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HomeMy WebLinkAbout060-110-084s 060-11-0-084 99-1290 BPEM AISTHORPE, Robert 5'61 Madrill Ln, Butte Meadow! Contr: Brett Garrity anew single family)f-,44 O(0-11-0-084 99-84A AISTHORPE, ROBERT W. �I LOT 1, BBIGGERS GLENN, BUTTE MEAD. jAG EXEMPT -EQUIP STG) 060-11-0-084 -99-85A I� AISTHORPE, ROBERT W. LOT 1, BBIGGERS GLENN, BUTTE MEAD. %AG EXEMPT -EQUIP STC) 1 ■ i Y'7 NOTES j�/ . 1 RESIDENTIAL 060-11-0-084 - t �, , AISTHO PE, Obert 99-1290 BPEM - �? R PERMI...•�5y � Madrill Ln, Butte Meadow 'Contr:_.Brett Garrity - .: knew single family) _ �. r�, U6, � - 9 9 , .a3 5_1 t C:sa�J ti�Ga i' SPECIAL_ CONDITIONS CHECKED ,, BY SRA �..r•, FLOODCERTIFICATEREQ. !'! FIRE'SPRINKLERS REQ. SPECIAL INSPECTION ITEMS _ -VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER ' *' OFFICE COPY y e = Aw. Address`' " _ �e• w 1.. t L GAS Date Meter By ELECTRIC +` Meter By Date r r 4,1013 FINALED (Date) UC V 'Signature V= OK 0 _' Not OR = Not Applicable Not Ready MOBILE HOMES = Date MOBILE HOME UTILITIES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support Sketch 3. Sewer; Location -Test -Fall -C/O -Concrete 4. Water; Location -Test -Easement Needed (Sketch) 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete 6. Gas; Location -Test -Wrap;-/ /" L'ft. P Nat. or/ /"L"ft./ /'LPG 7. Well Clearance & Disconnect 8. Utility Clearance Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. 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-Rhrs.-Con nectors Shthg.-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rttrs-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 1 7. Elec.; Bonding; Metal w/5' -Circulating Equip Heater' 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg I 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 I V= OK 0 = Not OK - = Not Applicable = Not Ready RESIDENTIAL (Single Date nderfloor (Plans) OK except #'s ng -Setbacks -Easements- food -Slope 2.1/19, Main; Soils-Elec. Grn .-/ JJZ Ftg. Depth tg., Garage; Soils-Steel-Elec. Grnd.-/ i'' Ftg. Depth 4. F ., Porches & Decks; Soils -Steel-/ /" Ftg. Depth Stemwalls, Main; Steel-Blockouts-Wrapped emwalls, Garage; Steel-Blockouts-Wrapped Hold Downs and Special Anchors 9 V.; Fall -Fitting -Test -2 Way C/O-Sey6r Test t 1 F, G2s Pipe; Size Anchors - Yards Piping; Siz� st 11. ter_Pioe: Test-Anchors-Reaulator-Service Test 12_�Kctric Underground 13. P nums & Ducts; Clearance -Material -Support -Ins. 14. Gir3ler's-Sills-Anchor Bolts-Joists-Vents-Crippies 15: ccess & Ventilation 16. Insulation Date Card B-1 Date Card B-1 Date 4AV4 S' Card B-1 to Card B-1 Date n PLUMBING rmit) OK except #'s C 17 ater Htr.; a ccess-Combustion Air Baffle W r Pipe; Test Anchor -Nail Protection Test Fittings & Anchor -Nail Protection 2�2 / er Pan; Test, First Floor -Tub Access ­2t.—'re—st 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 Fi ure & Transformer Clearance -Ins. Protection i c. Receptacles Spacing -Lights & Switches at Doors iz oxes & No. of Conductors Stapled 2 ex Installed Close to Edge of Studs & C.J. 2 .. EEgw<—C;round made up w/Mech Fasteners -Bond Gas & Water 24- "2 Appliance Circuits in Kitchen & Conductor Size GFI 29. Subfeed Wire Size / / ga. Cu or AI-A.C. Wire Size / / ga Cu or AI 30. Range Circle/ / ga Cu or AI -Oven Circ. / / ga Cu or At Insulated Neutral ❑ Yes ❑ No 31. Service -Riser Conductors & Ground Main Disconnect 32. Equip. Clearances Panels-Motors-Mech. Equip. 33. Clothes Closet Light -Shower Light- pa Light 34. Smoke Detector Date 71 Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date /MECHANICAL (Permit) OK except #'s A. A.C. Ducts Insulation & Support Vent Fan, Exhaust above insulation . Condensate ain & Overflow, Size & Grade 69. Gmac -Ve ccess-Comb. Air -Return Air Vent 115 outlet 3 Attic Ac6ess & Platform if Furnace in Attic Date Card B-1 Date Card B-1 Date % Card B-1 Date Card B-1 Date FRAMING (Permit) OK except #'s Materials & Anchors ,fVyalls Studs -Nailing Spacing & Braces -Plates -Sound 4 Bearing Walls over Girders & Floor Nailing (4-Y Daft Stop in Walls (rat proof) re Stops, Furred Ceilings -Stairs -Chasers -Tubs eaders & Beams -Size & Bearing ("frw & Duplex) Date FRAMING (Continued) _T6 Hangers -Post Caps -Anchors -Connectors ling. Joist r ies-Purlin-Roll Brac.-Truss-Shting.-Rfng. �eplace Ties or Type A Flue -Fireplace Throat Clearance _49 -Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles drm. Windows or Exiting Doors -Sill Ht. & Dimensions 5>—,Ta—rage Fire Protection Framing 5�operty Line Firewall & Openings _5!. xt. Doors -One 3' -Check Garage 3rd Story, 2 Exits 54. airs; Width -Headroom -Rise -Run -Landing -Fire Protection 3,,V—Plywood on Roof Overhang -Attic Vents -Rafter Outriggers yS iding-Nailing Veneer $7!S`tucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 58, --Glazing Area -Glass Protection -Skylights -Plastic 3g/hear Walls; Nailing -Bolts 60!16race Interior/Exterior Wall nets 61. Insulation -Walls -Ceilings 62. Infiltration -Walls -Windows Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s Ext. Steps -Door & Sidelight Protection -Landings 6 Sm0Ye•Detector 6. urnace Vents -clearance -Comb, Air-Connector- In.Garage; Above Floor-Ducts-Mech. Protection B§rdroom Exiting Bath Fixtures & Tub Access -Spa eg'-Elec. Trim & Subpanel, Breaker Sizes & Labels �@9.."St'airs & Rails 7,0,."Fireplace or Stove, Clearance -Hearth 1. Elec. Outlets at Wood Panel, Int. & Ext. Zfl. Kit. Fixt. & Appliance; Ground -Air Gap -Cooking Clearance Elec. Outlets & Receptacles at Kit. Counter Garage Fire Door; Swing -Landing -Closure A.C. Duct in Garage -Damper 76/ Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection Plb., Elec. & Mech. Equip. Listed for Location 7e'/Elec. Receptacles in Garage (F.F.I.)-Romex Protection 7 . Insulation -Foam -Looked in Attic 166. Guard Rails & Deck Construction -Post Caps Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor ❑ Yes 0 Following Instld./Drive J Yes J No/Walks :J Yes J No/Planters J Yes J No VStucco Brown -Finish B4' A.C. Unit Disconnect, Electrical -Plumbing Vents Above Roof, Pibg-Appliance-Fireplace-Clearance to Openings ----e6-'Wbter Well, Disconnect, Electrical, Plumbing Y'. Exterior Elec. Trim, G.F.I. Receptacle -Underground EI,d Ventilation Throughout House 8/ Glass Protection 99/ Corrections from Previous Inspections 9r/. Gas Test -Meters Tagged, Gas -Electric Vater & Sewer Connected -C/O to Grade -HD Approval 9 Energy Compliance Certificate -Other Certificates 94.Address Posted Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7, County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 P RMIT NO. (Rev. 12/96) APPLICATION AND PERMIT 9 9 / ASSESSOR PARCEL NUMBER 060-11-0-084 ZONING BUILDING PERMIT OWNER ROBERT AISTHORP TELEPHONE SO. FT. OCC. BUILDING VALUATION - OWNERSLIUU�LOTT ROAD, DURHAM 1517 R 81 918.00 640 U 11, 520.00 cDMMARRITY RtMcoNrRTW4MAV TELEPHO342-3986 676 COV 8 788.00 a°1Yr 'ROAD, CHICO CONSTRUCTION LENDER LENDER'S MAILING ADDRESS Fireplace 0 1,500.00 Total valuation $ ' ' 103 726.00 ARCHITECT OR ENGINEER LARRY WARNER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ 653.50 ARCH CT OR ENGINEERS MAILING ADDRESS L890 CONNERS COURT, CHICO Plan Checking Fee $ 424.80 BUILDING ADDREEnergy ©/ MADILL LANE BUTTE MEADOWS Plan Checking Fee $ 23.00 $ PERMIT FEE S 1121.30 LAT NO. SUBDNIS IONS NAME PARCEL MAP PLUMBING PERMIT Filing Feel 20.00 USEOFSTRUCTURE SF 0Duplex ❑ Mobilehome ❑ Other sPECIFv Each Trap 9 7-0063.00 Solar or heat pump water heater 23.00 Water piping 15.00 15.00 Each as water heater or vent 15.00 00 TYPE OF WORK New Iff Addition ❑ Remodel ❑ Unities ❑ Installation ❑ Other ❑ Describe Work: SINGLE FAMILY Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 19-00 Mobile Home I S I G I W 1@20.00 PERMIT FEE $ ELECTRICAL PERMIT I Fling Fee 20.00 OOOV OR LES Main Service ZOOAORLESS 23.00 21- 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 'L full Orce and effect. I O//1 /'[� 1 � T '1 '1 License Class Lic. No. n IVVI 1 ✓ OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service 200A TO 1OCU00A 46.00 NEW CONST. owELLNG occuP. 3.5Qso. OR ADDNS. ( FT. NEW CONST. MULACC �iEf NC.RESID. C 97.50 FOWER APPARATUS 8 SINGLE OUTLET CIR. 20@ ' �� Ex. OCCU OUTLET OR FOCTURES BAL @ .50 Ex. Occup. ourEiFis RESIDOEA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number 1 (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, andiagree that if I should become subject to the workers' compensation provisions./of section 3700 of the Labor Code, I shall Tith comply with those provisions. Signa forth X Date6111,va of Appcan - 11 Owner -11 Contractor 13 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 is nn Cooling 1 00 Hood 6.50 ra so Ventilation PERMIT FEIE S 61-00 Mobile Home Installation Fee $ Energy Inspection Fee $ Occ R CONST. TYPE VV TOTAL FEE ,$ 14890 HA D IMP CDF p EL H IS E This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indi ove for wh' fee have been paid. ,7 -z By Date PE EXPIRES ON ��Z Tate Receipt No. 265081512 , 83 3 WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDEN OD -APPLICANT SRS COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive - Oroville, California 95965 - Telephone (530) 538-7541 PERMIT NO. APPLICATION AND PERMIT �� /o? -5; S ASSESSOR PARCEL NUMBERzorxNG� _ BUILDINGPERMIT OWNER TEUP" NE SO. FT. OCC. BUILDING VALUATION OWNERS !AILING ADDRESS I 10 figo r ��sao COAME NTRACT R'S ',—'4 �'4- �� TELEPHONE 3 326;G -7CO CONTRAC '6 MAILING ADDRESS f/O ` GAO /fir CONSTRUCTION LENDER Fireplace Q 1 5 D O LENDER'S MAILING ADDRESS Total valuation 3 r - ARCHME OR ENGINEER LICErNSE NO. 6 1 � Filing Fee $ 20.00 L Permit Fee 5 D $ O , sC-) ARC Cr OR ENGI EERS MAILING ADDRESS 11 Q VLA r 0 Plan Checking Fee Q $ BUILDING ADD Ess/ �©� �� Energy Plan Checking Fee $ �-0 w 3 l PERMIT FEE $ 8 LOT NO. sUBomsioNSNAME ° L .., ' PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF B Duplex ❑ Mobllehome ❑ Other SPEC" Each Tr 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 p -q Each as water heater or vent 15.00 D'9 TYPE OF WORK New 0YAdd'ition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: Gas piping system 1 - 5 outlets 15.00 d�V Building sewer 15.00 01-0 Mobile Home I S I G I W @20.00 PERMIT FEE $ r 0-D ELECTRICAL PERMIT Fling Fee 20.00 Main Service z�oo°YA oR LE. 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that 1 am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ 1, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' Compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit Is Issued. ❑ 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed if the permit Is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that In the performance of the work for which this permit Is Issued, I shall` not employ any person In any manner so as to become subject to workers',,AZ. laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, 1 shall forthwith comply with those provisions. X Date Signature of Applicant - ❑ Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 60° deep and demolition or construction of structures over 3 stories in height. Main Service TO t000A 46.00so WEIL200A NEW CONST. OWEACC. OCCuP. 3.5QFr.. . OR ADDNS. a ACC. el0S. p ON-R;eSMID' MULTI OUTLET 97.50 -5 O POWER APPARATUS a SINGLE oun r cm EX. Occu OUTLET OR FDRURES BAL I.w Ex. Occup: ounETs' RM.16.°REw 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 ` —50 PERMIT FEE $ MECHANICAL PERMIT Fling Fee 20.00 Heating li 10 c ep 0 0 ` Cooling'� � � ° Hood 6.50 Ventilation PERMIT FEI: $ Mobile Home Installation Fee S En gy Inspection ee 1/9C/ $V LV6, &D 0 TOTAL F a765, ' D FEESIMP / c PAR HD ISSUEcompensation This permit is hereby Issued under of the Butte County Code and/or indicated above for which fees have By .a PERMIT EXPIRES ON the applicable provisions Resolutions to do work been paid. Date _ fa ReceiptNo. d '� CS 311 WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK-INSPECYOR GOLDENROD -APPLICANT . i 1 �z 6 2,,,,,55 I. 4 � Pr -%'it t � tt rr�� t1'l' � ,�.If* I f*I � P �'gGK!'Wo!r.,,� ``' ; y�{ �(t• t^r.N ..4' l°iy:S► «" y jri: :•,�,. 1+. i t ti COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 PE"IT APPLICATION DATA SHEET t OWNER: A i A/' 'e- ASSESSORPARCELNUMBER: a AID Proposeduildmi g Use: ?T— Building Inspector: _ Date- At time of permit application, I as advised the following data must he submitted'rior to permit'rocessing and/or issuance: Date Received By Q 1. All iiems have been submitted --------------------'------------------- --------- --------- �j/"` f. . Plot plans, 3/4 sets, signed by the preparer of plans. =. U--- ---- ----- ----------------------------------- �- 03. Complete plans, 3/4 sets, signed by the preparer of plans. --------------------=-------------------------------- 114. 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.------------------------------------------------------------------------------------------ O�❑ 9. anufactured Home data and installation instructions mcludin Ti , j� e�ifications------------------ O Fees of $------C�-- f- ---=--=- 1------------------------------ pact fees as shown on the attached schedule. - ----- ----4--- /0'flgll. --- if orma Department of Forestry plan appro al/fees. - ❑ 13. lood elevation certificate. ------------------------ ------_ Sanitation and plot plan approvalefA4,L L Health Department. ❑ 15. City of Chico plumbing permit. --------------------------------------- ❑ 16. Plot plan and business license approval from the City of Biggs. ---------------------------------------------- WPlanning approval for (A) Use: ICL (B) Parking: -------------------------- _— _Contact-Land.Development aboutI*f6i ements, ❑ Drainage, IVLegal Parcel. ------------------ -- El 19. Encroachment Permit for driveway (construction approval prior to occupancy). ---------------------------- 020. Pre -inspection for required Request to Building Inspector on (Date) 112 1. Contractor's license information. (Number, Name Style, Classification). ------------------------------------ 0 22. Workers' Compensation carrier and policy number. ----------------------------------------------------------- tj ❑23. Owner -Builder Verification (Given to owner ❑, Mailed to owner 11) - -------------------------------------- ❑ . Letter of signature authorization. ------------------------------ - ' v 25. Recorded copy of Agricultural Acknowledgment Statement, --------------------------------------------------- El 2 6. ---------------------------------------------❑26. Letter of intent on building use. ----------------------------------------------------------------------------------- ❑ 27. Manufactured Home utility clearance. --------------------------------------------------------------------------- ❑ 28. Existing violations and/or expired permits. ---------------------------------------------------------------------- 433 A, ❑Grant Deed, ❑ M.H. Title, ❑ Check to H.C.D , _______________ ther:-____-- When you issu the permit, process follows �Mai/ll o owner, ❑Mail to contractor. ❑ Telephone 'N 'L 39 and hold for pickup. at L 0 office. ❑ Deliver with inspector. Applicant: � Date: «� Copy of Haz-Mat form sent ❑ Health Department, 11 Fire Department, ❑Air Pollution ate: By: Copy of plans sent ❑ Health Department, ❑ Fire Department, ❑ Other: Date: By: 1. Index permit application for the above items numbered: ❑ Plan Check List 2. Additional items required: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: ^- Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date:_ 1 Plans reviewed by: Date: Plans approved by: Date: % —� T Sets of plans on hold in ❑ Plan Cabinet, ❑ A.P. folder. Note transfer by: Date: E.H. USE ONLY Plot Plan Att.ch.d Yr -e * Floor Plan Atta h.d S.nt to S.D. TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance A a li doe l -a/ 3� 460 --//D —0,?* Owner Location AP# Plan Approved for: Sewage Disposal x Water Supply: Public k Private Well Clearance for Wig. Other 3 6,1,-.,-7 Hold final for: Final clearance O.K. for: NOTE: c•,BGt/��r. l �,�sa 6-zl-99 Environmental Health Specialist Date 8/96 5C 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 PROPOSED BUILDING USES// -- 1/1 ' (?7� R% BUILDING PERMIT FEES -- Balance Due ................ $ ' -- Additional Fees Due ........... $ -- Additional Fees Due ............ $ I -Revised Plan Checking Fee ....... $ tX 2: SCHOOL DISTRICT FEES Pd -e_ aid at District Office) 3. SHERIFF FEES (paid at Building Division) Residential ........ x $360.00 = $�=C� 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) A.P. # 06 Z) — //0 DATE t / / RECEIPT # DATE REC 7L J-3 6. THERMALITO DRAINAGE DISTRICT FEES . $510.00'(paid at Building Division) f�KRA FIRE INSPECTION AND PLAN CHECK / $89.00 (paid at Building Division) ,'Q G l it /'9 ( l� � r �✓ �� 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. APPLICANT 1 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) " E BUTTE COUNTY'SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) t School District �� Building DepaAMent No. A.P. Number nQ -0& Jurisdiction: City County Property Owner�1 _� fl✓+ /��./ Property Location/Address Subdivision Lot No. .........................................................................:......................._.............., Residential Developmerit t l Sq. Footage / No o� g Mobile Home Addition/ *Supplemental to (Grou R) Units Installation Conversion Permit # "(No foundation inspection)' ................................................................................................................... Commercial/Industrial ' . F -', ws'" ^'.T_"'Ad �} _.: `-;o-„-- --;r st... Y -;.4: NeJQ? Footage (In°cluding Exteriorw�-- Roofed Areas) Buildi epa ment Representative Date 0 (Floor Plans reviewed by School District Personnel) Dis ict Identification No. School District certifies that & (Applicant) 4/5iz.. (Stree Address) f (Phone Number) Sibr.r.1:..:�..Ni+..1iiH+•.".a.a.