I �;-OIZ _J, 4 . 4 - (oil _&00_0Z -5 Comm #1178398 NOTARY PUBLIC CALIFORNIA 0 0 BUTTE COUNTY —1 My Comm. Expires Apr. 17, 2002 � Date- PROPERTY OWNERS: State of California County of BUTTE On_,_ JANUARY 9. 2001 beforeme, JANET R. HERBERT, NOTARY PUBLIC personally appeared MAKK J. KESTEKSUR ANI) DEBILIKAH J. &EZjTE1C5W ersonally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to we that helshe/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. I ignatu 'u &C--ge�ah 0.- JANET R. HERBERT Comm. #1178398 @ A.P. # kj& NOTARY PUBLIC CALIFORNIA 0 BUTTE COUNTY -4 My Co . Expires Apr. 17, 2002 V mm AND WHEN RECORDED MAEL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 COPY of Document Recorded 16 -Jan -2001 2001-0001691 Has not been compared with original BUTTE COUNTY RECORDER AGRICULTURAL STATEMENT OF ACKNOWLEII)GMENT FOR RESEDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plownig, spraying, pruning, and harvesting which occasional�y gmrate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: HERBERT P JANET K T- Comm. #1178398 o a NOTARY PUBLIC CALIFORNIA 0 BUTTE COUNTY my Comm. Expifes Apr. 17,2002 Date PROPERTY OV*iNERS: State of California County of BUTTE On JAWU , NOTARY PUBLIC ARY 9_2001 before me, JANET R. HERBERT personally appeared MARK J. IMNEEKSUN AND IMISUKA11 J- KESrEKSW personally known to me (or proved to me on the basis of satisfactory evidence) to be the penon(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that helshe/they executed the same in his/her/tbeir authorized capacity(ies), and that by his/her/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the JANETR.HERBERT V 0. Comm. #1178398 I NOTARY PUBLIC CALIFORNIA 0 BUTTE COUNTY kpr. 17,2002 )4 ly L -F 7> Ur 6-OCATF0 47 Z1-7 CAe-LtF c Zu 7-r -F c - 4- -oj,) V. 41-71e oil -&50-OZ3 HERBERT P JANET K T- Comm. #1178398 o a NOTARY PUBLIC CALIFORNIA 0 BUTTE COUNTY my Comm. Expifes Apr. 17,2002 Date PROPERTY OV*iNERS: State of California County of BUTTE On JAWU , NOTARY PUBLIC ARY 9_2001 before me, JANET R. HERBERT personally appeared MARK J. IMNEEKSUN AND IMISUKA11 J- KESrEKSW personally known to me (or proved to me on the basis of satisfactory evidence) to be the penon(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that helshe/they executed the same in his/her/tbeir authorized capacity(ies), and that by his/her/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the JANETR.HERBERT V 0. Comm. #1178398 I NOTARY PUBLIC CALIFORNIA 0 BUTTE COUNTY kpr. 17,2002 DIRECTION 4 N P'A*%XI PRIVACY WAI- - B; O T'NER LAW! ISI C P'-XiL -rn gC 'tj�Cp_UlNPE�� ;-,r.IRS qt pz�v�wa� POOL GENERAL SPECIFICATIONS SIZE 12� X dAREL � DEPTH, TO_�p SHAPE R Fe."