•iii' +Nµ: .li..u-C:.c�i.S � �� (City) ..-:,,.. has- complied with the requirements of Resolution No: .s r I - • /�� representing square feet. Paid by Check N !�; Remarks: (State) (Zip Code) by payment of $ r%�p? 7 G� / AB 2926 $ FULL MITIGATION E Date Notice: You may protest the imposition of the fees identified above by submitting a written protest to the District, in compliance with Government Code Section 66020(x), within 90 days from the date fees are paid. Failure 90"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.xis (10/98)dmm AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95%5 Z an COPY of, Document Recorded 21 -Jul -1999 , 1999-0030869 Has not been compared with original BUTTE COUNTY RECORDER 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, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real, roe p p rty situate in the County of Butte, State of California, described as follows:::;. i Date 19 PROPERTY OWNERS: State of California County of Butte ) On ,71, 1 y 2 0 ,1.999 before me, Lucy A. Pershall, notary public personally appeared ROBERT"W. AISTHORPE personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) Is/ re subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the persons) acted, executed the instrument. WITNESS my hand and off' ' seal. s• natd $em' hLUCY A. PERSHALL r M p , Comm. it Ivve344 ® NOTARY PUBL.0 CALIFORNIA 0 A.P. # 0&0 Ito — 0" / BUTTE COUNTY � My Comm. Exphes Mar. 24, 2000 ALTA OWNERS POLICY ORDER'NO.. BU -168968 MC (REGIONAL EXCEPTIONS) ; EXHIBIT "An THE LAND REFERRED TO IN THIS POLICY IS SITUATED IN THE STATE -.OF CALIFORNIA, COUNTY OF BUTTE, AND IS DESCRIBED AS FOLLOWS: PARCEL I: LOT 1, AS SHOWN ON THAT CERTAIN MAP ENTITLED,'•°"BLGGERS GLEN SUBDIVISION", WHICH MAP WAS RECORDED IN THE OFI"ICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON SEPTEMBER 30, 1993, IN BOOK 130 OF. MAPS, AT PAGE (S) ' 51, 52, 53, 54, 551 56,',. 51., AND 58. PARCEL II• A 20 FOOT EMERGENCY EXIT . EASEMENT OVER LOT 151 AS ' SHOWN. ON THAT CERTAIN MAP ENTITLED, "BIGGERS GLEN SUBDIVISION",. WHICH MAP WAS RECORDED IN THE OFFICE OF THE. RECORDER OF THE COUNTY OF BUTTE, STATE. OF CALIFORNIA, ON SEPTEMBER 30, 1993, IN BOOK 130 OF MAPS, AT PAGE(S) 51, 52, 53, 54, 55, 56, 57 AND 58. A*E*C GROUP ARCHITECTURE ENGINEERING CONSULTING Larry J. Warner ARCHITECT A.I.A 530-892-8008 389 Connors Ct. D Chico, CA 95926 E-MAIL July 9, 1999 Butte County Building Department 7 County Center Drive Oroville, CA. 95965 RE: Plan check for Aisthorpe residence, #99-1290 Below is my response to a list of questions I received yesterday. The numbers correspond to the numbers on the plan check list. 1. There are no shear or brace walls on line One. The loads are transferred to the adjacent line (line 2) by way of the roof diaphragm, and are transferred to the. shear walls at that line. 2. the wall types on page B are related to the stud wall type within Maxquake. Please note that it also lists the shear required in PLF. This PLF is used in the shear wall summary and the wall types and number are taken from my shear wall schedule, which is attached in calc's just behind the shear wall summary. 3. The ties or straps are listed and noted on page 10 as tie strap or continuous joist/plate. The continuous plate has been used where applicable. I have also revised sheet S1-2 with straps. 4. At line 2 on the roof plan we have called out a CS20 strap continuous, which has equal or greater capacity than that of 4" nailing per R-4. 5. Have attached revised roof plan, S1-3, which references detail 5 A- 5-1 @ shear wall. Original plans also called out for CS20 strap countinuous. J. Warner, A.I.A Larry I Warner A.I.A., Architect 389 Connors CT. Suite D Chico, CA 95926 Aisthorpe 99-1290 Why were no loads assigned to line 1? Where did they go and how did you get them there? Page 8 of calculations calls out wall types which differ from summary designations. Pages 10, 11, and 12 identify diaphragm compositions specifying ties, straps, etc. Please include these on plans. Diaphragm calculations on page 11 indicate that at line 2, diaphragm should be "R4". Plans do not.I ect this: 5 Wall line "C" - how will load from the right be transmitted to the shear walls? Mui J/1 F I ( 1 0 - A/ 1- 1 7 --j- �� � LIr'1ITED STi2U GTU SAL GALGULATIONS FOR NEW HOr-lE FOR ROBERT A15THORPE JOB SITE BUTTE I-IEDOWS, GA A*E•C GROUP ARCHITECTURE + ENGINEERING + CONSULTING Larry J. Warner A.I.A.,.ARCHITECT 389 CONNORS CT., SUITE D CHICO, CALIFORNIA 95926 530-892-8008 r PROJECT: AISTHORPE SFR PROD. No. ► LOCATION: BUTTE MEDOWS, CA DATE: 6/2/99 BY: LJW PAGE 1 OF CODES: Uniform building code, 1994 Edition AISC, Manual of steel construction, 9th Edition ACI, Manual of Concrete Practice, 1988 Edition AITC, Timber Construction Manual MATERIAL: Concrete: f c = 2,500 psi min. @ 28 days Masonry: f = 1500 psi Mortor: f c = 1800 psi, Type "S" Grout: f = 2500 psi @ 28 days Steel Reinforcing: ASTM A-615 Grade 40 for #4 or smaller ASTM A-615 Grade 50 for #5 or larger Structural Steel: ASTM A-36 Steel Pipe: ASTM A53 Grade B Steel Tubing: ASTM A500 Grade A or B Machine Bolts: ASTM A307 Grade A Anchor Bolts: ASTM A307 Grade A, unfinished Wood Connectors: Simpson Strong -Tie or equal Wood: Light Framing: Const. Grade Douglas Fir Struct. Lt Framing, Joists & Planks: Doug, Fir No. 2 Beams & Stringers, Posts & Timbers: Doug Fir No. 1 Plywood: A.P.A. Rated sheathing, Grade CD, UBC Std.25-9 Glue -Lam Timber: ANSI / AITC A190.1-1983 Simple Spans: 24F -V4 Combination Cantilevers: 24F -V8 Combination LOADS: Roof Live Load: 149 psf Snow Floor Live Load: 40 psf W/ REDUCTION 104.3 PSF Seismic Zone: 3 Wind Speed: 75 mph Exposure: b Method 2 used unless noted otherwise. Allowed Soil Bearing: 1,200 psf NOTE: Any structural or non-structural items that are not specifically addressed in the following calculations and or details are designed by others and are not the responsibility of AEC Group, Larry J. Warner AIA, Architect. Verification of the soil conditions at the project site to determine the expansive or bearing capacity is by others. AEC GROUP., Larry J. Warner AIA, Architect, 389-D Connors Ct., Chico, CA 95926, 530-892-8008 ' PROJECT: AISTHORPE SFR PROD. No.. -, LOCATION: BUTTE MEDOWS, CA DATE: 6/2/99 BY: LAW PAGE 2 OF ROOF DEAD LOAD CALCULATIONS CONVENTIONAL FRAMED ROOF ROOFING 2.5 PSF 1/2" CDX PLY 1.5 2x10 @ 16" O.C. 3.5 2x6 @ 16" O.C. 2.2 5/8" GYP BRD. 2.8 INSUL 0.5 MISC 0.5 TOTAL 13.5 PSY USE 14.0 PSF. TRUSSED ROOF SYSTEM ROOFING 2.5 PSF 1/2" CDX PLY 1.5 TRUSSES @ 16" O.C. 5.0 5/8" GYP BRD. 2.8 INSUL 0.5 MISC 0.5 TOTAL 12.8 PSF USE 14.0 PSF. FLOOR SYSTEM 15.0 PSF EXT. FINISH 3.0 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 MISC 1.0 MISC& INSUL 1.5 FLOORING 3.5 FLOORING 1.0 TOTAL 9.6 PSF TOTAL USE 10.0 PSF. EXTERIOR FRAMED WALLS 15.0 PSF EXT. FINISH 3.0 PSF SHEAR,PLY 1.5 FRAMING 2.0 GYP BRD 2.2 INT. FINISH 0.5 INSUL 0.5 TOTAL 9.7 PSF USE 10.0 PSF. CONCRETE FLOOR SLAB 15.0 PSF SHEATHING 2.3 FRAMING 3.5 INSULATION 0.5 TOTAL 21.3 PSF USE 21.3 PSF 9.0 PSF USE 10.0 PSF. INTERIOR FRAMED WALLS GYP. BRD 2.2 PSF FRAMING 2.0 GYP. BRD 2.2 FINISHOES N/A INSUL N/A TOTAL 6.4 PSF USE 4.4 PSF. AEC GROUP., Larry J. Warner AIA, Architect, 389-D Connors Ct.., Chico, CA 95926, 530-892-8008 0 i.� Square Footing Design f 94 UBC (91 NDS) ) StruCalc 4.06 By: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 Proiect: AISTH-1 - Location: FTG -C-2 Summary: Size: 3.67 FT x 3.67 FT x 12:00 IN Reinforcement: #4 BARS @ 9.00 IN O.C. E/W Or (5) #4 BARS EMI Footing Loads: Live Load: PL= 24009 LB Dead Load: PD= 3246 LB Total Load: PT= 27255 LB Ultimate factored load: Pu= 45360 LB Footing Properties: Allowable soil bearing pressure: Qs= 1500 PSF Effective soil bearing pressure:(with increase) Qe= 2151 PSF Concrete compressive strength: F'c= 2500 PSI Reinforcing steel yield strength: Fy= 40000 PSI Concrete reinforcement cover: c= 3.00 IN Selected Size: Length: L= 3.67 FT Width: W= 3.67 FT Area: A= 13.47 SF Ultimate bearing pressure: Qu= 3368 PSF Column Base Dimensions: Length: 1= 6.00 IN Width: w= 6(00 IN Footing Size Selection: Required footing area: Areq= 12.67 SF Minimum footing size required: Lreq= 3.56 FT Footing depth based on shear stresses: Selected footing depth: D= 12.00 IN Effective steel depth: d= 8.25 IN Punching Stress Calculations: Critical perimeter: Bo= 57.00 IN Punching shear: Vu1= 40611 LB Punching shear stress: vu1= 102 PSI Allowable punching shear stress: vc1= 200 PSI Beam shear stress calculations: Beam shear: Vu2= 11093 LB Beam shear stress: vu2= 36 PSI Allowable beam shear stress: vc2= 100 PSI Bending Requirements: Factored moment: Mu= 186300 IN -LB Concrete compressive block depth: a= 0.27 IN Minimum Steel Requirements: Steel required based on moment: As(1)= 0.17 IN2/FT Minimum code required reinforcement: As(2)= 0.23 IN2/FT Controlling reinforcing steel: As reqd= 0.23 IN2/FT Selected reinforcement: #4 BARS (a, 9.00 IN. O.C. As= 0.26 IN2/FT Development Length Required: Ld= 12.00 IN Development Length Supplied: Ld_sup= 18.02 IN or Square Footing Design ( 94 UBC (91 NDS)) By: Larry J. Warner A.I.A., AEC Group on: StruCalc 4.06 06-04-1999. V/ Protect: AISTH-1 -Location: FTG -C-3 Summary: Size: 2.67 FT x 2.67 FT x 12.00 IN Reinforcement: #4 BARS @ 13.00 IN O.C. EM Or (3) #4 BARS E/W Footing Loads: Live Load: PL= 10417 LB Dead Load: PD= 1412 LB Total Load: PT= 11829 LB Ultimate factored load: Pu= 19686 LB Footing Properties: Allowable soil bearing pressure: Qs= 1500 PSF Effective soil bearing pressure:(with increase) Qe= 1851 PSF Concrete compressive strength: F'c= 2500 PSI Reinforcing steel yield strength: Fy= 40000 PSI Concrete reinforcement cover: c= 3.00 IN Selected Size: Length: L= 2.67 FT Width: W= 2.67 FT Area: A= 7.13 SF Ultimate bearing pressure: Qu= 2761 PSF Column Base Dimensions: Length: 1= 5.50 IN Width: w= 5.50 IN Footing Size Selection: Required footing area: Areq= 6.39 SF Minimum footing size required: Lreq= 2.53 FT Footing depth based on shear stresses: Selected footing depth: D=t 12.00 IN Effective steel depth: d= 8.25 IN Punching Stress Calculations: Critical perimeter: Bo= 55.00 IN Punching shear: Vu1= 16060 LB Punching shear stress: vu1= 42 PSI Allowable punching shear stress: vc1= 200 PSI Beam shear stress calculations: Beam shear: Vu2= 3084 LB Beam shear stress: vu2= 14 PSI Allowable beam shear stress: vc2= 100 PSI Bending Requirements: Factored moment: Mu= 54097 IN -LB Concrete compressive block depth: a= 0.11 IN Minimum Steel Requirements: Steel required based on moment: As(1)= 0.07 IN2/FT Minimum code required reinforcement: As(2)= 0.09 IN2/FT Controlling reinforcing steel: As reqd= 0.09 IN2/FT Selected reinforcement: #4 BARS (5 13.00 IN. O.C. As= 0.18 IN2/FT Square Footing Design ( 94 UBC (91 NDS) ) StruCalc 4.06 By: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 Project: AISTH-1 - Location: FTG -C-6 Summary: Size: 2.67 FT x 2.67 FT x 12.00 IN Reinforcement: #4 BARS c@ 13.00 IN O.C. E/W Or (3) #4 BARS E/W Footing Loads: Live Load: Dead Load: Total Load: Ultimate factored load: Footing Properties: Allowable soil bearing pressure: Effective soil bearing pressure -.(with increase) Concrete compressive strength: Reinforcing steel vield strength: Concrete reinforcement cover: Selected Size: Length: Width: Area: Ultimate bearing pressure: Column Base Dimensions: Length: Width: Footing Size Selection: Required footing area: Minimum footing size required: Footing depth based on shear stresses: Selected footing depth: Effective steel depth: Punching Stress Calculations: Critical perimeter: Punching shear: Punching shear stress: Allowable punching shear stress: Beam shear stress calculations: Beam shear: Beam shear stress: Allowable beam shear stress: Bending Requirements: Factored moment: Concrete compressive block depth: Minimum Steel Requirements: Steel required based on moment: Minimum code required reinforcement: Controlling reinforcing steel: Selected reinforcement: PL= 10417 LB PD= 1412 LB PT= 11829 LB Pu= 19686 LB Qs= 1500 PSF Qe= 1851 PSF F'c= 2500 PSI Fy= 40000 PSI C= 3.00 IN L= 2.67 FT W= 2.67 FT A= 7.13 SF Qu= 2761 PSF 1= 5.50 IN w= 5.50 IN Areq= 6.39 SF Lreq= 2.53 FT D= 12.00 IN d= 8.25 IN Bo= 55.00 IN Vu1= 16060 LB vu1= 42 PSI vc1= 200 PSI Vu2= 3084 LB vu2= 14 PSI vc2= 100 PSI Mu= 54097 IN -LB a= 0.11 IN As(1)= 0.07 IN2/FT As(2)= 0.09 IN2/FT As reqd= 0.09 IN2/FT #4 BARS 02 13.00 IN. O.C. As= 0.18 IN2/FT Square Footing Design f 94 UBC (91 NDS) ) StruCalc 4.06 By: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 r Project: AISTH-1 - Location: FTG -C-7 t Summary: Size: 2.0 FT x 2.0 FT x 12.00 IN Reinforcement: #4 BARS @ 9.00 IN O.C. E/W Or (3) #4 BARS ENV Footing Loads: Live Load: Dead Load: Total Load: Ultimate factored load: Footing Properties: Allowable soil bearing pressure: Effective soil bearing pressure:(with increase) Concrete compressive strength: Reinforcing steel yield strength: Concrete reinforcement cover: Selected Size: Length: Width: Area: Ultimate bearing pressure: Column Base Dimensions: Length: Width: Footing Size Selection: Required footing area: Minimum footing size required: Footing depth based on shear stresses: Selected footing depth: Effective steel depth: Punching Stress Calculations: Critical perimeter: Punching shear: Punching shear stress: Allowable punching shear stress. Beam shear stress calculations: Beam shear: Beam shear stress: Allowable beam shear stress: Bending Requirements: Factored moment: Concrete compressive block depth: Minimum Steel Requirements: Steel required based on moment: Minimum code required reinforcement: Controlling reinforcing steel: Selected reinforcement: PL= 5693 LB PD= 752 LB PT= 6445 LB Pu= 10731 LB Qs= 1500 PSF Qe= 1650 PSF F'c= 2500 PSI Fy= 40000 PSI C= 3.00 IN L= 2.0 FT , W= 2.0 FT A= 4.0 SF Glu= 2683 PSF 1= 5.50 IN w= 5.50 IN Areq= 3.91 SF Lreq= 1.98 FT D= 12.00 IN d= 8.25 IN Bo= 55.00 IN Vu1= 7209 LB vu1= 19 PSI vcl= 200 PSI Vu2= 447 LB vu2= 3 PSI . vc2= 100 PSI Mu= 19128 IN -LB a= 0.05 IN As(1)= 0.03 IN2/FT As(2)= 0.04 IN2/FT As regd= 0.04 IN2/FT #4 BARS (a) 9.00 IN. O.C. As= 0.26 IN2/FT Square Footing Design ( 94 UBC (91 NDS) ) StruCalc 4.06 By: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 + Prosect: AISTH-1 - Location: FTG -C-8 ~ Summary: Size: 1.5 FT x 1.5 FT x 12.00 IN Reinforcement: #4 BARS c@ 6.00 IN O.C. E/W Or (3) #4 BARS E/W Footing Loads: Live Load: Dead Load: Total Load: Ultimate factored load: Footing Properties: Allowable soil bearing pressure: Effective soil bearing pressure:(with increase) Concrete compressive strength: Reinforcing steel yield strength: Concrete reinforcement cover: Selected Size: Length: Width: Area: Ultimate bearing pressure: Column Base Dimensions: Length: Width: Footing Size Selection: Required footing area: Minimum footing size required: Footing depth based on shear stresses: Selected footing depth: Effective steel depth: Punching Stress Calculations: Critical perimeter: Punching shear: Punching shear stress: Allowable punching shear stress: Beam shear stress calculations: Beam shear: Beam shear stress: Allowable beam shear stress: Bending Requirements: Factored moment: Concrete compressive block depth: Minimum Steel Requirements: Steel required based on moment: Minimum code required reinforcement: Controlling reinforcing steel: Selected reinforcement: PL= 2438 LB PD= 314 LB PT= 2752 LB Pu= 4584 LB Qs= 1500 PSF Qe= 1500 PSF F'c= 2500 PSI Fv= 40000 PSI C= 3.00 IN L= 1.5 FT W= 1.5 FT A= 2.25 SF Qu= 2037 PSF 1= 3.50 IN W= 3.50 IN Areq= 1.83 SF Lreq= 1.35 FT D= 12.00 IN d= 8.25 IN Bo= 47.00 IN Vu1= 2631 LB vu1= 8 PSI vc1= 200 PSI Vu2= 0 LB vu2= 0 PSI vc2= 100 PSI Mu= 6693 IN -LB a= 0.02 IN As(1)= 0.02 IN2/FT As(2)= 0.02 IN2/FT As reqd= 0.02 IN2/FT #4 BARS A 6.00 IN. O.C. As= 0.39 IN2/FT Square Footing Design ( 94 UBC (91 NDS) ) StruCalc 4.06 By: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 Proiect: AISTH-1 - Location: FTG-C-9 Summary: Size: 1.5 FT x 1.5 FT x 12.00 IN Reinforcement: #4 BARS @ 6.00 IN O.C. E/W Or (3) #4 BARS EM Footing Loads: Live Load: PL= 2126 LB Dead Load: PD= 446 LB Total Load: PT= 2572 LB Ultimate factored load: Pu= 4239 LB Footing Properties: Allowable soil bearing pressure: Qs= 1500 PSF Effective soil bearing pressure:(with increase) Qe= 1500 PSF Concrete compressive strength: F'c= 2500 PSI Reinforcing steel yield strength: Fv= 40000 PSI Concrete reinforcement cover: c= 3.00 IN Selected Size: Length: L= 1.5 FT Width: W= 1.5 FT Area: A= 2.25 SF Ultimate bearing pressure: Qu= 1884 PSF Column Base Dimensions: Length: 1= 5.50 IN Width: w= 3.50 IN Footing Size Selection: Required footing area: Areq= 1.71 SF Minimum footing size required: Lreq= 1.31 FT Footing depth based on shear stresses: Selected footing depth: D= 12.00 IN Effective steel depth: d= 8.25 IN Punching Stress Calculations: Critical perimeter: Bo= 51.00 IN Punching shear: Vu1= 2125 LB Punching shear stress: vu1= 6 PSI Allowable punching shear stress: vc1= 200 PSI Beam shear stress calculations: Beam shear: Vu2= 0 LB Beam shear stress: vu2= 0 PSI Allowable beam shear stress: vc2= 100 PSI Bending Requirements: Factored moment: Mu= 6189 IN-LB Concrete compressive block depth: a= 0.02 IN Minimum Steel Requirements: Steel required based on moment: As(1)= 0.01 IN2/FT Minimum code required reinforcement: As(2)= 0.02 IN2/FT Controlling reinforcing steel: As reqd= 0.02 IN2/FT Selected reinforcement: #4 BARS A 6.00 IN. O.C. As= 0.39 IN2/FT Square Footing Design f 94 UBC (91 NDS) ) StruCalc 4.06 By: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 Project: AISTH-1 - Location: FTG -C-10 Summary: Size: 2.67 FT x 2.67 FT x 12.00 IN Reinforcement: #4 BARS @ 13.00 IN O.C. E/W Or (3) #4 BARS E/W Footing Loads: Live Load: Dead Load: Total Load: Ultimate factored load: Footing Properties: Allowable soil bearing pressure: ' Effective soil bearing pressure:(with