(" . 1,6 LINER'i/�Iti�!'i'" POOL CAPACITY GALS. PUMP MOTOR H.P. �'. H. P. FILTER ;,1 SQ. FT. VACUUM LINE&SKIMMER' RETURN LINE'y MAIN DRAIN " SKIMMER MODEL . BACKWASH LINE 0_' OF I/a" FILL LINE ANTI SIPHON VALVE\/ HEATER A11A SIZE BTU GASLINE BY: VENTED BY: LIGHT L pJ CLOCK ELECTRIC BY:,. ELECTRICAL BONDING BY:pepme7"7) POOL CLEANERIS CHLORINATOR BOARD — SIZE BOARD SUPPORTS LADDER —MODEL AMA Water SLIDE # Color _ Hookup GRADING STUB PLUMB J,,,'(ES ❑ NO v3, DECK BY: i•;�1 �'%'""r � ,�,r�:•f'� NOTES SCALE 1/8" = 1'0" DWN BY. DATE CK'D BY. DATE NOT TO SCALE DEEP END SHALLOW END UNLESS OTHERWISE SPECIFIED. POOL IS _ SHALLOW TO - DEEP I HAVE RECEIVED A COPY OF THIS PLAN AND HEREBY APPROVE POOL. AND EQUIPMENT LOCATION CUSTOMER'S SIGNATURE DATE .SPA GENERAL SPECIFICATIONS SPA TYPE: MDL # DIMENSION: DEPTH: COLOR TOTALGALLONS SPA JETS TILE HEATER: PUMP & MOTOR: AIR BLOWER: GAS LINE: PLUMBING FOR SPA: ELECTRICAL: CLOCK: EXCAVATION: DECKING MISCELLANEOUS: SOLAR GENERAL SPECIFICATIONS SQ. FT. POOL SQ. FT. PANEL PANEL TYPE PANEL SIZE NUMBER PANELS PLUMB RUN AUTOMATIC MANUAL THERMOMETERS BOOSTER PUMP SINGLE ❑ DOUBLE ❑ ELECTRIC BY: JOB NO. MAP BOOK NO. LEGAL DESCRIPTION LOT NO. TRACT NO. ROOK—PAGE—BLOCK ESCROW CLOSE TENTATIVE DIG DATE PERMIT OFFICE MGR. SALESMAN OWNER; TO DETERMINE APPROXIMATE ELEVATION OF POOL ON DAY OF EXCAVATION POOL AREA TO BE FENCED, BY OWNER PER COUNTY OR CITY ORDINANCE. GATES TO BE SELF CLOSING AND SELF LATCHING. DO NOT TURN ON POOL LIGHT WHEN POOL IS EMPTY POOL OR SPA NAME ADDRESS t rl /'E L A i"' &S CROSS STREETS RES. PHONE ?1% BUS. PHONE AST 20TH PERFECTIt�N 89 c CO, CA 5928STREET r ; ' , (916) 895-0437 License #566654 AN O Room r,OVERED PATIO ---------- ku) ,4RCFIIT�CTUF'�.4L FLOOR PLAN KITCHEN PANMY------------------------------- !MPROVED Hparalih bco, CA LIVING A GARAGE I GARAGE 2 SARRANO RM -4t*'� CJk-# TOTAL AREA 4;& ;J'-, 4 A I 6 r ARCHITECTURE ENGINEEKIN6 Cter/ N50LTING 530-892-8008 ' 666 f -;LYING V, STE. 3 CHICO, CA 95928 FAX 530-892-Q392 E-MALAEOGROUP@AOLCOM 40"al "I W �— -- LARRY,IWARNERAIA CS1 4w4"ium1wA"T3!m -- 'I" mvwwwwmi�;& Tice Idm, Dimmp. and demgns dopHlxl h*;v4"v?-'s It* exinive property of me Croup and U. Www, XORW and shall not be vped, reWodtxxd o: for any olNr purposo, project or site othv Vixi the intended prolcm Ymhw expfe6*otfwrKtsi poiji3iui, of AEG Gmp rit'd r�4 Wcraef-"?Irxt 1 q CONSULTANTS PROJEMr AYERS RESIDENCE -- JOB SITE LOT 24 ROCKY BLUFFS SUBDIV, (",HIC0, CA CLIENT MICHAEL & JEAN AYERS 57 SATINWOOD WAY MCO, CA OWNER MICHAEL & JEAN AYERS CHICO, CA �A--- RE-VISIONS NO,!Date Desodption I . 12 0EMAL1,;IUSCA DRAWING TITLE ARCHITECTURAL FLOOR PLAN 6CHEME TWO Pian No. Prcj. No. om'm sy. Liw Filo Printed 1112roIO2 Dato 11/12/02 Moog Scale 1/4" = V-0" U,N.0, A c ------————--—— -------------------------------------------------- ----------------------------------------------- LINrz OF WALL E3121-0111 — — — — ,«....— — — — — — — -- — — — «.+.....«....n• -- — — --- — — — — — — — — — --- — — — — — — — — — — — — — — — — — — — — — F L--------------- J L -------aver----------- A c G sO.0 E.- AKCHITECTIAKE ENGINEEKING CONSULTING___ 530-892-M 555 FLYING V, STE, 3 CHICO, CA M28 FAX 630 -W2 -M2 S.MAI AEOGWUPMAOL COM ftwmll� LARRY J WARNER All C511 CI -91M. Vw Ws" Dmykw aw &slWs &pkW hetain am tits ackoW prop" of AM Group W4 U. Www. A,CNW OW **I W b* vopisd, mWockvadoc used for ow ottw onw, p(0)w or sh ottw ffm ft htwYod prro POffr;miull OiAEC Om CMULTAW$ AYERS I RESIDENCE WE LOT 24 ROCKY BLUFFS SUBDIV CHICO, CA WIN WENT MICHAEL & JEAN AYERS 57 SATINWOOD WAY CHICO, CA 95973 ovmErt MICHAEL -& JEAN AYERS CHICO, CA REVISIM No. I sato I Dowdptlon 65COND FLOOR PLAN APPROVED ry I _nmrantni Wealth "A Pro], No, Tram By: MSV LU Dwg, File Pdrded OWSI/0.15 Dole 11/12/02 1/4" 1--0" UXO.`' A E C 6K (JF SHEET An Al 2 M ����� ab��•���'�~"'x•n•,. « •r«,r+•r+'+•"•ir•ir«••r•r"«� r�Iri..91+r'«i '"+`>ay� Imo•-�baa.yy,,, y„� w rar ri°rr«"iri.•.Yii.r. r• r1Os � j �"'*•�u,,,,r, i•r nirr•••r• > ♦r«w••rYrr J.i•5rn';'+�...,...,.....,,ww y.J•'CJJIwr •ir` � rY•ir b"4«riara r yri•>•r++"' " rsrrrri•> �� ��� , r+«�• f ..... Y.rr N0 a 3i13-0 LINE `Y•y...,,. •.y � J� � i�J4lJi.•.l • .q....,v. � . 0>7 1 I i r 4 r w. ireAG" UNIT d OPANE TA ;Ivr= �x w Av."R 7VED �') y $LIfte CoUrlty !'�t� R 1 3 20M I Enaironrrta I I-r"'dith jn "`', to 51TE ro"LAN `ILY-a fi lilt RO r- AKCHITECTUKE EN61N V+r EKIN 530-892m C08 659 FLYING V, CTL- CI� 00, 'W, 9592 FM �U•892-U3�'=. i��Iflfl�l�k�Vv"�.M'�ilY1''+frXtttYS �:adYN�IiIIJ�+a til. i R !�Y`'-�'�' The Idris, uf-a i j'3 'Aad { br yh1 S 6)l*iCAWV '10'.. ' the oxclusivo pTupwAy o,,- Ai+ ' C 3 ip snd SIU Architect and shari not Lxt v f'tA, for any olher pwposa, proje(r or sits othwtfm &:: Intended prvjec; r,i1,:o e ra d f iii«ta e fm i s dAd bump arJ 1.1 'Name, Arcta;", CONSULTANTS AYERS RESIDENCE �I� SITE � LOT 24 BLUFFS SUBDIV., CHICO, CA CLIENT M101HAEL & JEAN AYERS 57 SATlN1l OOD WAY CHI(, -.,O, CA 95973 OWNER MICHAEL & JFK. '1z,11N' A)��..:�:�;A CHI O, CA RE VISIM Na. I Date I De�cri�ti,�.._.r.,.Y..............,......a....._. t V2jVJ�a NI r2'.9GC3ll DRAWING TITLE ARCHITECTURAL 61 1S+ PL,4 Plan No, Proj. No. 'Drawn Py. LJW Dwg. Pile I,JtUli~t'�'I:�s�C�/i='i��SJtI�IW ��'>�`'s'i��f�i•i-1 Printed wo Date Scale 20'-011xo A E c GKOOF SHEET f I