increase) Concrete compressive strength: Reinforcing steel yield strength: Concrete reinforcement cover:' Selected Size: ^� Length: Width: Area: Ultimate bearing pressure: Column Base Dimensions: Length: Width: Footing Size Selection: Required footing area: Minimum footing size required: Footing depth based on shear stresses: Selected footing depth: Effective steel depth: Punching Stress Calculations: Critical perimeter: Punching shear: Punching shear stress: Allowable punching shear stress: Beam shear stress calculations: Beam shear: Beam shear stress: Allowable beam shear stress: Bending Requirements: Factored moment: Concrete compressive block depth: Minimum Steel Requirements: Steel required based on moment: Minimum code required reinforcement: Controlling reinforcing steel: Selected reinforcement: PL= 10965 LB PD= 912 LB PT= 11877 LB Pu= 19917 LB Qs= 1500 PSF Qe= 1851 PSF F'c= 2500 PSI Fv= 40000 PSI C= 3.00 IN L= 2.67 FT W= 2.67 FT A= 7.13 SF Qu= 2794 PSF 1= 5.50 IN w= 5.50 IN Areq= 6.42 SF Lreq= 2.53 FT D= 12.00 IN d= 8.25 IN Bo= 55.00 IN Vu1= 16249 LB vu1= 42 PSI vc1= 200 PSI Vu2= 3121 LB vu2= 14 PSI vc2= 100 PSI Mu= 54733 IN -LB a= 0.11 IN As(1)= 0.07 IN2/FT As(2)= 0.09 IN2/FT As reqd= 0.09 IN2/FT #4 BARS (a? 13.00 IN. O.C. As= 0.18 IN2/FT Square Footinq Desiqn f 94 UBC (91 NDS) ) StruCalc 4.06 By: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 Project: AISTH-1 - Location: FTG -C-11 Summary: Size: 2.0 FT x 2.0 FT x 12.00 IN Reinforcement: #4 BARS @ 9.00 IN O.C. E/W Or (3) #4 BARS E/W Footing Loads: ' Live Load: PL= 4890 LB Dead Load: PD= 469 LB Total Load: PT= 5359 LB Ultimate factored load: Pu= 8970 LB Footing Properties: Allowable soil bearinq pressure: Qs= 1500 PSF Effective soil bearinq pressure:(with increase) Qe= 1650 PSF Concrete compressive strenqth: F'c= 2500 PSI Reinforcinq steel yield strenqth: Fy= 40000 PSI Concrete reinforcement cover: c= 3.00 IN Selected Size: Lenqth: L= 2.0 FT Width: W= 2.0 FT Area: A= 4.0 SF Ultimate bearinq pressure: Qu= 2242 PSF Column Base Dimensions: Lenqth: 1= 3.50 IN Width: w= 3.50 IN Footing Size Selection: Required footinq area: Areq= 3.25 SF Minimum footinq size required: Lreq= 1.8 FT Footing depth based on shear stresses: Selected footinq depth: D= 12.00 IN Effective steel depth: d= 8.25 IN Punching Stress Calculations: Critical perimeter: Bo= 47.00 IN Punchinq shear: Vu1= 6820 LB Punchinq shear stress: vu1= 21 PSI Allowable punching shear stress: vc1= 200 PSI Beam shear stress calculations: Beam shear: Vu2= 747 LB Beam shear stress: vu2= 4 PSI Allowable beam shear stress: vc2= 100 PSI Bending Requirements: Factored moment: Mu= 19633 IN -LB Concrete compressive block depth: a= 0.05 IN Minimum Steel Requirements: Steel required based on moment: As(1)= 0.03 IN2/FT Minimum code -required reinforcement: As(2)= 0.04 IN2/FT Controllinq reinforcing steel: As reqd= 0.04 IN2/FT Selected reinforcement: #4 BARS A 9.00 IN. O.C. As= 0.26 IN2/FT Square Footing Design ( 94 UBC (91 NDS) 1 StruCalc 4.06 By: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 Prosect: AISTH-1 - Location: FTG -C-12 F" Summary: Size: 1.5 FT x 1.5 FT x 12.00 IN Reinforcement: #4 BARS @ 6.00 IN O.C. E/W Or (3) #4 BARS E/W Footing Loads: Live Load: PL= 1719 LB Dead Load: PD= 1293 LB Total Load: PT= 3012 LB Ultimate factored load: Pu= 4733 LB Footing Properties: Allowable soil bearing pressure.- Qs= 1500 PSF Effective soil bearing pressure:(with increase) Qe= 1500 PSF Concrete compressive strength: F'c= 2500 PSI Reinforcing steel vield strength: Fv= 40000 PSI Concrete reinforcement cover: c= 3.00 IN Selected Size: Length: L= 1.5 FT Width: W= 1.5 FT Area: A= 2.25 SF Ultimate bearing pressure: Qu= 2103 PSF Column Base Dimensions: Length: 1= 3.50 IN Width: w= 3.50 IN Footing Size Selection: Required footing area: Areq= 2.01 SF Minimum footing size required: Lreq= 1.42 FT Footing depth based on shear stresses: Selected footing depth: D= 12.00 IN Effective steel depth: d= 8.25 IN Punching Stress Calculations: Critical perimeter: Bo= 47.00 IN Punching shear: Vu1= 2716 LB Punching shear stress: vu1= 8 PSI Allowable punching shear stress: vc1= 200 PSI Beam shear stress calculations: Beam shear: Vu2= 0 LB Beam shear stress: vu2= 0 PSI Allowable beam shear stress: vc2= 100 PSI Bending Requirements: Factored moment: Mu= 6910 IN -LB Concrete compressive block depth: a= 0.02 IN Minimum Steel Requirements: Steel required based on moment: As(1)= 0.02 IN2/FT Minimum code required reinforcement: As(2)= 0.02 IN2/FT Controlling reinforcing steel: As reqd= 0.02 IN2/FT Selected reinforcement: #4 BARS (5 6.00 IN. O.C. As= 0.39 IN2/FT Square Footing Design ( 94 UBC (91 NDS) ) StruCalc 4.06 By: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 Protect: AISTH-1 - Location: FTG -C-13 Summary: Size: 2.67 FT x 2.67 FT x 12.00 IN Reinforcement: #4 BARS @ 13.00 IN O.C. E/W Or (3) #4 BARS E/W Footing Loads: Live Load: PL= 9975 LB Dead Load: PD= 1755 LB Total Load: PT= 11730 LB Ultimate factored load: Pu= 19415 LB Footing Properties: Allowable soil bearing pressure: Qs= 1500 PSF Effective soil bearing pressure:(with increase) Qe= 1851 PSF Concrete compressive strength: F'c= 2500 PSI Reinforcing steel yield strength: Fy= 40000 PSI Concrete reinforcement cover: c= 3.00 IN Selected Size: Length: L= 2.67 FT Width: W= 2.67 FT Area: A= 7.13 SF Ultimate bearing pressure: Qu= 2723 PSF Column Base Dimensions: Length: 1= 5.50 IN Width: w= 5.50 IN Footing Size Selection: Required footing area: Areq= 6.34 SF Minimum footing size required: Lreq= 2.52 FT Footing depth based on shear stresses: Selected footing depth: D= 12.00 IN Effective steel depth: d= 8.25 IN Punching Stress Calculations: Critical perimeter: Bo= 55.00 IN Punching shear: Vu1= 15839 LB Punching shear stress: vu1= 41 PSI Allowable punching shear stress: vc1= 200 PSI Beam shear stress calculations: Beam shear: ' Vu2= 3042 LB Beam shear stress: vu2= 14 PSI Allowable beam shear stress: vc2= 100 PSI Bending Requirements: Factored moment: Mu= 53351 IN -LB Concrete compressive block depth: a= 0.11 IN Minimum Steel Requirements: Steel required based on moment: As(1)= 0.07 IN2/FT Minimum code required reinforcement: As(2)= 0.09 IN2/FT Controlling reinforcing steel: As reqd= 0.09 IN2/FT Selected reinforcement: #4 BARS (a) 13.00 IN. O.C. As= 0.18 IN2/FT Square Footing Design ( 94 UBC (91 NDS) 1 StruCalc 4.06 By: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 Project: AISTH-1 - Location: FTG -C-14 Summary: Size: 2.67 FT x 2.67 FT x 12.00 IN Reinforcement: #4 BARS @ 13.00 IN O.C. E/W Or (3) #4 BARS E/W Footing Loads: Live Load: Dead Load: Total Load: Ultimate factored load: Footing Properties: Allowable soil bearing pressure: Effective soil bearing pressure:(with increase) Concrete compressive strength: Reinforcing steel vield strength: Concrete reinforcement cover: Selected Size: Lenqth: Width: Area: Ultimate bearing pressure: Column Base Dimensions: Lenqth: Width: Footing Size Selection: Required footing area: Minimum footing size required: Footing depth based on shear stresses: Selected footing depth: Effective steel depth: Punching Stress Calculations: Critical perimeter: Punchinq shear: Punchinq shear stress: Allowable punching shear stress: Beam shear stress calculations: Beam shear: Beam shear stress: Allowable beam shear stress: Bending Requirements: Factored moment: Concrete compressive block depth: Minimum Steel Requirements: Steel required based on moment: Minimum code required reinforcement: Controlling reinforcing steel: Selected reinforcement: PL= 10553 LB PD= 2066 LB PT= 12619 LB Pu= 20833 LB Qs= 1500 PSF Qe= 1851 PSF F'c= 2500 PSI Fv= 40000 PSI C= 3.00 IN L= 2.67 FT W= 2.67 FT A= 7.13 SF Qu= 2922 PSF 1= 5.50 IN w= 5.50 IN Areq= 6.82 SF Lreq= 2.61 FT D= 12.00 IN d= 8.25 IN Bo= 55.00 IN Vu1= 16996 LB vu1= 44 PSI vc1= 200 PSI Vu2= 3264 LB vu2= 15 PSI vc2= 100 PSI Mu= 57248 IN -LB a= 0.11 IN As(1)= 0.07 IN2/FT As(2)= 0.10 IN2/FT As reqd= 0.10 IN2/FT #4 BARS (5 13.00 IN. O.C. As= 0.18 IN2/FT Square Footing Design f 94 UBC (91 NDS) 1 StruCalc 4.06 By: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 Protect: AISTH-1 -Location: FTG -C-15 Summary: VZ Size: 2.67 FT x 2.67 FT x 12.00 IN Reinforcement: #4 BARS @ 13.00 IN O.C. E/W Or (3) #4 BARS E/W Footing Loads: Live Load: PL= 7035 LB Dead Load: PD= 1474 LB Total Load: PT= 8509 LB Ultimate factored load: Pu= 14023 LB Footing Properties: Allowable soil bearing pressure: Qs= 1500, PSF Effective soil bearing pressure:(with increase) Qe= 1851 PSF Concrete compressive strength: F'c= 2500 PSI Reinforcing steel yield strength: Fy= 40000 PSI Concrete reinforcement cover: c= 3.00 IN Selected Size: Length: L= 2.67 FT Width: - W= 2.67 FT Area: A= 7.13 SF Ultimate bearing pressure: Qu= 1967 PSF Column Base Dimensions: Length: 1= 5.50 IN Width: w= 5.50> IN Footing Size Selection: Required footing area: Areq= 4.6 SF Minimum footing size required: Lreq= 2.14 FT Footing depth based on shear stresses: Selected footing depth: D= 12.00 IN Effective steel depth: d= 8.25 IN Punching Stress Calculations: Critical perimeter: Bo= 55.00 IN Punching shear: Vu1= 11440 LB Punching shear stress: vu1= 30 PSI Allowable punching shear stress:. vc1= 200 PSI Beam shear stress calculations: Beam shear: Vu2= 2197 LB Beam shear stress: vu2= 10 PSI Allowable beam shear stress: vc2= 100 PSI Bending Requirements. - Factored moment: Mu= 38536 IN -LB Concrete compressive block depth: a= 0.08 IN Minimum Steel Requirements: Steel required based on moment: As(1)= 0.05 IN2/FT Minimum code required reinforcement: As(2)= 0.07 IN2/FT Controlling reinforcing steel: As reqd= 0.07 IN2/FT Selected reinforcement: #4 BARS (d,) 13.00 IN. O.C. As= 0.18 IN2/FT Square Footing Design ( 94 UBC (91 NDS)1 StruCalc 4.06 By: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 Project: AISTH-1 - Location: FTG -C-16 Summary: Size: 1.67 FT x 1.67 FT x 12.00 IN Reinforcement: #4 BARS @'7.02 IN O.C. E/W Or (3) #4 BARS E%W Footing Loads: Live Load: PL= 2990 LB Dead Load: PD= 1315 LB Total Load: PT= 4305 LB Ultimate factored load: Pu= 6924 LB Footing Properties: Allowable soil bearing pressure: Qs= 1500 PSF Effective soil bearing pressure:(with increase) Qe= 1551 PSF Concrete compressive strength: F'c= 2500 PSI Reinforcing steel yield strength: Fy= 40000 PSI Concrete reinforcement cover: c= 3.00 IN Selected Size: Length: L= 1.67 FT Width: W= 1.67 FT Area: A= 2.79 SF Ultimate bearing pressure: Qu= 2483 PSF Column Base Dimensions: Length: 1= 3.50 IN Width: w= 3.50 IN Footing Size Selection: Required footing area: Areq= 2.78 SF Minimum footing size required: Lreq= 1.67 FT Footing depth based on shear stresses: Selected footing depth: D= 12.00 IN Effective steel depth: d= 8.25 IN Punching Stress Calculations: Critical perimeter: Bo= 47.00 IN Punching shear: Vu1= 4544 LB Punching shear stress: vu1= 14 PSI Allowable punching shear stress: vc1= 200 PSI Beam shear stress calculations: Beam shear: Vu2= 7 LB Beam shear stress: vu2= 0 PSI Allowable beam shear stress: vc2= 100 PSI Bending Requirements: Factored moment: Mu= 11815 IN -LB Concrete compressive block depth: a= 0.04 IN Minimum Steel Requirements: Steel required based on moment: As(1)= 0.02 IN2/FT Minimum code required reinforcement: As(2)= 0.03 IN2/FT Controlling reinforcing steel: As reqd= 0.03 IN2/FT Selected reinforcement: #4 BARS (u) 7.02 IN. O.C. As= 0.34 IN2/FT Square Footing Design f 94 UBC (91 NDS) ) StruCalc 4.06 By: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 Project: AISTH-1 - Location: FTG-C-GDH-1 Summary: Size: 1.75 FT x 1.75 FT x 12.00 IN Reinforcement: #4 BARS @ 7.50 IN 0. C. E/W Or (3) #4 BARS ENV Footing Loads: Live Load: PL= 3491 LB Dead Load: PD= 1212 LB Total Load: PT= 4703 LB Ultimate factored load: Pu= 7632 LB Footing Properties: Allowable soil bearing pressure: Qs= 1500 PSF Effective soil bearing pressure:(with increase) Qe= 1575 PSF Concrete compressive strength: F'c= 2500 PSI Reinforcing steel yield strength: Fy= 40000 PSI Concrete reinforcement cover: c= 3.00 IN Selected Size: Length: L= 1.75 FT Width: W= 1.75 FT Area: A= 3.06 SF Ultimate bearing pressure: Qu= 2492 PSF Column Base Dimensions: Length: 1= 5.50 IN Width: w= 3.50 IN Footing Size Selection: Required footing area: Areq= 2.99 SF Minimum footing size required: Lreq= 1.73 FT Footing depth based on shear stresses: Selected footing depth: D= 12.00 IN Effective steel depth: d= 8.25 IN Punching Stress Calculations: Critical perimeter: Bo= 51.00 IN Punching shear: Vu1= 4836 LB Punching shear stress: vu1= 14 PSI Allowable punching shear stress: vc1= 200 PSI Beam shear stress calculations: Beam shear: Vu2= 182 LB Beam shear stress: vu2= 1 PSI Allowable beam shear stress: vc2= 100 PSI Bending Requirements: Factored moment: Mu= 13912 IN-LB Concrete compressive block depth: a= 0.04 IN Minimum Steel Requirements: Steel required based on moment: As(1)= 0.03 IN2/FT Minimum code required reinforcement: As(2)= 0.04 IN2/FT Controlling reinforcing steel: As reqd= 0.04 IN2/FT Selected reinforcement: #4 BARS (a, 7.50 IN. O.C. As= 0.31 IN2/FT Square Footing Design f 94 UBC (91 NDS) ) StruCalc 4.06 By: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 Proiect: AISTH-1 - Location: FTG-C-GDH-2 Summary: Size: 2.5 FT x 2.5 FT x 12.00 IN Reinforcement: #4 BARS @ 12.00 IN O.C. E/W Or (3) #4 BARS �JVV Footing Loads: Live Load: PL= 6982 LB Dead Load: PD= 2281 LB Total Load: PT= 9263 LB Ultimate factored load: Pu= 15063 LB Footing Properties: Allowable soil bearing pressure: Qs= 1500 PSF Effective soil bearing pressure:(with increase) Qe= 1800 PSF Concrete compressive strength: F'c= 2500 PSI Reinforcing steel yield strength: Fy= 40000 PSI Concrete reinforcement cover: c= 3.00 IN Selected Size: Length: L= 2.5 FT Width: W= 2.5 FT Area: A= 6.25 SF Ultimate bearing pressure: Qu= 2410 PSF Column Base Dimensions: Length: 1= 5.50 IN Width: w= 3.50 IN Footing Size Selection: Required footing area: Areq= 5.15 SF Minimum footing size required: Lreq= 2.27 FT Footing depth based on shear stresses: Selected footing depth: D= 12.00 IN Effective steel depth: d= 8.25 IN Punching Stress Calculations: Critical perimeter: Bo= 51.00 IN Punching shear: Vu1= 12359 LB Punching shear stress: vu1= 35 PSI Allowable punching shear stress: vc1= 200 PSI Beam shear stress calculations: Beam shear: Vu2= 2510 LB Beam shear stress: vu2=12 PSI Allowable beam shear stress: vc2= 100 PSI Bending Requirements: Factored moment: Mu= 44074 IN -LB Concrete compressive block depth: a= 0.09 IN Minimum Steel Requirements: Steel required based on moment: As(1)= 0.06 IN2/FT Minimum code required reinforcement: As(2)= 0.08 IN2/FT Controlling reinforcing steel: As reqd= 0.08 IN2/FT Selected reinforcement: #4 BARS � 12.00 IN. O.C. As= 0.20 IN2/FT Square Footing Design f 94 UBC (91 NDS) 1 StruCalc 4.06 By: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 Project: AISTH-1 - Location: FTG -C -HDR -1 Summary: Size: 2.33 FT x 2.33 FT x 12.00 IN Reinforcement: #4 BARS @ 10.00 IN O.C. EM Or (3) #4 BARS �/W Footing Loads: Live Load: Dead Load: Total Load: Ultimate factored load: Footing Properties: Allowable soil bearing pressure: Effective soil bearing pressure:(with increase) Concrete compressive strength: . Reinforcing steel yield strength: Concrete reinforcement cover: Selected Size: Length: Width: Area: Ultimate bearing pressure: Column Base Dimensions: Length: Width: Footing Size Selection: Required footing area: Minimum footing size required: Footing depth based on shear stresses: Selected footing depth: Effective steel depth: Punching Stress Calculations: Critical perimeter: Punching shear: Punching shear stress: Allowable punching shear stress: Beam shear stress calculations: Beam shear: Beam shear stress: Allowable beam shear stress: Bending Requirements: Factored moment: Concrete compressive block depth: Minimum Steel Requirements: Steel required based on moment: Minimum code required reinforcement: Controlling reinforcing steel: Selected reinforcement: PL= 7639 LB PD= 1355 LB PT= 8994 LB Pu= 14883 LB Qs= 1500 PSF Qe= 1749 PSF F'c= 2500 PSI Fv= 40000 PSI C= 3.00 IN L= 2.33 FT W= 2.33 FT A= 5.43 SF Qu= 2741 PSF 1= 5.50 IN W= 3.50 IN Areq= 5.14 SF Lreq= 2.27 FT D= 12.00 IN d= 8.25 IN Bo= 51.00 IN Vu1= 11807 LB vu1= 33 PSI vc1= 200 PSI Vu2= 2119 LB vu2= 11 PSI vc2= 100 PSI Mu= 39809 IN -LB a= 0.09 IN As(1)= 0.06 IN2/FT As(2)= 0.08 IN2/FT As reqd= 0.08 IN2/FT #4 BARS Ca. 10.00 IN. O.C. As= 0.24 IN2/FT Multi -Loaded Beamf 94 UBC (91 NDS) ) StruCalc 4.06 By: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 Proiect: AISTH-1 - Location: RFTR-1 @ VALLEY AREA @ GARAGE �l Summary: 1.75 IN x 9.25 IN x 12.0 FT / 1.9E Microllam - TRUS JOIST -MACMILLAN Section Adequate By: 34.8% Controlling Factor: Moment of Inertia / Depth Required 8.37 In Deflections: Dead Load: DLD= 0.04 IN Live Load: LLD= 0.30 IN = U485 Total Load: TLD= 0.33 IN = U430 End Reactions(Left Side): Live Load: RL1= 768 LB Dead Load: RD1= 108 LB Total Load: RT1= 876 LB End Reactions(Right Side): Live Load: RL2= 906 LB Dead Load: RD2= 108 LB Total Load: RT2= 1014 LB Bearinq Lenqth Regd.(Left) : BL1= 0.67 IN Bearing Length Regd.(Right): BL2= 0.77 IN Beam Data: Span: L= 12.0 FT Maximum Unbraced Span: Lu= 0.0 FT. Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Uniform Load: Live Load: wL= 105 PLF Dead Load: wD= 14 PLF Beam Self Weight: BSW= 4 PLF Total Load: wT= 123 PLF Triangular Load (Max. @ Right): Live Load: wL TR= 69 PLF Dead Load: wD TR= 0 PLF Total Load: wT_TR= 69 PLF Properties For: 1.9E Microllam- TRUS JOIST -MACMILLAN Bendinq 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' (Tension): Fb'= 2694 PSI Adjustment Factors: Cd=1.00 Cf=1.04 Fv': Fv'= 285 PSI Adiustment Factors: Cd=1.00 Design Requirements: Maximum Moment: M= 2838 FT -LB 6.218 FT From Left Support Shear ((ZD, d from beam end): V= 867 LB Comparisons With Required Sections: Section Modulus: Sreq= 12.7 IN3 S= 24.9 IN3 Area: Areq= 4.6 IN2 A= 16.1 IN2 Moment of Inertia: Ireq= 85.7 IN4 1= 115.4 IN4 Roof Rafter[ 94 UBC (91 NDS)) StruCalc 4.06 By: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 Proiect: AISTH-1 - Location: RFTR-2 TYP ROOF RFTR @ MAIN HOUSE Summary: 1.50 IN x 9.25 IN x 11.0 FT (Actual 11.917 FT) (a, 16.00 O.C. / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 29.8% Controlling Factor: Section Modulus / Depth Required 8.12 In Deflections: Dead Load: DLD= 0.03 IN Live Load: LLD= 0.21 IN = U606 Total Load: TLD= 0.25 IN = U529 Rafter End Loads and Reactions: LOADS: RXNS: Upper Live Load: 525 PLF 700 LB Upper Dead Load: 75 PLF 100 LB Upper Total Load: 600 PLF 800 LB Lower Live Load: 635 PLF 847 LB Lower Dead Load: 92 PLF 122 LB Lower Total Load: 727 PLF 969 LB Upper Equiv. Tributary Width: UTWeq= 5.417 FT Lower Equiv. Tributary Width: LTWeq= 6.554 FT . Rafter Data: Interior Span: L= 10.0 FT Cantilever Span: CS1= 1.0 FT Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Rafter Spacing: SPC= 16.00 IN O.C. Rafter Loads: Roof Live Load: LL= 105 PSF Roof Dead Load: DL= 14 PSF Rafter Pitch: RP= 5.00 : 12 Rafter Unbraced Lenqth: Lu= 0.0 FT Roof Duration Factor: Cd= 1.15 Slope Adjusted Spans And Loads: Interior Span: Ladi= 10.8 FT Cantilever Span: CS1adi= 1.1 FT Rafter Live Load: wL= 119 PLF Rafter Dead Load: wD= 17 PLF Rafter Total Load: WT= 137 PLF Properties For: #1- DOUGLAS FIR -LARCH Bendinq Stress: Fb= 1000 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1700000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1455 PSI Adjustment Factors: Cd=1.15 Cf=1.10 Cr=1.15 FV: Fv'= 109 PSI Adjustment Factors: Cd=1.15 Design Requirements: Maximum Moment(Interior Span): Mcent= 1998 FT -LB At Location(From Upper Support): X= 5.41 FT Moment At Cantilever: Mcant= 80 FT -LB Maximum Shear: Vmax= 747 LB Shear At Peak: Vpeak= 739 LB Required Cantilever Depth: D(cant)= 1.63 IN Comparisons With Required Sections: Section Modulus: Sreq= 16.5 IN3 S= 21.3 IN3 Area: Areq= 10.3 IN2 A= 13.8 IN2 Moment of Inertia: Ireq= 39.2 IN4 1= 98.9 IN4 Roof Beam[ 94 UBC (91 NDS) ) StruCalc 4.06 Bv: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 Project: AISTH-1 - Location: RFTR-V-1 VALLEY RFTR @ GARAGE Summary: 1.75 IN x 5.50 IN x 12.0 FT / 1.9E Microllam - TRUS JOIST -MACMILLAN Section Adequate By: 3235.3% Controlling Factor: Moment of Inertia / Depth Required 1.71 In Deflections: Dead Load: DLD= 0.02 IN Live Load: LLD= 0.00 IN = U808427 Total Load: TLD= 0.02 IN = U6003 Reactions (Each End): Live Load: RL= 0 LB Dead Load: RD= 14 LB Total Load: RT= 14 LB Bearing Length Reqd.: BL= 0.01 IN Beam Data: Span: L= 12.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 5.00 : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Beam Loading: Live Load: LL= 176 PSF Side One: Roof Dead Load: DL1= 120 PSF Roof Rafter Tributary Width: TW1= . 0.0 FT Side Two: Roof Dead Load: DL2= 0 PSF Roof Rafter Tributary Width: TW2= 0.0 FT Roof Duration Factor: Cd= 1.15 Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 12.0 FT Beam Live Load W/ Slope Red'n: wL= 0 PLF Beam Self Weight: BSW= .2 PLF Beam Total Dead Load: wD=2 PLF Total Maximum Load: WT= 2 PLF Controlling Total Design Load: wTcont= 2 PLF Properties For: 1.9E Microllam- TRUS JOIST -MACMILLAN Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticitv: E= 1900000 PSI Stress Perpendicular to Grain: Fc -perp/ 750 PSI Adjusted Properties: Fb' (Tension): Fb'= 2602 PSI Adjustment Factors: Cd=0.90 Cf=1.11 Fv': Fv'= 257 PSI Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: M= 42 FT -LB Shear (A d from beam end): V= 13 LB Comparisons With Required Sections: Section Modulus: Sreq= 0.2 ( IN3 S= 8.8 IN3 Area: Areq= 0.1 IN2 A= 9.6 IN2 Moment of Inertia: Ireq= 0.8 IN4 1= 24.2 IN4 r- • Multi -Loaded Beam[ 94 UBC (91 NDS) l StruCalc 4.06 By: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 Project: AISTH-1 - Location: RB -1 RIDGE'BM @ GARAGE Summary: 5.25 IN x 18.00 IN x 15.0 FT / 2.0E WS Parallam - TRUS JOIST -MACMILLAN Section Adequate By: 13.5% Controlling Factor: Section Modulus / Depth Required 16.89 In Deflections: Dead Load: OLD= 0.05 IN Live Load: LLD= 0.40 IN = U445 Total Load: TLD= 0.46 IN = U393 End Reactions(Left Side): Live Load: RL1= 13590 LB Dead Load: RD1= 1792 LB Total Load: RT1= 15382 LB End Reactions(Right Side): Live Load: RL2= 13590 LB Dead Load: RD2= 1792 LB Total Load: RT2= 15382 LB Bearinq Lenqth Regd.(Left) : BL1= 4.51 IN Bearing Length Regd.(Right): BL2= 4.51 IN Beam Data: Span: L= 15.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Uniform Load: Live Load: wL= 1812 PLF Dead Load: wD= 216 PLF Beam Self Weight: BSW= 23 PLF Total Load: WT= 2051 PLF Properties For: 2.0E WS Parallam- TRUS JOIST -MACMILLAN Bendinq Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 650 PSI Adjusted Properties: Fb' (Tension): Fb'= 2772 PSI Adjustment Factors: Cd=1.00 Cf=0.96 Fv': Fv'= 290 PSI Adjustment Factors: Cd=1.00 Design Requirements: Maximum Moment: M= 57684 FT -LB 7.5 FT From Left Support Shear (0,, d from beam end): V= 12306 LB Comparisons With Required Sections: Section Modulus: Sreq= 249.7 IN3 S= 283.5 IN3 Area: Areq= 63.7 IN2 A= 94.5 IN2 Moment of Inertia: Ireq= 2064.0 IN4 1= 2551.5 IN4 Multi -Loaded Beam[ 94 UBC (91 NDS) 1 StruCalc 4.06 By: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 �. Project: AISTH-1 - Location: RB -2 RIDGE BM @ GARAGE Summary: 5.25 IN x 14.00 IN x 11.5 FT / 2.0E WS Parallam - TRUS JOIST -MACMILLAN Section Adequate By: 20.5% Controlling Factor: Section Modulus / Depth Required 12.85 In Deflections: Dead Load: DLD= 0.04 IN Live Load: LLD= 0.30 IN = U465 Total Load: TLD= 0.34 IN = U412 End Reactions(Left Side): Live Load: RL1= 10419 LB Dead Load: RD1= 1345 LB Total Load: RT1= 11764 LB End Reactions(Right Side): Live Load: RL2= 10419 LB Dead Load: RD2= 1345 LB Total Load: RT2= 11764 LB Bearinq Length Regd.(Left) : BL1= 3.45 IN Bearing Length Regd.(Right): BL2= 3.45 IN Beam Data: Span: L= 11.5 FT Maximum Unbraced Span: -Lu= 0.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Uniform Load: Live Load: wL= 1812 PLF Dead Load: wD= 216 PLF Beam Self Weight: BSW= 18 PLF Total Load: WT= 2046 PLF Properties For: 2.0E WS Parallam- TRUS JOIST -MACMILLAN Bendinq Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 650 PSI Adjusted Properties: Fb' (Tension): Fb'= 2851 PSI Adjustment Factors: Cd=1.00 Cf=0.98 Fv': Fv'= 290 PSI Adjustment Factors: Cd=1.00 Design Requirements: Maximum Moment: M= 33821 FT -LB 5.75 FT From Left Support Shear ((11) d from beam end): - V= 9377 LB Comparisons With Required Sections: Section Modulus: Sreq= 142.4 IN3 S= 171.5 IN3 Area: Areq= 48.6 IN2 A= 73.5 IN2 Moment of Inertia: Ireq= 930.1 IN4 1= 1200.5 IN4 Cantilever Roof Beam[ 94 UBC (91 NDS) ) StruCalc 4.06 By: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 Prosect: AISTH-1 - Location: RB -3A RIDGE BM @ MASTER BATH Summary: 3.50 IN x 11.25 IN x 14.5 FT / 2.0E WS Parallam - TRUS JOIST -MACMILLAN Section Adequate By: 0.9% Controlling Factor: Moment of Inertia / Depth Required 11.22 In Deflections: Interior Span Live Load: LLD= Interior Span Total Load: TLD= . End Reactions: Left End Total Load Reactions: R1max= R1 min= Right End Total Load Reactions: R2max=. Dead Load Uplift F.S.: Bearing Lenqth Bearinq Lenqth Reqd.: Bearing Length Reqd.: Beam Data: Span: Maximum Unbraced Span: Pitch Of Roof: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Beam Loadinq: Live Load: Dead Load: Beam Self Weight: Interior Span: Tributary Width: Beam Uniform Loadinq Summary: Interior Span: Dead Load: Interior Span: Live Load: Properties For: 2.0E WS Parallam- TRUS JOIST -MACMILLAN Bendinq Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.15 Cf=1.01 FV: Adiustment Factors: Cd=1.15 Design Requirements: Maximum Moment: 7.25 Ft From Left Support (End 1) Critical M created by combining all dead loads and w live loads. Maximum Shear: At Interior Span Edqe of Riqht Support (End 2) Critical V created by combining all dead loads and w live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: R2min= FS= BL1= BL2= L= Lu= RP= U U LL= DL= BSW= TW= wD= wL= Fb= Fv= E_ Fc_perp= Fb'= Fv'= M= V= 0.72 IN = U242 0.80 IN = U217 4859 LB 0 LB 4859 LB 0 LB 1.5 411.6 2.14 IN 2.14 IN 14.5 FT. 0.0 FT 5.00 : 12 240 180 150 PSF 14 PSF 10 PLF 4.0 FT 70 PLF 600 PLF 2900 PSI 290 PSI 2000000 PSI 650 PSI 3359 PSI 334 PSI 17615 FT -LB 4859 LB Sreq= 63.0 IN3 S= 73.8 IN3 Areq= 21.9 IN2 A= 39.3 IN2 Ireq= 411.6 IN4 1= 415.2 IN4 • Cantilever Roof Beam[ 94 UBC (91 NDS) 1 StruCalc 4.06 By: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 Project: AISTH-1 - Location: RB -3B RIDGE BM @ HALUBATH 2 Summary: 3.50 IN x 9.25 IN x 6.5 FT / 2.0E WS Parallam - TRUS JOIST -MACMILLAN Section Adequate By: 316.6% Controlling Factor: Area / Depth Required 3.92 In Deflections: Cant Tip 1 Live Load: LLD1= Cant Tip 1 Total Load: TLD1= Interior Span Live Load: LLD= Interior Span Total Load: TLD= End Reactions: Left End Total Load Reactions: R1max= Right End Total Load Reactions: Note:Desion For Uplift Loads Dead Load Uplift F.S.: Bearing Length Bearing Length Reqd.: Bearing Length Reqd.: Beam Data: Span: Maximum Unbraced Span: Pitch Of Roof: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Beam Loading: Live Load: Dead Load: Beam Self Weight: Cantilever End One: End Span: Tributary Width: Interior Span: Tributary Width: Beam Uniform Loading Summary: End One: Dead Load: End One: Live Load: Interior Span: Dead Load: Interior Span: Live Load: Properties For: 2.0E WS Parallam- TRUS JOIST -MACMILLAN Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.15 Cf=1.03 Fb' (Compression Face in Tension [End 11): Adjustment Factors: Cd=1.15 CI=0.99 Cf=1.03 Fv': Adjustment Factors: Cd=1.15 Design Requirements: Maximum Moment: 2.285 Ft From Left Support (End 1) Critical M created by combining all dead loads and Maximum Shear: At Interior Span Edge of Left Support (End 1) Critical V created by combining all dead loads and Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: w live loads. w and w1 live loads R1 min= R2max= R2m in= FS= J -0.02 IN -0.02 IN 0.01 IN = U4504 0.01 IN = U4201 2735 LB 0 LB 1480 LB -121 LB 1.5 IN4 BL1= 1.20 IN BL2= 0.65 IN L= 4.5 FT Lu= 0.0 FT RP= 5.00 : 12 U 240 IN4 U 180 LL= 150 PSF DL= 14 PSF BSW= 8 PLF CS1= 2.0 FT TW1= 3.0 FT TW= 4.0 FT wD1= 53 PLF wL1= 450 PLF wD= 69 PLF wL= 600 PLF Fb= 2900 PSI Fv= 290 PSI E= 2000000 PSI Fc_perp= 650 PSI Fb'= 3433 PSI Fb'1= 3415 PSI Fv'= 334 PSI M= 1639 FT -LB V= 1728 LB Sreq= 5.8 IN3 S= 49.9 IN3 Areq= 7.8 IN2 A= 32.3 IN2 Ireq= 17.5 IN4 1= 230.8 IN4 ' Roof Beam[ 94 UBC (91 NDS) ) StruCalc 4.06 Bv: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 Project: AISTH-1 - Location: R134 RIDGE BM @ GREATROOM Summary: 5.125 IN x 18.00 IN x 19.0 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 11.8% Controlling Factor: Section Modulus / Depth Required 17.03 In Deflections: Dead Load: DLD= 0.11 IN Live Load: LLD= 0.69 IN = U332 Total Load: TLD= 0.80 IN = U285 Reactions (Each End): Live Load: RL= 9975 LB Dead Load: RD= 1654 LB Total Load: RT= 11629 LB Bearing Lenqth Reqd.: BL= 3.49 IN Camber Reqd.: C= 0.17 IN Beam Data: Span: L= 19.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 5.00 : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Camber Adjustment Factor: CAF= 1.5 X DLD Beam Loadinq: Live Load: LL= 105 PSF Side One: Roof Dead Load: DL1= 14 PSF Roof Rafter Tributary Width: TW1= 5.0 FT Side Two: Roof Dead Load: DL2= 14 PSF Roof Rafter Tributary Width: TW2= 5.0 FT Roof Duration Factor: Cd= 1.15 Slope Adjusted Lenqths and Loads: Adjusted Beam Lenqth: Ladj= 19.0 FT Beam Live Load W/ Slope Red'n: wL= 1050 PLF Beam Self Weiqht: BSW= 22 PLF Beam Total Dead Load: wD= 174 PLF Total Maximum Load: WT= 1224 PLF Controllinq Total Desiqn Load: wTcont= 1224 PLF Properties For: 24F -V4- VISUALLY GRADED WESTERN SPS Bendinq Stress: Fb= 2400 PSI Shear Stress: Fv= 190 PSI Modulus of Elasticity: Ex= 1800000 PSI Ev= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 650 PSI Adjusted Properties: Fb' (Tension): Fb'= 2677 PSI Adjustment Factors: Cd=1.15 Cv=0.97 Fv': Fv'= 219 PSI Adjustment Factors: Cd=1.15 Design Requirements: Maximum Moment: M= 55237 FT -LB Shear ((d,) d from beam end): V= 9793 LB Comparisons With Required Sections: Section Modulus: Sreq= 247.7 IN3 S= 276.7 IN3 Area: Areq= 67.3 IN2 A= 92.2 IN2 Moment of Inertia: Ireq= 1800.5 IN4 I= , 2490.7 IN4 Roof Beam[ 94 UBC (91 NDS) 1 StruCalc 4.06 By: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 Proiect: AISTH-1 - Location: RB -5 RIDGE BM @ GREATROOM Summary: 5.125 IN x 18.00 IN x 14.5 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 90.9% Controlling Factor: Area / Depth Required 12.82 In Deflections: Dead Load: DLD= 0.04 IN Live Load: LLD= 0.23 IN = L/747 Total Load: TLD= 0.27 IN = U641 Reactions (Each End): Live Load: RL= 7613 LB Dead Load: RD= 1262 LB Total Load: RT= 8875 LB Bearing Length Reqd.: BL= 2.66 IN Camber Reqd.: C= 0.06 IN Beam Data: Span: L= 14.5 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 5.00 : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Camber Adjustment Factor: CAF= 1.5 X DLD Beam Loading: Live Load: LL= 105 PSF Side One: Roof Dead Load: DL1= 14 PSF Roof Rafter Tributary Width: TW1= 5.0 FT Side Two: Roof Dead Load: DL2= 14 PSF Roof Rafter Tributary Width: TW2= 5.0 FT Roof Duration Factor: Cd= 1.15 Slope Adjusted Lengths and Loads: Adiusted Beam Length: Ladi= 14.5 FT Beam Live Load W/ Slope Red'n:• wL= 1050 PLF Beam Self Weight: BSW= 22 PLF Beam Total Dead Load: wD= 174 PLF Total Maximum Load: WT= 1224 PLF Controlling Total Design Load: wTcont= 1224 PLF Properties For: 24F -V4- VISUALLY GRADED WESTERN SPS Bending Stress: Fb= 2400 PSI Shear Stress: Fv= 190 PSI Modulus of Elasticity: Ex= 1800000 PSI Ev= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 650 PSI Adjusted Properties: Fb' (Tension): Fb'= 2750 PSI Adjustment Factors: Cd=1.15 Cv=1.00 Fv': Fv'= 219 PSI Adiustment Factors: Cd=1.15 Design Requirements: Maximum Moment: M= 32171 FT -LB Shear (0, d from beam end): V=' 7039 LB Comparisons With Required Sections: Section Modulus: Sreq= 140.4 IN3 S= 276.7 IN3 Area: Areq= 48.4 IN2 A= 92.2 IN2 Moment of Inertia: Ireq= 800.3 IN4 1= 2490.7 IN4 Multi -Loaded Beam[ 94 UBC (91 NDS) ) StruCalc 4.06 By: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 Project: AISTH-1 - Location: VB -2 TYP VALLEY BM @ MSTR BEDROOM Summary: 3.50 IN x 11.25 IN x 10.0 FT / 2.0E WS Parallam - TRUS JOIST -MACMILLAN Section Adequate By: 0.4% Controlling Factor: Moment of Inertia / Depth Required 11.23 In Deflections: Dead Load: DLD= 0.02 IN Live Load: LLD= 0.33 IN = U362 Total Load: TLD= 0.35 IN = U340 End Reactions(Left Side): Live Load: RL1= 6125 LB Dead Load: RD1= 398 LB Total Load: RT1= 6523 LB End Reactions(Right Side): Live Load: RL2= 6125 LB Dead Load: RD2= 398 LB Total Load: RT2= 6523 LB Bearinq Lenqth Regd.(Left) : BL1= 2.87 IN Bearing Length Regd.(Right): BL2= 2.87 IN Beam Data: Span: L= 10.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Uniform Load: Live Load: wL= 880 PLF Dead Load: wD= 70 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT= 960 PLF Uniform Load (Partially Distributed): Live Load: wL PD= 345 PLF Dead Load: wD PD= 0 PLF Total Load: wT_PD= 345 PLF Load Start: A= 0.0 FT Load End: B= 10.0 FT Load Lenqth: C= 10.0 FT Properties For: 2.0E WS Parallam- TRUS JOIST -MACMILLAN Bendinq Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 650 PSI. Adjusted Properties: Fb' (Tension): Fb'= 2921 PSI Adjustment Factors: Cd=1.00 Cf=1.01 Fv': Fv'= 290 PSI Adjustment Factors: Cd=1.00 Design Requirements: Maximum Moment: M= 16307 FT -LB 5.0 FT From Left Support Shear (A d from beam end): V= 5300 LB Comparisons With Required Sections: Section Modulus: Sreq= 67.0 IN3 S= 73.8 IN3 Area: Areq= 27.5 IN2 A= 39.3 IN2 Moment of Inertia: Ireq= 413.5 IN4 1= 415.2 IN4 f- e Multi -Loaded Beam[ 94 UBC (91 NDS) ) StruCalc 4.06 Bv: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 Project: AISTH-1 -Location: VB -3 TYP VALLEY BM @ HALULAUND Summary: 3.50 IN x 11.25 IN x 11.0 FT / 2.0E WS Parallam - TRUS JOIST -MACMILLAN Section Adequate By: 5.1% Controlling Factor: Moment of Inertia / Depth Required 11.06 In Deflections:. Dead Load: DLD= 0.03 IN Live Load: LLD= 0.35 IN = U378 Total Load: TLD= 0.38 IN = U347 End Reactions(Left Side): Live Load: RL1= 4840 LB Dead Load: RD1= 438 LB Total Load: RT1= 5278 LB End Reactions(Right Side): Live Load: RL2= 4840 LB Dead Load: RD2= 438 LB Total Load: RT2= 5278 LB Bearinq Length Regd.(Left) : BL1= 2.32 IN Bearing Length Regd.(Right): BL2= 2.32 IN Beam Data: Span: L= 11.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Uniform Load: Live Load: wL 880 PLF Dead Load: wD= 70 PLF Beam Self Weight: BSW= 10 PLF Total Load: WT= 960 PLF Properties For: 2.0E WS Parallam- TRUS JOIST -MACMILLAN Bendinq Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 650 PSI Adjusted Properties: Fb' (Tension): Fb'= 2921 PSI Adjustment Factors: Cd=1.00 Cf=1.01 Fv': Fv'= 290 PSI Adjustment Factors: Cd=1.00 Design Requirements: Maximum Moment: M= 14514 FT -LB 5.5 FT From Left Support Shear (A d from beam end): V= 4378 ' LB Comparisons With Required Sections: Section Modulus: Sreq= 59.7 IN3 S= 73.8 IN3 Area: Areq= 22.7 IN2 A= 39.3 IN2 Moment of Inertia: Ireq= 395.4 IN4 1= 415.2 IN4 Multi -Loaded Beamf 94 UBC (91 NDS) 1 StruCalc 4.06 By: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 Proiect: AISTH-1 - Location: BM -1 BM @ LIVING RM / DINING Summary: 5.125 IN x 22.50 IN x 15.0 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 12.4% Contrbllinq Factor: Section Modulus / Depth Required 21.23 In Live load to dead load ratio is high, verify camber requirements. Deflections: Dead Load: DLD= 0.04 IN Live Load: LLD= 0.23 IN = L/778 Total Load: TLD= 0.27 IN = U657 End Reactions(Left Side): Live Load: RL1= 10553 LB Dead Load: RD1= 1990 LB Total Load: RT1= 12543 LB End Reactions(Right Side): Live Load: RL2= 7035 LB Dead Load: RD2= 1397 LB Total Load: RT2= 8432 LB Bearinq Lenqth Regd.(Left) : BL1= 3.77 IN Bearinq Lenqth Regd.(Right): BL2= 2.53 IN Camber Reqd.: C= 0.06 IN Beam Data: Span: L= 15.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Camber Adjustment Factor: CAF= 1.5 X DLD Uniform Load: Live Load: wL= 0 PLF Dead Load: wD= 0 PLF Beam Self Weight: BSW= 28 PLF Total Load: WT= 28 PLF Concentrated Load P1: Live Load: PL1= 17588. LB Dead Load: PD1= 2966 LB Total Load: PT1= 20554 LB Location: X1= 6.0 FT Properties For: 24F -V4- VISUALLY GRADED WESTERN SPS Bendinq Stress: Fb= 2400 PSI Shear Stress: Fv= 190 PSI Modulus of Elasticity: Ex= 1800000 PSI Ey= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 650 PSI Adjusted Properties: Fb' (Tension): Fb'= 2331 PSI Adjustment Factors: Cd=1.00 Cv=0.97 Fv': Fv'= 190 PSI Adiustment Factors: Cd=1.00 Design Requirements: Maximum Moment: M= 74751 FT -LB 6.0 FT From Left Support Shear NED, d from beam end): V= 12490 LB Comparisons With Required Sections: Section Modulus: Sreq= 384.9 IN3 S= 432.4 IN3 Area: Areq= 98.7 IN2 A= 115.3 IN2 Moment of Inertia: Ireq= 2251.5 IN4 1= 4864.7 IN4 ' r Roof Beam( 94 UBC (91 NDS) ) StruCalc 4.06 By: Larry J. Warner A.I.A., AEC Group on: 06=04-1999 Project: AISTH-1 - Location: BM -2 BM @ PORCH Summary: 5.50 IN x 7.50 IN x 6.33 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 56.7% Controlling Factor: Area / Depth Required 5.66 In Deflections: Dead Load: DLD= 0.02 IN Live Load: LLD= 0.06 IN = U1377 Total Load: TLD= 0.08 IN = U963 Reactions (Each End): Live Load: RL= 1495 LB Dead Load: RD= 642 LB Total Load: RT= 2138 LB Bearing Length Reqd.: BL= 0.62 IN Beam Data: Span: L= 6.33 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 5.00 : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Beam Loadinq: Live Load: LL= 105 PSF Side One: Roof Dead Load: DLI= 14 PSF Roof Rafter Tributary Width: TW1= 3.5 FT Side Two: Roof Dead Load: DL2= 129 PSF Roof Rafter Tributary Width: TW2= 1.0 FT Roof Duration Factor: Cd= 1.15 Slope Adjusted Lenqths and Loads: Adjusted Beam Lenqth: Ladj= 6.33 FT Beam Live Load W/ Slope Red'n: wL= 473 PLF Beam Self Weiqht: BSW= 10 PLF Beam Total Dead Load: wD= 203 PLF Total Maximum Load: WT= 675 PLF Controllinq Total Desiqn Load: wTcont= 675 PLF Properties For: #1- DOUGLAS FIR -LARCH Bendinq Stress: Fb= 1200 PSI Shear Stress: Fv= 85 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties: Fb' (Tension): Fb'= 1380 PSI Adjustment Factors: Cd=1.15 Cf=1.00 Fv': Fv'= 98 PSI Adjustment Factors: Cd=1.15 Design Requirements: Maximum Moment: M= 3383 FT -LB Shear (01) d from beam end): V= 1715 LB Comparisons With Required Sections: Section Modulus: Sreq= 29.5 IN3 S= 51.5 IN3 Area: Areq= 26.4 IN2 A= 41.2 IN2 Moment of Inertia: Ireq= 36.2 IN4 1= 193.3 IN4 Roof Beam[ 94 UBC (91 NDS)1 StruCalc 4.06 By Larry J. Warner A.I.A., AEC Group on: 06-04-1999 Project: AISTH-1 -Location: HDR -1 TYP HEADER Summary: 3.50 IN x 9.25 IN x 6.25 FT / #2 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 2.9% Controlling Factor: Area / Depth Required 9.05 In Deflections: Dead Load: DLD= 0.02 IN Live Load: LLD= 0.07 IN = U1098 Total Load: TLD= 0.09 IN = U829 Reactions (Each End): Live Load: RL= 2297 LB Dead Load: RD= 746 LB Total Load: RT= 3043 LB Bearing Length Reqd.: BL= 1.39 IN Beam Data: Span: L= 6.25 FT Maximum Unbraced. Span: Lu= 0.0 FT Pitch Of Roof: RP= 5.00 : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Beam Loadinq: Live Load: LL= 105 PSF Side One: Roof Dead Load: DL1= 14 PSF Roof Rafter Tributary Width: TW1= 6.0 FT Side Two: Roof Dead Load: DL2= 129 PSF Roof Rafter Tributary Width: TW2= 1.0 FT Roof Duration Factor: Cd= 1.15 Slope Adjusted Lenqths and Loads: Adjusted Beam Lenqth: Ladj= 6.25 FT Beam Live Load W/ Slope Red'n: wL= 735 PLF Beam Self Weiqht: BSW= 8 PLF Beam Total Dead Load: wD= 239 PLF Total Maximum Load: WT= 974 PLF Controllinq Total Desiqn Load: wTcont= 974 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: Maximum Moment: M= 4754 FT -LB Shear (0,, d from beam end): V= 2292 LB Comparisons With Required Sections: Section Modulus: Sreq= 47.3 IN3 S= 49.9 IN3 Area: Areq= 31.5 IN2 A= 32.3 IN2 Moment of Inertia: Ireq= 50.5 IN4 1= 230.8 IN4 Roof Beam[ 94 UBC (91 NDS) ) StruCalc 4.06 By: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 Project: AISTH-1 - Location: GDH-1 Summary: 5.50 IN x 11.50 IN x 9.5 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 10.8% Controlling Factor: Area / Depth Required 10.59 Ir Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Reqd.: Beam Data: Span: Maximum Unbraced Span: Pitch Of Roof: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Beam Loadinq: Live Load: Side One: Roof Dead Load: Roof Rafter Tributary Width: Side Two: Roof Dead Load: Roof Rafter Tributary Width: Roof Duration Factor: Slope Adjusted Lenqths and Loads: Adjusted Beam Lenqth: Beam Live Load W/ Slope Red'n: Beam Self Weiqht: Beam Total Dead Load: Total Maximum Load: Controllinq Total Desiqn Load: Properties For: #1- DOUGLAS FIR -LARCH DLD= 0.04 IN LLD= 0.12 IN = U944 TLD= 0.16 IN = L/707 RL= 3491 LB RD= 1169 LB RT= 4660 LB BL= 1.36 IN L= 9.5 FT Lu= 0.0 FT RP= 5.00 : 12 U 240 U 180 - LL= 105 PSF DL1= 14 PSF TW1= 6.0 FT DL2= 129 PSF TW2= 1.0 FT Cd= 1.15 Ladi= 9.5 FT wL= 735 PLF BSW= 15 PLF wD=246 PLF WT= 981 PLF wTcont= 981 PLF Bendinq 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=1.00 Fv': Fv'= Adjustment Factors: Cd=1.15 Design Requirements: Maximum Moment: Shear (0-D d from beam end): Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: 1350 PSI 85 PSI 1600000 PSI 625 PSI 1553 PSI 98 PSI M= 11068 FT -LB V= 3720 LB Sreq= 85.6 IN3 S= 121.2 IN3 Areq= 57.1 IN2 A= 63.2 IN2 Ireq= 177.5 * IN4 1= 697.0 IN4 Multi -Loaded Beam[ 94 UBC (91 NDS) ) StruCalc 4.06 By: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 Project: AISTH-1 - Location: HDR -C-1 Summary: 5.25 IN x 11.25 IN x 6.25 FT / 2.0E WS Parallam - TRUS JOIST -MACMILLAN Section Adequate By: 4.2% Controlling Factor: Section Modulus / Depth Required 11.02 In Deflections: Dead Load: DLD= 0.02 IN Live Load: LLD= 0.10 IN = Ll726 Total Load: TLD= 0.12 IN = U631 End Reactions(Left Side): Live Load: RL1= 7639 LB Dead Load: RD1= 1212 LB Total Load: RT1= 8851 LB End Reactions(Right Side): Live Load: RL2= 7639 LB Dead Load: RD2= 1212 LB . Total Load: RT2= 8851 LB Bearinq Lenqth Regd.(Left) : BL1= 2.59 IN Bearing Length Regd.(Right): BL2= 2.59 IN Beam Data:- ata:Span: Span: L= 6.25 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Uniform Load: Live Load: wL= 270 PLF Dead Load: wD= 80 PLF Beam Self Weight: BSW= 14 PLF Total Load: wT= 364 PLF Concentrated Load P1: Live Load: PL1= 13590 LB Dead Load: PD1= 1834 LB Total Load: PT1= 15424 LB Location: X1= 3.125 FT Properties For: 2.0E WS Parallam- TRUS JOIST -MACMILLAN Bendinq Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 650 PSI Adjusted Properties: Fb' (Tension): Fb'= 2921 PSI Adjustment Factors: Cd=1.00 Cf=1.01 F�: Fv'= 290 PSI Adjustment Factors: Cd=1.00 Design Requirements: Maximum Moment: M= 25879 FT -LB 3.125 FT From Left Support Shear (A d from beam end): V= 8509 LB Comparisons With Required Sections: Section Modulus: Sreq= 106.4 IN3 S= 110.7 IN3 Area: Areq= 44.1 IN2 A= 59.0 IN2 Moment of Inertia: Ireq= 309.0 IN4 1= 622.9 IN4 Column[ 94 UBC (91 NDS) ) StruCalc 4.06 By: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 Project: AISTH-1 - Location: C-1 COL@ RB -1 END Summary: 5.50 x 5.50 x 5.0 FT / #1 - DOUGLAS FIR -LARCH - DryUse Section Adequate By: 46.0% Base Reactions: Live: RL= 13590 LB Dead: RD= 1834' LB Total: RT= 15424 LB Axial Loads: Live Loads: PL= 13590 LB Dead Loads: PD= 1792 LB Total Loads: PT= 15382 LB Column Data: Length: L= 5.0 FT Column End Condition: Ke= 1.0 Maximum Unbraced Length (X Axis): Lx= 0.0 FT Maximum Unbraced Length (Y Axis): Lv= 5.0 FT Eccentricity (X Axis): ex= 0.00 IN Eccentricitv (Y Axis): ey= 0.00 IN Column Design Stresses: Compressive Stress: Fc= 1000 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress (X Axis): Fbx= 1200 PSI Bending Stress (Y Axis): Fby= 1200 PSI Adjusted Properties: Fbx': Fbx'= 1200 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fby': Fby'= 1200 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fc'(parallel): Fc'_parl= 943 PSI Adjustment Factors: Cd=1.00 Cp=0.94 Controlling Direction: (Y Axis) Compressive Stress: fc= 508 PSI Allowable Compressive Stress: Fc'= 943 PSI,, Column Properties: Column Section (X Axis): dx= 5.50 IN Column Section (Y Axis): dy= 5.50 IN Area: A= 30.25 IN2 Section Modulus (X Axis): Sx= 27.7 IN3 Section Modulus (Y Axis): Sy= 27.7 IN3 Length Depth Ratio: Lex/dx= 0.0 Ley/dy= 10.9 Column Bending Calculations: Combined Stress Factor: CSF= 0.54 I Column[ AISC 9th Ed ASD 1 StruCalc 4.06 By: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 Project: AISTH-1 - Location: C-2 COL@ RB -1 AND RB -2 Summary: 3.5 in Stand Wt. Pipe -ASTM A53 -S x 12.0 FT Section Adequate By: 14.7% Base Reactions: Live: RL= 24009 LB Dead: RD= 3246 LB Total: RT= 27255 LB Maximum Unbraced Length (X Axis): Lx= 12.0 FT Maximum Unbraced Length (Y Axis): Ly= 12.0 FT Column Nominal Diameter: dia= 3.50 IN Column Outside Diameter: od= 4.00 IN Axial Loads: Live Loads: PL= 24009 LB Dead Loads: PD= 3137 LB Total Loads: PT= 27146 LB Column Data: L= 12.0 FT Length: Column End Condition: Ke= 1.0 Eccentricity (X Axis): ex= 0.00 IN Eccentricity (Y Axis): ey= 0.00 IN Column Design Properties: Steel Yield Strength: Fy= 35000 PSI Modulus of Elasticity: E= 29000000 PSI Column Bending Coefficient: Cm= 1.00 Area: A= 2.68 IN2 Moment of Inertia (X Axis): Ix= 4.8 IN4 Moment of Inertia (Y Axis): IV= 4.8 IN4 Radius of Gyration Ratio: rx/ry= 1.00 Radius of Gyration (X Axis): rx=1.34 IN Radius of Gyration (Y Axis): ry= 1.34 IN Section Modulus (X Axis): Sx= 2.4 IN3 Section Modulus (Y Axis): Sy= 2.4 IN3 Column Compression Calculations: KUr Ratio (X Axis): KLx/rx= 107.5 KUr Ratio (Y Axis): KLy/ry= 107.5 Controlling Direction: (Y Axis) Compressive Stress: fa= 10129 PSI Column Slenderness Ratio: Cc= 127.9 Allowable Compressive Stress: Fa= 11870 PSI Column Bending Calculations: Eccentricity Moment (X Axis): Mx= 0 IN -LB Eccentricity Moment (Y Axis): My= 0 IN -LB Bending Stress (X Axis): fbx= 0 PSI Bending Stress (Y Axis): fby= 0 PSI Allowable Bending Stress: Fbx=Fby= 23100 PSI Euler's Stress (X Axis): Fex'= 12931 PSI Euler's Stress (Y Axis): Fey'= 12931 PSI Combined Stress Calculations: Using AISC Formula H1-1: CSF(1)= 0.85 Using AISC Formula H1-2: CSF(2)= 0.48 Using AISC Formula H1-3: CSF(3)= 0.85 Columnf 94 UBC (91 NDS) ) StruCalc 4.06 By: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 Proiect: AISTH-1 - Location: C-3 COL@ RB -2 END Summary: 5.50 x 5.50 x 8.0 FT / #2 -DOUGLAS FIR -LARCH -Dry Use Section Adequate By: 9.8% Base Reactions: Live: R L= Dead: RD= Total: RT= Axial Loads: Live Loads: PL= Dead Loads: PD= Total Loads: PT= Column Data: Length: L= Column End Condition: Ke= Maximum Unbraced Length (X Axis): Lx= Maximum Unbraced Length (Y Axis): Ly= Eccentricity (X Axis): ex= Eccentricity (Y Axis): ey= Column Design Stresses: Compressive Stress: Fc= Modulus of Elasticity: E_ Bending Stress (X Axis): Fbx= Bending Stress (Y Axis): Fby= Adjusted Properties: Fbx': Fbx'= Adjustment Factors: Cd=1.00 Cf=1.00 Fby': Fby'= Adiustment Factors: Cd=1.00 Cf=1.00 Fc'(parallel): Fc'_parl= Adiustment Factors: Cd=1.00 Cp=0.91 Controlling Direction: Compressive'Stress: fc= Allowable Compressive Stress: Fc'= Column Properties: Column Section (X Axis): dx= Column Section (Y Axis): dy= Area: A= Section Modulus (X Axis): Sx= Section Modulus (Y Axis): Sy= Length Depth Ratio: Lex/dx= Ley/dy= Column Bending Calculations: Combined Stress Factor: CSF= 10417 LB 1412 LB 11829 LB 10417 LB 1345 LB 11762 LB 8.0 FT 1.0 8.0 FT 8.0 FT 0.00 IN 0.00 IN 475 PSI 1300000 PSI 700 PSI 700 PSI 700 PSI 431 PSI (Y Axis) 389 PSI 431 PSI 5.50 IN 5.50 IN 30.25 IN2 27.7 IN3 27.7 IN3 17.5 17.5' Column( 94 UBC (91 NDS) 1 StruCalc 4.06 Bv: Larry J. Warner A.I.A., AEC Group on: 06-04-1999• Proiect: AISTH-1 - Location: C-6 COL@ RB -3A END Summary: 5.50 x 5.50 x 8.0 FT / #2 - DOUGLAS FIR -LARCH - Dry Use . Section Adequate By: 9.8% Base Reactions: Live: RL= 10417 LB Dead: RD= 1412 LB Total: RT= 11829 LB Axial Loads: Live Loads: PL= 10417 LB Dead Loads: PD= 1345 LB Total Loads: PT= 11762 LB Column Data: Lenqth: L= 8.0 FT Column End Condition: Ke= 1.0 Maximum Unbraced Lenqth (X Axis): Lx= 8.0 FT Maximum Unbraced Length (Y Axis): Lv= 8.0 FT Eccentricity (X Axis): ex= 0.00 IN Eccentricity (Y Axis): ey= 0.00 IN Column Desiqn Stresses: Compressive Stress: Fc= 475 PSI Modulus of Elasticitv: E= 1300000 PSI Bending Stress (X Axis): Fbx= 700 PSI Bendinq Stress (Y Axis): Fby= 700 PSI Adjusted Properties: Fbx': Fbx'= 700 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fb ': y Fby'= 700 PSI Adiustment Factors: Cd=1.00 Cf=1.00 Fc'(parallel): Fc'_parl= 431 PSI Adiustment Factors: Cd=1.00 Cp=0.91 Controllinq Direction: (Y Axis)8 Compressive Stress: fc= PSI Allowable Compressive Stress: Fc'= 431 PSI Column Properties: Column Section (X Axis): dx= 5.50 IN Column Section (Y Axis): dv= 5.50 IN Area: A= 30.25 IN2 Section Modulus (X Axis): Sx= 27.7 IN3 Section Modulus (Y Axis): Sv= 27.7 IN3 Length Depth Ratio: Lex/dx= 17.5 Ley/dy= 17.5 Column Bendinq Calculations: Combined Stress Factor: CSF= 0.90 Column( 94 UBC (91 NDS) ) StruCalc 4.06 By: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 Project: AISTH-1 - Location: C-7 COL@ RB -3A RB -3B Summary: 5.50 x 5.50 x 8.0 FT / #2 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 51.1 % Base Reactions: Live: N RL= 5693 LB Dead: RD= 752 LB Total: RT= 6445 LB Axial Loads: Live Loads: PL= 5693 LB Dead Loads: PD= 685 LB Total Loads: PT= 6378 LB Column Data: Length: L= 8.0 FT Column End Condition: Ke= 1.0 Maximum Unbraced Length (X Axis): Lx= 8.0 FT Maximum Unbraced Length (Y Axis): Lv= 8.0 FT Eccentricity (X Axis): ex= 0.00 IN Eccentricity (Y Axis): ey= 0.00 IN Column Design Stresses: Compressive Stress: Fc= 475 PSI Modulus of Elasticity: E= 1300000 PSI Bending Stress (X Axis): Fbx= 700 PSI Bending Stress (Y Axis): Fby= 700 PSI Adjusted Properties: Fbx': Fbx'= 700 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fb ': Fby'= 700 PSI y Adjustment Factors: Cd=1.00 Cf=1.00 Fc'(parallel): Fc'_parl= 431 PSI Adjustment Factors: Cd=1.00 Cp=0.91 Controlling Direction: fc- (Y Axis) PSI Compressive Stress: Allowable Compressive Stress: Fc'= 431 PSI Column Properties: Column Section (X Axis): dx= 5.50 IN Column Section (Y Axis): dv= 5.50 IN Area: A= 30.25 IN2 Section Modulus (X Axis): Sx= 27.7 IN3 Section Modulus (Y Axis): Sy= 27.7 IN3 Length Depth Ratio: Lex/dx= 17.5 Ley/dy= 17.5 Column Bending Calculations: Combined Stress Factor: CSF= 0.49 J Column[ 94 UBC (91 NDS) 1 StruCalc 4.06 By: Larry J. Warner A. LA., AEC Group on: 06-04-1999 .. Project: AISTH-1 - Location: C-8 COL@ RB -3B Summary: 3.50 x 3.50 x 8.0 FT / #2 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 60.9% Base Reactions: Live: RL= 2438 LB Dead: RD= 314 LB Total: _ RT= 2752 LB Axial Loads: Live Loads: PL= 2438 LB Dead Loads: PD= 287 LB Total Loads: PT= 2725 LB Column Data: Length: L=' 8.0 FT Column End Condition: Ke= 1.0 Maximum Unbraced Length (X Axis): Lx= 8.0 FT Maximum Unbraced Length (Y Axis): Lv= 8.0 FT Eccentricity (X Axis): ex= 0.00 IN Eccentricity (Y Axis): ey= 0.00 IN Column Design Stresses: Compressive Stress: Fc= 1300 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress (X Axis): Fbx= 875 PSI Bending Stress (Y Axis): Fby= 875 PSI Adjusted Properties: Fbx'= 1313 PSI Fbx': Adjustment Factors: Cd=1.00 Cf=1.50 Fby': Fby'= 1313 PSI Adjustment Factors: Cd=1.00 Cf=1.50 Fc'(parallel): Fc'_parl= 568 PSI Adjustment Factors: Cd=1.00 Cf=1.15 Cp=0.38 Controlling Direction: (Y Axis)2 Compressive Stress:. — fc— PSI Allowable Compressive Stress: Fc'= 568 PSI Column Properties: Column Section (X Axis): dx= 3.50 IN Column Section (Y Axis): dv= 3.50 IN Area: A= 12.25 IN2 Section Modulus (X Axis): Sx= 7.1 INP Section Modulus (Y Axis): Sy= 7.1 IN3 Length Depth Ratio: Lex/dx= 27.4 Ley/dy= 27.4 Column Bending Calculations: Combined Stress Factor: CSF= 0.39 J Column( 94 UBC (91 NDS) StruCalc 4.06 By: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 Project: AISTH-1 - Location: C-9 COL@ VB -2 END Summary: 3.50 x 5.50 x 9.0 FT / #2 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 26.4% Base Reactions: Live: RL= 6125 LB Dead: RD= 446 LB Total: RT= 6571 LB Axial Loads: Live Loads: PL= 6125 LB Dead Loads: PD= 398 LB Total Loads: PT= 6523 LB Column Data: Length: L= 9.0 FT Column End Condition: Ke= 1.0 Maximum Unbraced Length (X Axis): Lx= 9.0 FT Maximum Unbraced Length (Y Axis): Ly= 9.0 FT Eccentricity (X Axis): ex= 0.00 IN Eccentricity (Y Axis): ey= 0.00 IN Column Design Stresses: Compressive Stress: Fc= 1300 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress (X Axis): Fbx= 875 PSI Bending Stress (Y Axis): Fby= 875 PSI Adjusted Properties: Fbx': Fbx'= 1138 PSI Adjustment Factors: Cd=1.00 Cf=1.30 Fb ': y Fby'= 1194 PSI Adjustment Factors: Cd=1.00 Cf=1.30 Cfu=1.05 Fc'(parallel): Fc'_parl= 460 PSI Adjustment Factors: Cd=1.00 Cf=1.10 Cp=0.32 Controlling Direction: (Y Axis) r Compressive Stress: - fc- PSI Allowable Compressive Stress: Fc'= 460 PSI Column Properties: Column Section (X Axis): dx= 5.50 IN Column Section (Y Axis): dy= 3.50 IN Area: A= 19.25 IN2 Section Modulus (X Axis): Sx= 17.6 IN3 Section Modulus (Y Axis): Sy= 11.2 IN3 Length Depth Ratio: Lex/dx= 19.6 Ley/dy= 30.9 Column Bending Calculations: Combined Stress Factor: CSF= 0.74 Columnf 94 UBC (91 NDS)1 StruCalc 4.06 Bv: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 Proiect: AISTH-1 -Location: C-10 COL@ VB -2 VB -3 Summary: 5.50 x 5.50 x 9.0 FT / #2 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 6.4% ' Base Reactions: Live: RL= 10965 LB Dead: RD= 912 LB Total: RT= 11877 LB Axial Loads: Live Loads: PL= 10965 LB Dead Loads: PD= 836 LB Total Loads: PT= 11801 LB Column Data: Lenqth: L= 9.0 FT Column End Condition: Ke= 1.0 Maximum Unbraced Lenqth (X Axis): Lx= 9.0 FT Maximum Unbraced Length (Y Axis): Lv= 9.0 FT Eccentricitv (X Axis): ex= 0.00 IN Eccentricitv (Y Axis): ey= 0.00 IN Column Desiqn Stresses: Compressive Stress: Fc= 475 PSI Modulus of Elasticitv: E= 1300000 PSI Bendinq Stress (X Axis): Fbx= 700 PSI Bendinq Stress (Y Axis): Fby= 700 PSI Adjusted Properties: Fbx': Fbx'= 700 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fb ': y Fby'= 700 PSI Adiustment Factors: Cd=1.00 Cf=1.00 Fc'(parallel): Fc'_parl= 417 PSI Adiustment Factors: Cd=1.00 Cp=0.88 Controllinq Direction: (Y Axis) Compressive Stress: — fc— PSI Allowable Compressive Stress: Fc'= 417 PSI Column Properties: Column Section (X Axis): dx= 5.50 IN Column Section (Y Axis): dv= 5.50 IN Area: A= 30.25 IN2 Section Modulus (X Axis): Sx= 27.7 IN3 Section Modulus (Y Axis): Sv= 27.7 IN3 Length Depth Ratio: Lex/dx= 19.6 Ley/dy= 19.6 Column Bendinq Calculations: Combined Stress Factor: CSF= 0.94 Column( 94 UBC (91 NDS) ) StruCalc 4.06 / BV: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 Project: AISTH-1 -Location: C-11 COL@ VB -3 END Summary: 3.50 x 3.50 x 9.0 FT / #2 -DOUGLAS FIR -LARCH -Dry Use Section Adequate By: 6.0% Base Reactions: Live: RL= 4890 LB Dead: RD= 469 LB Total: RT= 5359 LB Axial Loads: Live Loads: PL= 4890 LB Dead Loads: PD= 438 LB Total Loads: PT= 5328 LB Column Data: Lenqth: L= 9.0 FT Column End Condition: Ke= 1.0 Maximum Unbraced Lenqth (X Axis): Lx= 9.0 FT Maximum Unbraced Length (Y Axis): Lv= 9.0 FT Eccentricity (X Axis): ex= 0.00 IN Eccentricitv (Y Axis): ey= 0.00 IN Column Desiqn Stresses: Compressive Stress: Fc= 1300 PSI Modulus of Elasticity: E= 1600000 PSI Bendinq Stress (X Axis): Fbx= 875 PSI Bendinq Stress (Y Axis): Fby= 875 PSI Adjusted Properties: Fbx': Fbx'= 1313 PSI Adjustment Factors: Cd=1.00 Cf=1.50 Fb ': y Fby'= 1313 PSI Adjustment Factors: Cd=1.00 Cf=1.50 Fc'(parallel): Fc'_parl= 463 PSI Adjustment Factors: Cd=1.00 Cf=1.15 Cp=0.31 Controllinq Direction: �Y Compressive Stress: - fc- 435 PSI Allowable Compressive Stress: Fc'= 463 PSI Column Properties: Column Section (X Axis): dx= 3.50 IN Column Section (Y Axis): dv= 3.50 IN Area: A= 12.25 IN2 Section Modulus (X Axis): Sx= 7.1 IN3 Section Modulus (Y Axis): Sv= 7.1 IN3 Length Depth Ratio: Lex/dx= 30.9 Ley/dy= 30.9 Column Bendinq Calculations: Combined Stress Factor: CSF= 0.94 ' Column( 94 UBC (91 NDS) 1 StruCalc 4.06 BY: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 Project: AISTH-1 - Location: C-12 COL@ RB-5 END Summary: 3.50 x 3.50 x 9.0 FT / #1 - DOUGLAS FIR-LARCH - Dry Use Section Adequate By: 50.7% Base Reactions: Live: RL= 1719 LB Dead: RD= 1293 LB Total RT= 3012 LB Axial Loads: Live Loads: PL= 1719 LB Dead Loads: PD= 1262 LB Total Loads: PT= 2981 LB Column Data: Length: L= 9.0 FT Column End Condition: Ke= 1.0 Maximum Unbraced Length (X Axis): Lx= 9.0 FT Maximum Unbraced Length (Y Axis): Ly= 9.0 FT Eccentricity (X Axis): ex= 0.00 IN Eccentricity (Y Axis): ey= 0.00 IN Column Design Stresses: Compressive Stress: Fc= 1450 PSI Modulus of Elasticity: E= 1700000 PSI Bending Stress (X Axis): Fbx= 1000 PSI Bending Stress (Y Axis): Fby= 1000 PSI Adjusted Properties: Fbx': Fbx'= 1500 PSI Adjustment Factors: Cd=1.00 Cf=1.50 Fby':Adius Fby'= 1500 PSI tment Factors: Cd=1.00 Cf=1.50 Fc'(parallel): Fc'_parl= 494 PSI Adjustment Factors: Cd=1.00 Cf=1.15 Cp=0.30 Controlling Direction: (Y Axis) Compressive Stress: fc= 243 PSI Allowable Compressive Stress: Fc'= 494 PSI Column Properties: Column Section (X Axis): dx= 3.50 IN Column Section (Y Axis): dv= 3.50 IN Area: A=. 12.25 I N2 Section Modulus (X Axis): Sx= 7.1 IN3 Section Modulus (Y Axis): Sv= 7.1 IN3 Length Depth Ratio: Lex/dx= 30.9 Ley/dy= 30.9 Column Bending Calculations: Combined Stress Factor: CSF= 0.49 Columnf 94 UBC (91 NDS) ) StruCalc 4.06 By: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 Proiect: AISTH-1 -Location: C-13 COL@ RB -4 END Summary: 5.50 x 5.50 x 12.0 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 31.2% Base Reactions: Live: RL= 9975 LB Dead: RD= 1755 LB Total: RT= 11730 LB Axial Loads: Live Loads: PL= 9975 LB Dead Loads: PD= 1654 LB Total Loads: PT= 11629 LB Column Data: Length: L= 12.0 FT Column End Condition: Ke= 1.0 Maximum Unbraced Length (X Axis): Lx= 12.0 FT Maximum Unbraced Length (Y Axis): Ly= 12.0 FT Eccentricity (X Axis): ex= 0.00 IN Eccentricity (Y Axis): ey= 0.00 IN Column Design Stresses: Compressive Stress: Fc= 1000 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress (X Axis): Fbx= 1200 PSI Bending Stress (Y Axis): Fby= 1200 PSI Adjusted Properties: Fbx': Fbx'= 1200 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fby': Fby'= 1200 PSI Adiustment Factors: Cd=1.00 Cf=1.00 Fc'(parallel): Fc'_parl= 559 PSI Adiustment Factors: Cd=1.00 Cp=0.56 Controlling Direction: (Y Axis) Compressive Stress: fc= 384 PSI Allowable Compressive Stress: Fc'= 559 PSI Column Properties: Column Section (X Axis): dx= 5.50 IN Column Section (Y Axis): dy= 5.50 IN Area: A= 30.25 IN2 Section Modulus (X Axis): Sx= 27.7 IN3 Section Modulus (Y Axis): Sy= 27.7 IN3 Length Depth Ratio: Lex/dx= 26.2 Ley/dy= 26.2 Column Bending Calculations: Combined Stress Factor: CSF= 0.69 . Column[ 94 UBC (91 NDS) 1 StruCalc 4.06 By: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 Protect: AISTH-1 - Location: C-14 COL@ BMA HEAVY END Summary: 5.50 x 5.50 x 9.0 FT ! #1 - DOUGLAS FIR-LARCH - Dry Use Section Adequate By: 45.5% Base Reactions: Live: RL= 10553 LB Dead: RD= 2066 LB Total: RT= 12619 LB Axial Loads: Live Loads: PL= 10553 LB Dead Loads: PD= 1990 LB Total Loads: PT= 12543 LB Column Data: Lenqth: L= 9.0 FT Column End Condition: Ke= 1.0 Maximum Unbraced Lenqth (X Axis): Lx= 9.0 FT Maximum Unbraced Length (Y Axis): Ly= 9.0 FT Eccentricity (X Axis): ex= 0.00 IN Eccentricity (Y Axis): ey= 0.00 IN Column Desiqn Stresses: Compressive Stress: Fc= 1000 PSI Modulus of Elasticity: E= 1600000 PSI Bendinq Stress (X Axis): Fbx= 1200 PSI Bendinq Stress (Y Axis): Fby= 1200 PSI Adjusted Properties: Fbx': Fbx'= 1200 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fby': Fby'= 1200 PSI Adiustment Factors: Cd=1.00 Cf=1.00 Fc'(parallel): Fc'_parl= 761 PSI Adiustment Factors: Cd=1.00 Cp=0.76 Controlling Direction: (Y Axis) Compressive Stress: fc= 415 PSI Allowable Compressive Stress: Fc'= 761 PSI Column Properties: Column Section (X Axis): dx= 5.50 IN Column Section (Y Axis): dv= 5.50 IN Area: A= 30.25 IN2 Section Modulus (X Axis): Sx= 27.7 IN3 Section Modulus (Y Axis): Sy= 27.7 IN3 Length Depth Ratio: Lex/dx= 19.6 Ley/dy= 19.6 Column Bendinq Calculations: Combined Stress Factor: CSF= 0.54 I Columnf 94 UBC (91 NDS) 1 StruCalc 4.06 By: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 Project: AISTH-1 - Location: C-15 COL@ BM-1 LIGHT END Summary: 5.50 x 5.50 x 9.0 FT / #1 - DOUGLAS FIR-LARCH - Dry Use Section Adequate By: 63.4% Base Reactions: Live: RL= 7035 LB Dead: RD= 1474 LB Total: RT= 8509 LB Axial Loads: Live Loads: PL= 7035 LB Dead Loads: PD= 1398 LB Total Loads: PT= 8433 LB Column Data: Lenqth: L= 9.0 FT Column End Condition: Ke= . 1.0 Maximum Unbraced Lenqth (X Axis): Lx= 9.0 FT Maximum Unbraced Length (Y Axis): Ly= 9.0 FT Eccentricity (X Axis): ex= 0.00 IN Eccentricity (Y Axis): ey= 0.00 IN Column Desiqn Stresses: Compressive Stress: Fc= 1000 PSI Modulus of Elasticity: E= 1600000 PSI Bendinq Stress (X Axis): Fbx= 1200 PSI Bendinq Stress (Y Axis): Fby= 1200 PSI Adjusted Properties: Fbx': Fbx'= 1200 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fby': Fby'= 1200 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fc'(parallel): Fc'_parl= 761 PSI Adjustment Factors: Cd=1.00 Cp=0.76 Controllinq Direction: (Y Axis) Compressive Stress: fc= 279 PSI Allowable Compressive Stress: Fc'= 761 PSI Column Properties: Column Section (X Axis): dx= 5.50 IN Column Section (Y Axis): dy= 5.50 IN Area: A= 30.25 IN2 Section Modulus (X Axis): Sx= 27.7 IN3 Section Modulus (Y Axis): Sy= 27.7 IN3 Length Depth Ratio: Lex/dx= 19.6 Ley/dy= 19.6 Column Bendinq Calculations: Combined Stress Factor: CSF= 0.37 Column( 94 UBC (91 NDS) ) StruCalc 4.06 By: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 ,. Proiect:.AISTH-1 - Location: C-16 COL@ BM-2 MULTI Summary: 3.50 x 3.50 x 9.0 FT / #2 - DOUGLAS FIR-LARCH - Dry Use Section Adequate By: 24.6% Base Reactions: Live: RL= 2990 LB Dead: RD= 1315 LB Total: RT= 4305 LB Axial Loads: Live Loads: PL= 2990 LB Dead Loads: PD= 1284 LB Total Loads: PT= 4274 LB Column Data: Length: L= 9.0 FT Column End Condition: Ke= 1.0 Maximum Unbraced Length (X Axis): Lx= 9.0 FT Maximum Unbraced Length (Y Axis): Ly= 9.0 FT Eccentricity (X Axis): ex= 0.00 IN Eccentricity (Y Axis): ey= 0.00 IN Column Design Stresses: Compressive Stress: Fc= 1300 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress (X Axis): Fbx= 875 PSI Bending Stress (Y Axis): Fby= 875 PSI Adjusted Properties: Fbx': Fbx'= 1313 PSI Adjustment Factors: Cd=1.00 Cf=1.50 Fby': Fby'= 1313 PSI Adjustment Factors: Cd=1.00 Cf=1.50 Fc'(parallel): Fc'_parl= 463 PSI Adjustment Factors: Cd=1.00 Cf=1.15 Cp=0.31 Controlling Direction: (Y Axis) Compressive Stress: fc= 349 PSI Allowable Compressive Stress: Fc'= 463 PSI Column Properties: Column Section (X Axis): dx= 3.50 IN Column Section (Y Axis): dv= 3.50 IN Area: A= 12.25 IN2 Section Modulus (X Axis): Sx= 7.1 IN3 - Section Modulus (Y Axis): Sy= 7.1 IN3 Length Depth Ratio: Lex/dx= 30.9 Ley/dy= 30.9 Column Bending Calculations: Combined Stress Factor: CSF= 0.75 Column( 94 UBC (91 NDS) ) StruCalc 4.06 By: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 Proiect: AISTH-1 - Location: C-GDH-1 Summary: 3.50 x 5.50 x 8.0 FT / #2 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 57.1% Base Reactions: Live: Dead: Total: Axial Loads: Live Loads: Dead Loads: Total Loads: Column Data: Length: Column End Condition: Maximum Unbraced Lenqth (X Axis): Maximum Unbraced Length (Y Axis): Eccentricity (X Axis): Eccentricitv (Y Axis): Column Desiqn Stresses: Compressive Stress: Modulus of Elasticity: Bendinq Stress (X Axis): Bendinq Stress (Y Axis): Adjusted Properties: Fbx': Adjustment Factors: Cd=1.00 Cf=1.30 Fby': Adiustment Factors: Cd=1.00 Cf=1.30 Cfu=1.05 Fc'(paral lel ): Adiustment Factors: Cd=1.00 Cf=1.10 Cp=0.39 Controllinq Direction: Compressive Stress: Allowable Compressive Stress: Column Properties: Column Section (X Axis): Column Section (Y Axis): Area: Section Modulus (X Axis): Section Modulus (Y Axis): Length Depth Ratio: Column Bendinq Calculations: Combined Stress Factor: RL= 3491 LB RD= 1212 LB RT= 4703 LB PL= 3491 LB PD= 1169 LB PT= 4660 LB L= 8.0 FT Ke= 1.0 Lx= 0.0 FT Ly= 8.0 FT ex= 0.00 IN ey= 0.00 IN Fc= 1300 PSI E= 1600000 PSI Fbx= 875 PSI Fby= 875 PSI Fbx'= 1138 PSI Fby'= 1194 PSI Fc'_parl= 564 PSI (Y Axis) fc= 242 PSI Fc'= 564 PSI dx= 5.50 IN dy= 3.50 IN A= 19.25 IN2 Sx= 17.6 IN3 Sv= 11.2 IN3 Lex/dx= 0.0 Ley/dy= 27.4 CSF= 0.43 Columnf 94 UBC (91 NDS) ) StruCalc 4.06 By: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 .. Project: AISTH-1 - Location: C-2-GDH-1 Summary: 3.50 x 5.50 x 8.0 FT / #2 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 15.1% Base Reactions: Live: RL= 6982 LB Dead: RD= 2281 LB Total: RT= 9263 LB Axial Loads: Live Loads: PL= 6982 LB Dead Loads: PD= 2238 LB Total Loads: PT= 9220 LB Column Data: Length: L= 8.0- FT, Column End Condition: Ke= 1.0 Maximum Unbraced Length (X Axis): Lx= 0.0 FT Maximum Unbraced Length (Y Axis): Ly= 8.0 FT Eccentricity (X Axis): ex= 0.00 IN Eccentricity (Y Axis): ey= 0.00 IN Column Design Stresses: Compressive Stress: Fc= 1300 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress (X Axis): Fbx= 875 PSI Bending Stress (Y Axis): Fby= 875 PSI Adjusted Properties: Fbx': Fbx'= 1138 PSI Adjustment Factors: Cd=1.00 Cf=1.30 Fb ': y Fby'= 1194 PSI Adjustment Factors: Cd=1.00 Cf=1.30 Cfu=1.05 Fc'(parallel): Fc'_parl= 564 PSI Adjustment Factors: Cd=1.00 Cf=1.10 Cp=0.39 Controlling Direction: (Y Compressive Stress: - fc- 479 PSI Allowable Compressive Stress: Fc'= 564 PSI Column Properties: Column Section (X Axis): dx= 5.50 IN Column Section (Y Axis): dy= 3.50 IN Area: A= 19.25 IN2 Section Modulus (X Axis): Sx= 17.6 IN3 Section Modulus (Y Axis): SV= 11.2 IN3 Length Depth Ratio: Lex/dx= 0.0 Ley/dy= 27.4 Column Bending Calculations: Combined Stress Factor: CSF= 0.85 Column( 94 UBC (91 NDS) ) StruCalc 4.06 By: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 Project: AISTH-1 - Location: C -HDR -C-1 Summary: 3.50 x 5.50 x 8.0 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 23.0% Base Reactions: Live: Dead: Total: Axial Loads: Live Loads: Dead Loads: Total Loads: Column Data: Length: Column End Condition: Maximum Unbraced Length (X Axis): Maximum Unbraced Length (Y Axis): Eccentricitv (X Axis): Eccentricity (Y Axis): Column Design Stresses: Compressive Stress: Modulus of Elasticity: Bending Stress (X Axis): Bending Stress (Y Axis): Adjusted Properties: Fbx': Adjustment Factors: Cd=1.00 Cf=1.30 Fby': Adjustment Factors: Cd=1.00 Cf=1.30 Cfu=1.05 Fc'(parallel): Adjustment Factors: Cd=1.00 Cf=1.10 Cp=0.38 Controlling Direction: Compressive Stress: Allowable Compressive Stress: Column Properties: Column Section (X Axis): Column Section (Y Axis): Area: Section Modulus (X Axis): Section Modulus (Y Axis): Length Depth Ratio: Column Bending Calculations: Combined Stress Factor: RL= RD= RT= PL= PD= PT= L= Ke= Lx= Lv= ex= ey= Fc= E_ Fbx= Fby= Fbx'= Fby'= Fc'_parl= fc= Fc'= dx= dv= A= Sx= Sv= Lex/dx= Ley/dy= CSF= 7639 LB 1355 , LB 8994 LB 7639 LB 1312 LB 8951 LB 8.0 FT 1.0 0.0 FT 8.0 FT 0.00 IN 0.00 IN 1450 PSI 1700000 PSI 1000 . PSI 1000 PSI 1300 PSI 1365. PSI 604 PSI (Y Axis) 465 PSI 604 PSI 5.50 IN 3.50 IN 19.25 IN2 17.6 IN3 11.2 IN3 0.0 27.4 0.77 Column( 94 UBC (91 NDS) ) StruCalc 4.06 By: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 Project: AISTH-1 - Location: C-RB4/5 Summary: 5.50 x 5.50 x 6.0 FT / Select Structural - DOUGLAS FIR-LARCH - Dry Use Section Adequate By: 34.2% Base Reactions: Live: RL= 17588 LB Dead: RD= 2966 LB Total: RT= 20554 LB Axial Loads: Live Loads: PL= 17588 LB Dead Loads: PD= 2916 LB Total Loads: PT= 20504 LB Column Data: Length: L= 6.0 FT Column End Condition: Ke= 1.0 Maximum Unbraced Length (X Axis): Lx= 6.0 FT Maximum Unbraced Length (Y Axis): Ly= 6.0 FT Eccentricity (X Axis): ex= 0.00 IN Eccentricity (Y Axis): ey= 0.00 IN Column.Design Stresses: Compressive Stress: Fc= 1150 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress (X Axis): Fbx= 1500 PSI Bending Stress (Y Axis): Fby= 1500 PSI Adjusted Properties: Fbx': Fbx'= 1500 PSI Adjustment Factors: Cd=1.00 Cf=1.00 . Fb ' Fby'= 1500 PSI y Adjustment Factors: Cd=1.00 Cf=1.00 Fc'(parallel): Fc'_parl= 1030 PSI Adjustment Factors: Cd=1.00 Cp=0.90 Controlling Direction: fc-- (Y 678 PSI Compressive Stress: Allowable Compressive Stress: Fc'= 1030 PSI Column Properties: Column Section (X Axis): dx= 5.50 IN Column Section (Y Axis): dy= 5.50 IN Area: A= 30.25 IN2 Section Modulus (X Axis): Sx= 27.7 IN3 Section Modulus (Y Axis): Sy= 27.7 IN3 Length Depth Ratio: Lex/dx= 13.1 Ley/dy= 13.1 Column Bending Calculations: Combined Stress Factor: CSF= 0.66 Floor Joist[ 94 UBC (91 NDS) ) StruCalc 4.06 Bv: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 Project: AISTH-1 - Location: FJ -1 TYP. FLR JOIST Summary: TJI PRO 150 / 9.5 - TRUS JOIST -MACMILLAN x 12.0 FT A 16.00 O.C. Section Adequate Bv: 69.4% Controllinq Factor: Allowable Deflection • Hoists were desiqned for simple spans usinq the joist manufacturers published values. If the desiqn does not match the actual joist loadinq or span conditions in any way, contact the joist manufacturer for design verification. Deflections: Interior Span Live Load: LLD= 0.18 IN = U813 Interior Span Total Load: TLD= 0.22 IN = U650 Joist Reactions: Live Load: RL= 320 LB Dead Load: RD= 80 LB Total Load: RT= 400 LB Joist Data: Span: L= 12.0 FT Maximum Unbraced Lenqth: Lu= 0.0 FT Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 Joist Loadinq: Uniform Live Load: LL= 40 PSF Floor Duration Factor: Cd= 1.00 Code Required Concentrated Live Load: LLconc= 0 LB Uniform Dead Load: DL= 10 PSF Joist Live Load: wL= 53 PLF Joist Dead Load: wD= 13 PLF Properties For: TJI PRO 150 / 9.5- TRUS JOIST -MACMILLAN Depth: D= 9.50 IN Moment Capacity: Mcap= 2730 FT -LB Shear Capacity: Vcap= 1120 LB El: El= 160000000 LB-IN2 End Reaction Capacity: Rcap= 945 LB Comparisons With Required Sections: Maximum Moment: M= 1200 FT -LB Adjusted Moment Capacity: Mcap_adj= 2730 FT -LB Maximum Shear: V= 400 LB Adjusted Shear Capacity: Vcap adj= 1121 LB El Required: Elreq= 94455001 LB-IN2 El: El= 160000000 LB-IN2 Maximum End Reaction: Rmax= 400 LB Adjusted Reaction Capacity: Rcap_adj= 945 LB Uniformly Loaded Floor Beam[ 94 UBC (91 NDS) ) StruCalc 4.06 BV: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 Project: AISTH-1 - Location: FG -1 TYP. FLOOR GIRDER Summary: ( 2 ) 1.75 IN x 5.50 IN x 6.0 FT / 1.9E Microllam - TRUS JOIST -MACMILLAN Section Adequate By: 58.1% Controlling Factor: Moment of Inertia / Depth Required 4.72 In Deflections: Dead Load: DLD= 0.05 IN Live Load: LLD= 0.13 IN = U569 Total Load: TLD= 0.17 IN = U418 Reactions (Each End): ` Live Load: RL= 1200 LB Dead Load: RD= 434 LB Total Load: RT= 1634 LB Bearing Length Regd'. BL= 0.62 IN Beam Data: Span: L= 6.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240. Floor Loading: Floor Dead Load: DL= 14 PSF Side One: Floor Live Load: LL1= 40 PSF Tributary Load Span(Side One): TW1= 5.0 FT Side Two: Floor Live Load: LL2= 40 PSF Tributary Load Span(Side Two): TW2= 5.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Average Uniform Live Load: LLave= 40 PSF Beam Loading: Beam Total Live Load: wL= 400 PLF Beam Self Weight: BSW= 5 PLF Beam Total Dead Load: wD= 145 PLF Total Maximum Load: WT= 545 PLF Controlling Total Design Load: wTcont= 545 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' (Tension): Fb'= 2891 PSI Adjustment Factors: Cd=1.00 Cf=1.11 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Maximum Moment: M= 2451 FT -LB Shear ((cD d from beam end): V= 1384 LB Comparisons With Required Sections: Section Modulus: Sreq= 10.2 IN3 S= 17.6 IN3 Area: Areq= 7.3 IN2 A= 19.2 IN2 Moment of Inertia: Ireq= 30.7 IN4 1= 48.5 IN4 ma Square Footing Design f 94 UBC (91 NDS) ) StruCalc 4.06 BY: Larry J. Warner A.I.A., AEC Group on: 06-04-1999 Project: AISTH-1 - Location: FTG -FG -1 FLOOR GIRDER FTG Summary: Size: 1.5 FT x 1.5 FT x 12.00 IN Footing has been designed without reinforcement. Footing Loads: Live Load: PL= 2400 LB Dead Load: PD= 868 LB Total Load: PT= 3268 LB Ultimate factored load: Pu= 5295 LB Footing Properties: Allowable soil bearing pressure: Qs= 1500 PSF Effective soil bearing pressure:(with increase) Qe= 1500 PSF Concrete compressive strength: F. c= 2500 PSI Selected Size: Length: L= 1.5 FT Width: W= 1.5 FT Area: A= 2.25 SF Ultimate bearing pressure: Qu= 2353 PSF Column Base Dimensions: Length: 1= 3.50 IN Width: w= 3.50 IN Footing Size Selection: Required footing area: Areq= 2.18 SF Minimum footing size required: Lreq= 1.48 FT Footing depth based on shear stresses: Selected footing depth: D= 12.00 IN Punching Stress Calculations: Critical perimeter: Bo= 54.00 IN Punching shear: Vu1= 2317 LB Punching shear stress: vu1= 7 PSI Allowable punching shear stress: vc1= 133 PSI Beam shear stress calculations: Beam shear: Vu2= 0 LB Beam shear stress: vu2= 0 PSI Allowable beam shear stress: vc2= 67 PSI Bending Requirements: Factored moment: Mu= 7731 IN -LB Nominal moment strength: Mn= 48750 IN -LB o --e SHEAR WALL SUMMARY PROJ. NO. DATE 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 b 5'-0 912 G-1 24 7465 N c ' d 11'-0 912 G-1 24 6580 N e f 3 a b c d 26 582 E-1 18 2611' c e f 4 a b 6'-0 619 E-1 18 4688 K C-1 4'-0 619 E-1 18 4984 K c-2 3'-0 619 E-1 18 5131 K e f 5 a N/A b c d e f 6 a N/A b c 3 d e f 7 a N/A b c d e f 8 a NIA b c d e f SHEAR WALL SUMMARY PROJ. NO. AAR852AD DATE JUNE 23, 1998 SHEET OF GRID WALL SEG. LOAD PANEL PANEL H.D. H.D. NOTE ' LINE SEG. LGTH PLF TYPE No. LOAD TYPE A 1 2 3-a 1110 210 c 9 266 N/A 3-b 4'-0 210 c 9 1300 A 3-c 4'-0 210 c 9 1300 A 6 4'-0 210 c 9 1300 A B 1 N/A 2 3 4 5 6 c 1 2 10'-10 591 E-1 18 3899 K 3 10'-6 591 E-1 18 3963 K 4 5 6 D 1 2 3 20'-0 450 E-1 18 1467 A 4 5 6 E 1-a 4'-0 121.2; H-1 27 10313 O 1-b 4'-0 ,l 212. H-1 27 10313 O 3 4 5 6 F 1 N/A 2 3 4 5 6 G 1 2 3-a 8'-6 306 c 9 1501 A 3-b 8'-6 306 c 9 1501 A 5 6 H 1 2 3 4 5 6 SHEAR WALL SCHEDULE SEISMIC LOADS PAGE PANEL PANEL LOAD SHEATHING 1,2,5 EDGE FIELD A.B. SIZE & SILL 3,4 A -35F 6 TYPE No. PLF NAILING NAILING SPACING NAILING CLIPS A 1 50 1/2" GYP BRD ONE SIDE 5d @ 7" 5d @ 7" 1/2" @ 72" 16d @ 24" 48" O.C. A-1 2 100 1/2" GYP BOTH SIDES 5d @ 7" 5d @ 7" 1/2" @ 72" 16d @ 6" 24" O.C. A-2 3 133 THREE COAT STUCCO STD. STUCCCO PER U.B.C. 1/2" (9 72" 16d Q 8" 36" O.C. -- -- --� _ - - - - - - --- - - --...-------------- _ --• -- B 4 180 THREE COAT STUCCO STD. STUCCCO PER U.B.C. 1/2" @ 72" 16d @ 6" 24" O.C. B-1 5 170 FOME- COR PER ICBO # 3335 ICBO REPORT #3335 1/2" @ 72" 16d @ 6" 39'0.C. B-2 5 175 1/2 x 4'x8' NAIL BASE FIBERBRD 11 G R.N. @ 3" 11 G R.N. @ 6" 1/2" @ 72" 16d @ 6" 30" O.C. B-4 7 200 3/8" CDX 6d @ 6" 6d @ 12" 1/2" @ 72" 16d @ 6" 24" O.C. B-5 8 220 FOME- COR PER ICBO # 3335 ICBO REPORT # 3335 1/2" @ 48" 16d @ 6" 24" O.C. & 1/2" GYP INTERIOR FACE 5d 4� �- -- C - ----- -- -- - 9 - - - 310 1/2" CDX PLY - - 10d @ 6" --- -5d.(p_12----------------- 10d @ 12" - - - ---------- - 1/2" @ 48" 16d @ 3" 18" O.C. C-1 10 320 3/8" CDX PLY ONE SIDES 8d @ 4" 8d @ 12" 1/2" @ 48" 16d @ 3" 18" O.C. C-2 11 250 3/8" CDX PLY EXTERIOR 8d @ 6" 8d @ 12" 1/2" @ 48" 16d @ 4" 18" O.C. 1/2" GYP BRD INTERIOR 5d @ 7" 5d @ 7" C-3 -_ 12 -_-_--- 400 3/8" CDX PLY BOTH SIDES -_ ____ 8d 8d (D 12°_ 5/8° (�D 54°_ 20d (cD 3" 12" O.C. ,_- - •D - - 13 460 -------.... - 1/2" PLY EXTERIOR - ---------------- 10d @ 4 10d @ 12' - ------------ 5/8' @ 54,; - - 20d @ 3" ---- --.. 9" O.C. D-1 14 480 7/16" CDX PLY BOTH SIDES 8d @ 6" 8d @ 12" 5/8" @ 54" 20d @ 3" 9" O.C. D-2 15 430 1/2" PLY EXTERIOR 8d @ 4" 8d @ 12" 5/8" @ 54" 20d @ 3" 9" O.C. 1/2" GYP BRD INTERIOR 5d @ 7" 5d @ 7" D-3 16- -- 520 - -.1/2" CDX PLY BOTH SIDES- ---------8d-(R 6-•-----....8d.(p 12- 5/8° (cD 48 -- �.4 -- ' -- E -- -- 17 - 600 •1/2" CDX PLY EXTERIOR-- - -- --- 10d @ 3", - - 10d @ 12' 5/8" @ 36" (2) 16d @ 4" - 8"O.0 E-1 18 640 3/8" CDX PLY BOTH SIDES 8d @ 4" 8d @ 12" 5/8" @ 36" (2) 16d @ 3" 8" O.C. E-2 19 700 7/16" CDX PLY BOTH SIDES 8d @ 4" Bd @ 12" 3/4" @ 48" (2) 16d @ 3" 6" O.C. F 20 770 1/2" CDX PLY EXTERIOR 10d @ 2" 10d @ 12' 3/4" @ 48" (2) 16d @ 3" 6" O.C. F-1 21 820 3/8" CDX BOTH SIDES 8d @ 3" Bd @ 12" 3/4" @ 42" .(2) 16d @ 3" 6" O.C. F-2 22 --- --- 900 - -- 7/16" CDX PLY BOTH SIDES - -- --- ------------ ----- 8d -Q 3°_ _ _8d @_12° ............. 3/4" a(� 42°•_ (2) 20d (�D 3° .... 5::0_C. - - ---•-- '---- G --- -----------------'- - 23 920 - -- - - - -- - ------ - --- 1/2" CDX PLY BOTH SIDES --- @-;---------•--------...---------••----.. 10d 4' ............................-. - -� 10d 12' 3/4" 36" 2 20d 3" 5" O.C. G-1 24 980 1/2" CDX PLY BOTH SIDES 8d @ 3" Bd @ 12" 3/4" @ 36" (2) 20d @ 3" 5" O.C. G-2 25 1060 3/8" CDX PLY BOTH SIDES 8d-(cD 2:'__________8d R 12" 3/4° 18°• _ (2) 16d-(cD 2° _5::0_C_ -� H _ _ 26 1200 1/2 CDX PLY BOTH SIDES 10d @ 3' 10d @ 12' __ 1' 42' 2 16d @ 2" 4" O.C. H-1 27 1540 1/2" CDX PLY BOTH SIDES 10d @ 2" 10d @ 12' 1" @ 30" (2) 20d @ 2"{ 3" O.C. 1. OVER D.F./H.F. 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 8 LARGER 5.518" T-1-11 SIDING MAY BE SUBSTITUTED FOR 3/8" CDX PLY. 6. A -35F CLIPS +440# EA. HOLDOWN SCHEDULE ALL HOLDOWNS ARE SIMPSON STRONG TIE U.N.O. FTOOTING/SLAB HOLDOWNS SINGLE 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 6" 24-16d SINKERS 1825 2-2x B STHD8 N/A 6" 24-16d SINKERS 2210 2-2x C STHD10 N/A 6" 28-16d SINKERS 2880 2-2x D STHD14 N/A 6" 38-16d SINKERS 4295 2-2x E PAHD42 N/A 6" 7-16d SINKERS 782 2x F HPAHD22 N/A 6" 9-16d SINKERS 1118 2X G HPAHD22 N/A 8" 12-16d SINKERS 1725 2x H PHD2 SSTB16 6" 10-SDS1/4x3 3285 2-2x J PHD5 SSTB20 6" 13-SDS1/4x3 4500 2-2x K PHD6 SSTB24 6" 18-SDS1/4x3 5585 2-2x L PHD8 SSTB28 6" 24-SDS1/4x3 7120 2-2x ' M HD8A SSTB28 6" 3-7/8" 7460 4x N HD10A SSTB28 6" 4-7/8" 9540 4x 0 HD20A 11/4" 6" 4-1" 13380 6x Latera{ Loading: Area, Height & Weight Data Date: June 21999 Firm: AEC Group Job: Name Aisthorpe sfr By: Larry J. Warner AIA FLOOR PLAN AREAS & SHEAR WALL GRID SPACING •E tablish Grid S acro and Plan ra E c el C C Page 1 s P 8 Bu' a @1995 Left 3 4 6 7 8 r Wall Spacing 19 9.83 24 7 Overall Depth Back 2nd FI I Roof 56.42 Overall Depth of Roof at 2nd FI Roof Block Area Roof Floor Block Area Roof Perimeter Wall Interior Wall Roof Floor 2nd FVRf 8 3 R R Block Perim Overall Sheathing 2.5 1st A 4rea 1 1 Framing 3 Int. Finish 0.5 Roof Snow 105 Other 286.64 52.83 2nd FVRf 6.67 R R R 270.64 33.83 52.83 Ceiling 1stA 1 1 1 Insulation 0.5 Exterior Wall 365.716M'tfojR Roof Framing 2 Ext Finish 5 352.38 19 2nd FURf 14.83 R R R Other 1stA 1 1 1 5.3 Insulation 0.5 Roof hRe= Floor Gyp. Bd. 2.2 2nd FVRf 51 R R R 58.025 Sheathing 2 1st 1 1 1 Framing 3.5 12.2 Roof Insulation 0.5 365.716 233.315 2nd FVRf 6.67 R R R 352.38 28.83 WI Area 10 1stA 1 1 1 396.5 Roof FLOOR HEIGHTS & WIND AREA 366 24 64.8 •Establish Floor to Floor and Roof Heights (M- 2nd FVRf 15.25 Wi= R Floor 1st A Pitch Height Height 1 442.98 _ X112 Roof NL Plan w1 both Roof 2nd FVRf 5 7 J2 cl FURo4f vRe 1st FI vRi 2nd FI Depth PM MaxQuake All Rights Reserved 098.01W @1995 Archforms Ltd. Lateral Load Analysis & Construction Design Software Front Typical OverhangF to B 1 Roof Roof Block Area Overall Depth Z= hRe= 2nd FI I Roof 56.42 Overall Depth of Roof at 2nd FI Roof Block Area 668.23 424.3611 1402.08 Floor Block Area Roof Perimeter Wall Interior Wall hRi= Overall Depth 56.42 Z= 3 hRe= 53.5375 hRi= 212.6725 1st Floor We= Wi= Floor Block Area 630.23 404.7011 1354.08 Perimeter Wail 33.17 8 71.67 Overall Depth 56.42 Z= 3.6 We= 64.8 Wi= 410.67 Z=less oft 0°h of least horiz. dim. or 40% of ht. but not less than 4% of least hor¢, dim. but at least 3R. MaxQuake All Rights Reserved 098.01W @1995 Archforms Ltd. Lateral Load Analysis & Construction Design Software TYPICAL DEAD LOADS •Establish Dead Loads (Ibslsfl- Right Roof Interior Wall Roof Floor Roofing 3 Gyp.Bd 4.4 3lock Block Perim Overall Sheathing 2.5 Framing 2.5 4rea Area Wall Width Framing 3 Int. Finish 0.5 Snow 105 Other 286.64 52.83 113.5 7.4 270.64 33.83 52.83 Ceiling Roof at 2nd FI 52.83 Insulation 0.5 Exterior Wall 365.716M'tfojR Framing 2 Ext Finish 5 352.38 19 Gyp. Bd. 2.8 Shear 1.5 Other Framing 2.5 813.129 HzProj 5.3 Insulation 0.5 783.47 hRe= Floor Gyp. Bd. 2.2 Flooring 4 Int.Finish 0.5 274.15 58.025 Sheathing 2 Other 264.15 hRi= Framing 3.5 12.2 Insulation 0.5 365.716 233.315 Other 352.38 28.83 WI Area 10 We= 396.5 FLOOR HEIGHTS & WIND AREA 366 24 64.8 •Establish Floor to Floor and Roof Heights (M- Wi= Roof Roof Floor Pitch Height Height 442.98 _ X112 NL Plan w1 both Roof L s>15%ofPlan .Y? Roof Area 5 7 J2 cl FURo4f vRe vRi 2nd FI Depth Roof Area 2502 FI to FI Height 9 1st Floor Floor Area WI Perimeter 1st FI Dp- S if Slab 0.8 Base/ Gfevvl Sp vRe 1191 Ave. Sill to FI Ht -- vRi 1529 Floor Area 2389 Wind Ht.@Ridge 16 Slab/Foundation WI Perimeter 219 Wind Ht.@Gable 12.5 Ridge F to B L to R Mean Roof Ht. 12.5 Runs? Y Y Hips? Y Y Lateral Load Analysis Page 2 MaxQuake ©1995 Archforms Ltd. Date: June 21999 Firm: AEC Group All Rights Reserved Lateral Load Analysis 8 Job: Name Aisthorpe Or By: Larry J. Warner AIA 098.01 W Construction Design Software SEISMIC LOADS Roof 2nd FI 1st FI Establish Dead Loads - Tributary Weight Line Line mat Weights 2nd Floor tet Floor Base Level It -3n DL(psf) Area (sf) DL(lbs) Area(sf) DL(lbs) Area(sf) DL(lbs) N*9 Roof 113.5 2501.851 283960.1 N,1 Ceil 5.3 2389.011 12661.76 Nk9 EX! WI 12.2 1966.5 23991.3 Net Int WI 10 2389.011 23890.11 NJI Floor 10 2389.011 23890.11 Sum 2nd Sum 1st 368393.4 Base interior wall default: 10 psf of floor area 283960.1 Sum 2nd,1 st 8 Base 368393.4 Distribute Weights to Various Levels - BUILDING CODE Select Code- �9CA 977 SBCCI x 94 UBC -Determime Base Shear - UBC S.edion 1630.2 Zone 3 Fig.16-2 Seismic Source Type A Table 16-U Soil Prof SD Table 16-J Fault Distance 50 in km to Seismic Source Z= 0.3 Table 16-1 Ca= 0.36 Table 16-Q 1= 1.0 Table 16-K Cv=I 0.54 ITable 16-R T= 0.13 Formula (30-8) Na= 1.00 Table 16-S R= 8.0 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)(Hlx)/Sum(Wtt)(Hti) Ft assumed = 0 Ht is measured from plate to foundation E=Eh'p (30-1) Wt x Ht x (Wt)(Ht) Fx p F to B p L to R Roof 2 2nd Fl/Roof 1 308618 9 2777558 41444 1.00 1.00 1st Floor 59776 1.00 1.00 Sum 368393 9 2777558 41444 WIND LOADS Ond Pressure - UBC Section1620 ' P=gslwCeCq O Vp 75 Figure 16.1 Ex B Section 1616 Iw=Table 16-K qs 12.6 -Table 16-F Ce 0.62 Table 16-G hCq 1.3 Table 16-H, #2 vCq -0.7 Table 16-H, #2 Ph= 10 Hz. Force (psf) Pv= -5.4684 Vt. Force (psf) -Total Wind Load In Each Direction At Each Level (lbs)- Roof 2nd FI 1st FI Wt Tributary Weight Line Line Line Sum wl Roof 2nd SumP'At End Z Inter Z SumP'At F to B NJt Ceil 2nd Roof 2 1 r7Wt Ext WI 2 VA Int WI 2 54 213 2,704 58 233 w Floor 2 2nd FI N,h Roof 1 st 283960.1 283960.1 vo Ceil 1 12661.76 1atFloor 12661.76 1,,2 Wt Ext WI 1 11995.65 11995.65 23991.3 Nrt Int WI 1 Up Roof 2 23890.11 23890.11 VA Floor 1 Uplift 23890.11 23890.11 112Wt Ext WI Bsmt 1,191 1,529 VIA Ceil Bsmt 14,876 14,876 Line Sum 308617.5 59775.87 W= 368393.4 BUILDING CODE Select Code- �9CA 977 SBCCI x 94 UBC -Determime Base Shear - UBC S.edion 1630.2 Zone 3 Fig.16-2 Seismic Source Type A Table 16-U Soil Prof SD Table 16-J Fault Distance 50 in km to Seismic Source Z= 0.3 Table 16-1 Ca= 0.36 Table 16-Q 1= 1.0 Table 16-K Cv=I 0.54 ITable 16-R T= 0.13 Formula (30-8) Na= 1.00 Table 16-S R= 8.0 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)(Hlx)/Sum(Wtt)(Hti) Ft assumed = 0 Ht is measured from plate to foundation E=Eh'p (30-1) Wt x Ht x (Wt)(Ht) Fx p F to B p L to R Roof 2 2nd Fl/Roof 1 308618 9 2777558 41444 1.00 1.00 1st Floor 59776 1.00 1.00 Sum 368393 9 2777558 41444 WIND LOADS Ond Pressure - UBC Section1620 ' P=gslwCeCq O Vp 75 Figure 16.1 Ex B Section 1616 Iw=Table 16-K qs 12.6 -Table 16-F Ce 0.62 Table 16-G hCq 1.3 Table 16-H, #2 vCq -0.7 Table 16-H, #2 Ph= 10 Hz. Force (psf) Pv= -5.4684 Vt. Force (psf) -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) (30-5) (30-6) (30-7) V= CvlW/RT but not > 2.5CalWIR but not < 0.11CalW zone 4 not< 0.8ZNvlWIR 187026 41444 14588 V= 41,444 lbs For Code Table references used by MaxQuake see Code Sections cited or AoDendix A (below) 2nd FI/Roof 1 41,444 Seismic 1st Floor 2,414 Wind 41.444 Seismic 2,578 Wind Trib Area F to B Trib Area L to R Wind Load End Z Inter Z SumP'At End Z Inter Z SumP'At F to B L to It Roof 2 Roof 1 54 213 2,704 58 233 2,959 2nd FI 5,118 5,537 1atFloor 65 411 4,829 65 443 5,157 2,414 2,578 Up Roof 2 Uplift Up Roof 1 1,191 1,529 Uplift 14,876 14,876 GOVERNING LATERAL LOADS -Maximum Total Load In Each Direction At Each Level (lbs)- Front to Back Side to Side Roof 2 formula (30-4) (30-5) (30-6) (30-7) V= CvlW/RT but not > 2.5CalWIR but not < 0.11CalW zone 4 not< 0.8ZNvlWIR 187026 41444 14588 V= 41,444 lbs For Code Table references used by MaxQuake see Code Sections cited or AoDendix A (below) 2nd FI/Roof 1 41,444 Seismic 1st Floor 2,414 Wind 41.444 Seismic 2,578 Wind Shear Wall Segments Data, Lines 1.8 Page MaxQuake. ©1995 All Rights Reserved Archforms Ltd. Lateral Load Analysis & Date: June 21999 Firm: AEC Group Job: Name Aisth a sfr By: Larry J. Warner AIA Q98.01 W Construction Design Software Line 1 1 Line 2 IUne 3 ILine 4 Line 5 ILine 6 1 Line 7 Line 8 Segment (Seg) names a-g appear to show possible quadrants (q). Remove Segs not used. Move and add 1,2 to denote multiple (m) seg's in a quadrant, ie., b2. Sea Variables L : Sea kith. Ht: Seg h ht from pg 1 . B: Bearin Wall? - B= es. Ell: Ext. or Int. Wall? - E=Ext 1=Int. S: Stacked Seaabove same row, m & s U. Nd Seg Wall Variables Seg Wall Variables ' Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Levet q&m Lg Ht B Ell q&m Lg Ht B Ell q&m j Lg HI B Ell q&m Lg HI B Ell q&m Lg Ht B Ell q&m Lg Ht B Ell q&m Lg Ht B Ell 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 q&m Lg HI B Ell S q&m Lg Ht B Ell S q&m Lg t .B Ell S q&m Lg Ht B Ell S q&m Lg Ht B Ell Sq&m La Ht B Ell S q&m Lg 4 B Ell S q&m Lg M B Ell S a 9 a 9 a 9 b 9 b 5 9 Y E b 9 b 6 9 Y E C 9 Y E c 9 c 9 c-1 4 9 Y E d 9 d 11 9 Y E d 26 9 Y Ell c-2 3 9 Y E e 9 e 9 e 9 e 9 f 9 f 5.75 9 Y E sum Syst sum 16 Sysi SW sum 26 Syst SW sum 18.8 Syst SW sum Syst sum Syst sum Syst sum Syst Ht/Lg > 3.5 limit at o-1 load trans to adi 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 Ell S q&m Lg Ht B Ell S q&m Lg B Ell S q&m Lg Ht B Ell Sq&rn Lo Ht B Ell S q&m Lg Hi B Ell S q&m Lq Ht B Ell S q&m Lg Ht B Ell S a 15 -1 Y E S a -1 Y E S a 33 -1 Y E S b 20.5 -1 Y E S b -1 b -1 S b -1 C -1 S c -1 S c -1 S c -1 d -1 S d -1 d 26 -1 Y E S d -1 e -1 S e 7 -1 Y E S e -1 S e -1 S f -1 Y S f 6 -1 Y E S sum 20.5 Syst SW sum 22 Sysi SW sum 26 Syst SW sum 39 Sys[ SW sum Syst sum Syst sum Syst sum Syst Shear Segment Height/Length ratio is limited to 3.5/1 for edge blocked panel. 'HYL >3.5 limit'appears if exceeded. See Code ChJ6 for HYLg limits for other assemblies. Shear Wall Segments Data, Lines A-H Page 4 MaxQuake All Rights Reserved ©1995 Archforms Ltd. Lateral Load Analysis & Date: June 21999 Firm: AEC Group Job: Name Aisthorpe sfr By: Larry J. Warner AIA Q98.01W Construction Design Software Line A I Line B ILine C ILine D Line E ILine F ILineG Line H Segment (Seg) names 1-7 appear to show possible quadrants (q). Remove Segs not used. Move and add a,b...to denote multiple (m) seg's in a quadrant, ie., 2b. Seq Variablen L :Sep I h. Ht: Seg h ht from Pq 1 . B: Bearing Wall? - B= es. Ell: Ext. or Int. Wall? - E=Ext 1=Int. S: Stacked Seqabove same row, q8m &:5 L(. 2nd 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 Ell q&m Lg Ht B Ell q&m Lg Ht B Ell q&m La Ht B Ell q&m Lg Ht B Ell m L Ht B Ell q&m Lg Ht B Ell q&m Lg Ht B Ell 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 q&m Lg Ht B Ell S q&m Lg Ht B Ell S q&m Lg Ht B Ell S q&m Lq Ht B Ell S &m Lg Ht B Ell S q&m Lg Ht B Ell S q&m Lg H! B Ell S q&m Lg Ht B Ell S 1 9 1 9 1 9 1a 4 9 Y E 1 9 2 11 9 Y E 2 9 2 11 9 Y 1 2 9 1-b 4 9 Y E 2 9 3-a 4 9 Y E 3 9 3 10.5 9 Y 1 3 20 9 Y 1 3 9 3 9 3-a 8.5 9 Y E 3-b 4 9 Y E 3-b 8.5 9 .Y E 3-c 4 9 Y E sum 23 Syst SW sum Syst sum 21.5 Syst SW sum 20 Syst SW sum 8 Syst SW sum Syst sum 17 Syst SW sum V Syst HULg > 3.5 limit at 3-a HULg > 3.5 limit at 1-a 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 Lq. Ht B Ell S q&m Lg H! B Ell S q&m Lg Ht B EII Sq&m Lo Ht B Ell S q&m Lg Ht B Ell S m L Ht B Ell S q&m Lg Ht B Ell S q&m Lg Ht B Ell S 1 19 -1 ?? S 1 30 -1 Y EII S 1 -1 S 1 19 -1 Y E 1 -1 S 2 33 -1 Y E S 2 -1 ' S 2 -1 2 -1 S 2 -1 2 10 -1 Y E S 3 -1 3 -1 S 3 -1 3 20 -1 Y E S 3 -1 S 3 -1 S 3 24 -1 Y E sum 33 Sys! SW sum 19 Syst SW sum 30 Syst SW sum 20 Syst SW sum 19 Syst SW sum 10 Syst SW sum 24 Syst SW sum Syst Shear Segment Height/Length ratio is limited to 3.511 for edge blocked panel. 'HULg >3.5 limit' appears if exceeded. See Code Ch.16 for HULg limits for other assemblies. Lateral Load Distribution & Overturning Moment Pages MaxQuake ©1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: June 21999 Firm: AEC Group Job: Name Aisthorpe sfr By: Larry J. Warder AIA 098.01W Construction Design Software Lateral Line 1 Line 2 Line 3 Line 4 Line 5 Line 6 Line 7 Line 8 Force Seis %= Wind %= W/fl= 6'w', -snow RM= if'w'.67's'.85 OTM= if SVk Vnel*ht Vadj= V= SumV= Dist ib trib fl A/Sum flA trib wl A/Sum wlA Sum lev. w'trib area WYWL 212k SumV'FH*Lq/Y'Lq SumV from adi Ln Ln%'Vmax SorW Vad +Vabv+V 2nd % SIW % SM % SIW % SM % SIW % S/W % S/W % S!W Level Seg WIfl RM OTM Seg W/fl RM OTM Seg Wtft RM OTM Seg WIfl RM OTM Se W/ft RM OTM Seg W/ft RM OTM Seq W/ft RM OTM Seg WM RM OTM SW r -V wan *10/1w I V level Frame V frame/ 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 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 1st % S/W 13.35 17.98 % S/W 21.84 27.29 % S/W 36.5 32.02 % S/W 28.02 22.71 % SIW % SIW% S/W % SM Level Seg W/ft RM OTM Seq WIfl RM OTM Seg W/fl RM OTM Seg M RM OTM Se W/ft RM OTM Seg Wlfl RM OTM Seg WIfl RM OTM Seg WIfl RM OTM Seismic a 238 a 238 a 238 41,444 b 238 b 347 3.691 41.02 b 238 b 347 5.315 33.45 c 347 c 238 c 238 c-1 347 2.362 22.3 d 238 d 347 17.87 90.24 d 238 68.26 136.2 c-2 347 1.329 16.72 P= a 738 a 238 a 238 a 238 2-201 f 238 f 347 4.882 32.05 (r max AW.5) Vadj line 2 Val line 1 or 3 5.535 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 1.00 r- V above r- V above r- V above r- V above r= V above r- V above r- V above r- V above l sf lev V 5.535 0.22 1st lev V 9.05 0.14 1 st lev V 15.13 0.15 1st lev V 11.61 1st lev V 1st lev V 1st lev V 1st lev V S Sum V s Sum V 14.58 s Sum V 15.13 s Sum V 11.61 Sum V Sum V Sum V Sum V Base % S/W 13.19 17.98 % S/W 21.66 27.29 % SM 36.81 32.02 % S/W 28.34 22.71 % SIW % SM % S/W °% S/W Level Seg W/ft RM OTM Seg WIfl RM OTM Se W/fl RM OTM Sag W/ft RM OTM Seq W/h RM OTM Seg W/fl RM OTM SeQ Wth RM OTM Seg W/ft RM OTM Wind a 248 18.6 -0.36 a a 248 90.01 -0.37 2,414 b 248 34.74 -0.35 b b b c c c c d d d 248 55.87 123.4 d P= e e 248 4.05 -0.17 e e 2-201 If f 358 4.294 29.14 (r max Ab^.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 Vadj line 6 or 8 Vadj line 7 1.00 r- V above r- V above 14.58 r- V above 15.13 r- V above 11.61 r= V above r- V above r- V above r- V above 0.17 8smt V 0.434 0.16 Bsmt V 0.659 0.14 Bsmt V 0.773 0.07 Bsmt V 0.548 Bsmt V Bsmt V Bsmt V Bsmt V NY Sum V 0.434 -w Sum V 15.241 w Sum V 15.9 w Sum V 12.161 Sum V I Sum V I Sum V Sum V AP Lateral Load Distribution & Overturning Moment Pages MaxQuake ©1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: June 21999 Firm: AEC Group Job: Name Aisthorpe Or By: Lary J. Warner AIA 098.01W Construction Design Software Lateral Line A Line B Line C Line D Line E Line F Line G Line H Force Seis %= Wind %= W/fl= if'w',-snow RM= 9 V.67,'s'.85 OTM= if SVk Vnet'ht Vadj= V= SumV= Distrib trib fl A/Sum flA trib vvl A/Sum SIA Sum lev. w'trib area Wtlft'L "212k SumV'Ht'L 1 L SumV from ad Ln Ln%'Vmax SorW Vad+Vabv+V 2nd % SM % SIW % SIW % S/W % SAN % SIW % SfW % S1W Level seg WIfl RM OTM Seq W/ft RM OTM Seq W/ft RM OTM Seg W/ft RM OTM Seq Wtft RM OTM Se W/ft RM OTM Seg NO RM OTM Se Wlfl RM OTM SW r -V wan '10/lw I V level Frame V frame/ Vadj line B Vadj line AorC Vadj line BorD Vadj line CorE Vadj line DorF Vadj line EorG Vadj line ForH Vadj line G V level 2nd level Vlft 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 % SIW - 5.729 7.09 % S/W 13.04 13 % SIW 23.56 19.05 % S/W 21.73 17.57 % SM 12.79 10.34 % S/W 15.23 19.43 % S/W 7.924 13.51 % SIW Level Sea WIfl RM OTM Sffj WIfl RM OTM Seg W/ft RM OTM Seg WIfl RM OTM Se Wlh RM OTM Seg WIfl RM OTM Seq Wfft RM OTM Se W/ft RM OTM Seismic 1 238 1 238 1 238 1-a 347 2.362 43.61 1 238 41,444 2 347 17.87 20.79 2 238 2 304 15.64 58.53 2 238 1-b 347 2.362 43.61 2 238 3-a 347 2.362 7.561 3 238 3 304 14.25 55.87 3 304 51.71 81.05 3 238 3 238 3a 347 10.67 23.42 3-b 347 2.362 7.561 3-b 347 10.67 23.42 p= 3-c 347 2.362 7.561 2-201 (r max Ab".5) Vadj line B 2.457 Vadj line AorC Vadj line BorD 2947 Vadj line CorE Vadj line DorF 4.392 Vadj line EorG Vadj line ForH 1.921 Val line G 1.00 r- V above r= V above r- V above r- V above r= V above r- V above r- V above r- V above 0.05 1st lev V 2.374 1st lev V 5.403 0.14 1st lev V 9.764 0.11 1st lev V 9.006 0.29 1st lev V 5.3 1st lev V 6.313 0.07 1st lev V 3.284 1st lev V s Sum V 4.831 s Sum V s Sum V 12.71 s Sum V 9.006 s Sum V 9.692 s Sum V s Sum V 5.205 Sum V Base % S/W 5.664 7.09 % SIW 13.04 13 % SIW 23.77 19.05 % S/W 21.93 17.57 % SIW 12.9 10.34 % SIW 15.04 19.43 % S1W 7.66 13.51 % SIW Level Sea Wlft RM OTM Seg Wlft RM OTM Seq W/ft RM OTM Seg WIfl RM OTM Seq WIfl RM OTM Seg W/ft RM OTM Seq Wlfl RM OTM Seq Wtft RM OTM Wind 1 258 31.01 -0.27 1 258 77.32 -0.39 1 1 10.2 1.233 -7.97 1 2,578 2 358 129.9 18.8 2 2 2 2 2 248 8.265 -0.4 3 3 3 3 314 41.95 73.48 3 3 3 358 68.7 -4.44 P= 2-20/ (r max AV.5) Vadj line B Vadj line AorC Vadj line BorD Vadj line CorE Vadj line DorF Vadj line EorG Vadj line ForH Vadj line G 1.00 r- V above 4.831 r- V above r- V above 12.71 r- V above 9.006 r= V above 9.692 r- V above r- V above 5.205 r- V above 0.00 Bsmt V 0.183 0.00 Bsmt V 0.335 0.10 Bsmt V 0.491 0.11 Bsmt V 0.453 0.12 Bsmt V 0.267 0.01 Bsmt V 0.501 0.05 Bsmt V 0.348 BsmlV NY Sum V 5.014 w Sum V 0.335 w Sum V 13.2 w Sum V 9.459 w Sum V 9.959 w Sum V 0.501 w Sum V 5.554 Sum V -1 Shear Wall and Hold Down Requirements Pagel MaxQuake ©1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: June 21999 Firm: AEC Group Job: Name Aisthorpe sfr By: Larry J. Warner AIA Q98.01W Construction Design Software Line 1 I Line 2 Line 3 ILine 4 Line 5 Line 6 Line 7 Line 8 Uplift = Overtuming Moment (OTM) - Resisting Moment (RM)1 Segment Length (Seg Lg). Minimum required Hold Down HD T selected from Hold-down and Wall StrapSchedule on Pa a 9. 2nd HD HO HD HD HD HD HD HD Level Soo lift Type Sea Uplift Type Sea Uplift Type Sea Uplift Type Sea Uplift Type Sea Uplift Type S9 Upfift Type Sea Uplift Type 1,2,3.. Wall Lines Run From Front to Shear(plt) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(ptl) Shear(plf) Bads Wall Type Wall Type I Wall Type I Wall Type I Wan Type I Wall Type'Wall Type I Wall Type Roof U lift from Side to Side Winds resisted by Left and Right Ext. Walls Uplift (pM Rf 2 0 Ext VVI U lift Detail C Rf 2 & Ext WI NA 1st HD .HD HD HD HD HD HD HD Level Se U ift Type Sea lift Type Seg Uplift Type Sag Uplift Type Sea Uplift Type Sea Uplift Type Sea Uplift Type Sea Uplift Type b 7,465 A H10 b 4,688 A H6 c-1 4,984 A H6 d 6,580 A H8 d 2,611 A H2 c-2 5,131 A. H6 f 4,725 A H6 Shear(plf) Shear(plf) ? 912 Shear(plf) ? 582 Shear(plf) ? 619 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Wall Type Wall Type A 33 Wall Type A 2 1 Wall Type A 2 1 Wall Type I Wall Type I Wall Type I Wall Type Roof Uplift from Side to Side Winds resisted by Left and Right Ext. Walls Uplift (ptf) Rf 1 Ext WI 6 Uplift Detail @ Rf 1 & Ext VVI NA Straps/Hold-Downs must run continuous down through the Wall below to the Foundation. If no Wall below tie to Beams sized for Hold•Down Point Loads. Base HD HD HD HD HD HD HD HD Level Seg Uplift Type Sea Uplift Type Sea Uplift Type Sea Uplift Type Sea Uplift Type Sag Uplift Type Sea Uplift Type Sag Uplift T ype a a b - d 2,598 A H2 e f 4,140 A H5 Shear(plf) ? 21 Shear(plf) ? 693 Shear(plf) ? 612 Shear(plf) ? 312 Shear(plf) Shear(pit) Shear(pll) Shear(pit) Wall Type A 6 Wall Type A 44 Wall Type A 2 Wall Type A 4 Wall Type Wall Type Wall Type Wall Type Shear per Linear Foot (Shear(plf)) = Sum of Shear at that Line & Level (Sum V) 1 Linear Feet of Shear Wall at that Line & Level (Sum Seg Lgth) Alinimum required Shear Wall Construction or Shear Frame for Wall Type Symbol is selected from Shear Wall Schedule on Page 9. .4- Shear Wall and Hold Down Requirements Page MaxQuake ©1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: June 21999 Firm: AEC Group Job: Name Aisthorpe sfr By: Larry J. Warner AIA 098.01W Construction Design Software Line A ILine 6 ILine C I Line D Line E Line F Line G Line H Uplift = Overturning Moment (OTM) - Resisting Moment (RM) / Segment Length (Seg Lg). Minimum required Hold Down HD T selected from Hold-down and Wall Strap Schedule on Pa a 9. 2nd HD HD HD HD HD HD HD HD Level Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift T Se U ift Type Sea Uplift. Type Sag Uplift Type Seg Uplift Type A,B,C.. Wall Lines Run From Side to Shear(plf) Shear(plf) Shear(plf) Shear(ptf) Shear(plf) Shear(plt) Shear(plf) Shear(plf) Side Wall Type Wall Type Wall Type I Wall Type I Wall Type I Wall Type I Wall Tye I Wall Type Roof -Uplift from Front to Back Winds resisted by Front and Badc E)d. Walls Uplift(pIQ Rf 2 Ext WI U lift Detail @ Rf 2 & Ext WI NA 1st HD HD HD HD HD HD HD HD Level Seg lift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift T 1-a 10,313 A H14 2 266 A NA 2 3,899 A H5 1-b 10,313 A H14 3-a 1,300 A H1b 3 3,963 A H5 3 1,467 A H1b 3-a 1,501 A H1b 3-b 1,300 A H1b 3-b 1,501 A H1b 3-c 1,300 A H1b Shear(plf) ? 210 Shear(plf) Shear(plf) ? 591 Shear(plt) ? 450 Shear(plf) ? 1212 Shear(plf) Shear(plf) ? 306 Shear(plt) Wall Type A 6 1 Wall Type Wall Type A 2 Wall Type A 3 1 Wall Type A 22 1 Wall Type I Wall Type A 4 1 Wall Type Roof Uplift from Front to Back Winds resisted by Front and Back EA Walls Uplift(plf) Rf 1 @ Ext VVI 7 Uplift Detail @ Rf 1 & Ext WI NA Straps/Hold-Downs must run continuous down throu h the Wall below to the Foundation. If no Wall below, tie to Beams sued for Hold-Down Point Loads. Base HD HD HD HD HD HD HD HD Level Seg Uplift T Son Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type 1 1 1 2 2 3 1,577 A H1b 3 Shear(plf) ? 152 Shear(plf) ? 18 Shear(plf) ? 440 Shear(plf) ? 473 Shear(plf) ? 524 Shear(plf) ? 50 Shear(plf) ? *231 Shear(plf) Wall Type A 6 Wall Type A 6 Wall Type A 3 Wall Type A 3 1 Wall Type A 2 1 Wall Type A 6 1 Wall Typ2 A 6 1 Wall Type Shear per Linear Foot (Shear(pff)) = Sum of Shear at that Line & Level (Sum V) I Linear Feet of Shear Wall at that Line & Level (Sum Seg Lgth) Minimum required Shear Wall Construction or Shear Frame for Wall Type Symbol is selected from Shear Wall Schedule on Page 9. 4 - Shear Wall and Hold Down Schedules Page 9 MaxQuake ° 1995 Archforms Ltd. Date: June 21999 Firm: AEC Group All Rights Reserved Lateral Load Analysis & Job: Name Aisthorpe Or By: Larry J. Warner AIA Q98.01W Construction Desion Software SHEAR WALL OPTIONS: Place an 'X' in the appropriate shaded block. Select only one option under each heading (except System when using frames) Special one Hardware Mfg. Wall Framing Material Shear Wall System PhVIPB all Sheathing Fasteners nxNoX Simpson X Doug Fir or So.Pine X SW-AII Plywd or PB X 3/8'ori/2' CC or CD Ply X 8d Los Angeles Area KC Metals Hem Fir (s.gray.<.49) SW-Gyp,Stuc or Pty 318'orl12' Struc I Ply 10d USP-Silvr/Kant 3-112' Metal Studs HF- Hardy Frame 318'orl/2' CD Ply o1GB 14ga Staple 94 UBC Other (Apx.C) Z SF -Simpson Frame IO'EA M,S/M-2 Prtd Bd 1' Screw To Customize, Overwrite Sched. on Apx. C below Other (See Apx. C) Z ZF -Z Frame Other Sheathing/Fastener Combo (See Apx. C) Modifying note at Sched. Head Modifying note at Sched. Head WIND AND EARTHQUAKE DATA 94 UBC SHEAR WALL SCHEDULE Wind Speed mph 75 Seismic Zone 3 Wall Shear Wall Edge Anchor Plate to Fl. Plate Importance Fact. 1 Source Type A Type Load Sheathing Nail Bolts Nail Lag Clips Exposure Cat. B Fault Distance 50 Symbol (pit) Material 8d 518 x12 16d 1/2" A35 Wind Pres.horiz. psf 10.156 Soil Profile SD GF:900 GFJ20 GF:478 GF:450 Wind Pres. vert. usf -5.468 Resoonse Factor 8.0 Note 1,2 Note 3 Note 6 Note 7 Note 6,8 Note 9,10 Modifying note at Sched. Head NA construct wall as speed per symbol or any below WALL HOLD-DOWN & STRAP SCHEDULE Hold -Down Max. Min. Wall Foundation Bolt A 6 260 1/2' Ply 6" 36"oc 5"oc 27'oc 20"oc Symbol Uplift Post Fl to Fl Anchor Type Bolt 4 A 4 380 1/2' Ply 4" 24"oc roc 15"oc 14"oc lbs. Size Strap Straps HD Dia. 4 A 3 490 112' Ply 3" 18"oc 11"= 11"oc Note 3,4 Note 2 Note 2,4 Note 2 4 A 2 640 112' Ply 2" 14"oc 7"oc 8"oc NA up to 300 use the hold-down across or below req'd type 5 A 44 760 ea side 112' Ply' 4" 17'0c 6"oc r'oc e H1a 1,050 2x LSTA18 PAHD42 4,5 A 33 980 ea side 112' Ply 3" 9"oc 4"oc 5"oc p Htb 1,685 2x MSTA30 LTT20 1/2' 45 A 22 1,280 ea side 1/2' Ply 2" 6"oc roc 4"oc p H2 2,760 2-2x MST27 STHD10 HD2A 5/8' ? A H5 4,460 2-2x MST48 PHD5 518' 1 Sheathing: 318'-112' (4 ply min) CD, CC Ply with all edges blocked A H6 5,585 2-2x MST60 PHD6 718' 2 Framing: 2x DF typ @ 16'oc., 3x req'd if 10d w/ +1-518' penetration, 2' or 3'oc A H8 7,120 2-2x PHD8 718' 3 Typical Fasteners: 8d Common or Galy. Box nails (no sinkers), nail field @12' A H70 9,540 4x HD10A 718' 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 1' 5 Offset panel edges on opposite sides of wall and stagger plate splices A H16 15,305 6x HD15 1114' 6 Anchor Bolts (ASTM A-307) Min. 7' imbedment, w12'x271J116' Plate Washer ? 7 Stagger 16d nails in 2x, lags at 3x plates when no sheathing continuity to Rim Joist 1 Straps and HD's as Mfg. by Simpson Strong -Tie Co. Cat C-98 8 Predrill 318' hole for Lag. Provide Washer. Adjust Igth for 2' penetration into Joist. 2 Nail Straps 8 Hold -Downs w110d (2)(maxpen.1-518') 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 Strong -Tie Co. Cat C-98 3 If No Cont. Rim Joist Add Lgth. to Wall Strap to Span to Wall Below 4 Straps and Hold -Downs must run continuous to Walls below; if no Wall below, tie to Beams, sized for Hold -Down Point Loads Shear Wall and Hold Down Schedules Date: June 2 1999 Firm: Job: Name Aisthorpe sfr By: DIAPHRAGM OPTIONS: Rf/FI Framing Nat, Rf/Fl Diaphragm X DF or So. Pine All Unblocked Hem Fir Rf UnBlk, FI Blk Other x Block All Edges To Customize, Overwrite Schedule or See Apx. C Page 10 MaxQuake AEC Group All Rights Reserved Larry J. Warner AIA I Q98.01 W Fasteners 8d Com Only X 8d@Rf, 10@FI 10d Com Only 14 ga Staple Other @ 1995 Archforms Ltd. Lateral Load Analysis & Construction Design Software Modifying note at Sched. Head COLLECTOR/TIE AND DIAPHRAGM SCHEDULE Shear CIT Max. Collectorfrie Tie Tie Rod Frame Model Numbers and Unit Shear Capacities Obs) Type Force Cont Joist or Strap - Washer Symbol (lbs) Solid Blocking or Cont -"'Dia. Height 7 ft a ft 9 ft Lgth less of C&T par to grain: 425 Joist 20ksi loft A Note 5 Note 7 Use Colledorrrie as speed per symbol or any below A NA 300 314" Ply A 425 A C2 3,506 2x6 MST37 314' A A C3 4,405 2X8 MST48 718' 2.24 2- HD6A A Z96 2- HD8A A C5 6,440 2x12. 2- MST37 718' ? ? A C6 8,310 2- 2X10 HS75 718' 4.23 HD10A Modifying note at Sched. Head 5.69 2-PHD6 A C8 17,691 3- 2x10 718' ROOF/EXT. WALL UP -LIFT SCHEDULE 7 Wall Uplift Stud to Plate Plate to Rafter Stud to Rafter Type at 16' oc at 24'oc at 16' at 16' oc 50 5 Provide Washer w/ Dia. (inches) at end of blocked Rft/Jst bays, Mal. iron or 114' St. A T 100 Ply Nailing or H2 H2 A U 180 A35 H4 H2 A V 316 SPI H10 H1 H2 A W 460 SP4 H7 H10 LTS10 A X 600 SP2 H10 H7 A Y 1,170 FTA2 A Z 2,560 FTA7 1 ' 1 Anchors and Clips as Mfg. by Simpson Strong -Tie Co. Cat C-98 @ 1995 Archforms Ltd. Lateral Load Analysis & Construction Design Software Modifying note at Sched. Head COLLECTOR/TIE AND DIAPHRAGM SCHEDULE Shear CIT Max. Collectorfrie Tie Tie Rod Diaphragm Load Material Nail Diaphragm Type Force Cont Joist or Strap - Washer Symbol (lbs) Solid Blocking or Cont -"'Dia. Dia. HD less of C&T par to grain: 425 Joist 20ksi 625 Note 1,2 ,6 Note 2,3,4 Note 4 Note 5 Note 7 Use Colledorrrie as speed per symbol or any below A R6 270 112" Ply 6" A F6 NA 300 314" Ply A Cl 2,231 20 MST27 425 A C2 3,506 2x6 MST37 314' 1.79 2- HD5A A C3 4,405 2X8 MST48 718' 2.24 2- HD6A A C4 5,800 2x10 MST60 718' Z96 2- HD8A A C5 6,440 2x12. 2- MST37 718' 3.28 2- HD8A A C6 8,310 2- 2X10 HS75 718' 4.23 HD10A A C7 11,170 2- 200 HST6 7/8' 5.69 2-PHD6 A C8 17,691 3- 2x10 718' 9.01 2- HD10A 7 1 Provide Cont. Rim Joist/Rafter or Solid Blocking at all Shear Wall Grid Lines 2 A properly sized continuous Rafter or Joist can ad as both Collector and Tie 4 Continuous Rim Rafter/Joist REQUIRED at perimeter of all blocked diaphragms 3 Between Blocks or breaks in Rafters/Joists provide straps to maintain Tie continuity 4 Run All -thread Rod thru RfUJst, Igth=Load/Shear(plf), secure ends w/ Washer or HD 5 Provide Washer w/ Dia. (inches) at end of blocked Rft/Jst bays, Mal. iron or 114' St. 6 Conned Continuous ColledorlTie to shear wall as required by Shear Wall Schedule 7 HD at Rod to Shear Wall and/or Rft/Jst. Mfg. by Simpson Strong -Tie Cat C-98 Koot Shear Diaphragm Edge Floor Shear Diaph. Diaphragm Load Material Nail Diaphragm Load Material Symbol Note 1,2,4 Note 3 Symbol Note 1,2,4 8d Nail 10d Nail A R6 270 112" Ply 6" A F6 320 314" Ply A R4 360 112" Ply 4" A F4 425 314" Ply A R3 530 112" Pty 7-112" A F3 640 314" Ply A R2 600 112" Ply 2" A F2 730 314" Ply 7 7 1 Sheathing: Floor 314 CD -AC Ply/OSB, Roof 112 CD or CC Ply1OSB, BLOCK All Edges 2 Framing: 2x typ, 3x req'd ff 10d pen more than/ -518', or nails spaced less than 3'oc 3 Typ. Fasteners: 8d Com. @ Roof,l0d Com. @ Floor (no sinkers) field 12'@Rf,10'@FI 4 Continuous Rim Rafter/Joist REQUIRED at perimeter of all blocked diaphragms Collecton ie & Diaphragm Loads, Lines 1.8 Page 11 MaxQuake ©1995 Arch%rms Ltd. All Rights Reserved Lateral Load Analysis & Date: June 21999 Firm: AEC Group Job: Name Aisthorpe sfr J. Warner AIA C198.01W Construction Design Software Line 1 Line 2 1 Line 3 1 Line 4 Line 5 1 Line 6 Line 7 Line 8 Seg CIT Load (back) - max. load on the Collector [Tie between this and Seg above. CIT Type - min. adequate ColleclorMe. Seg beg - feet Seg begins front of Quad Line. front - CIT load at front side of the front most Segment. Shear- the avers a Dia hra m Shear alono the Line. IF'Ga ' appears correct Line CIT discontinuity. 2nd UT Load CIT . Seg CR Load CIT Seg Crr Load CIT Seg CIT Load CR Seg CIT Load CIT Seg CIT Load CIT Seg C1T Load CR Seg CR Load CIT Seg Roof Sea back T Sea back Type beg Sea back Type beg Son balk Type beg Sea back Type beg Sea back Type beg Sea back T Sea ck T ype beg 1,2,3.. Wall Lines Run From Front to front front front front front front front front Back Shear(ptt) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) R1 Diaph Rf Diaph Rf Diaph Rf Diaph Rf Diaph Rf Diaph Rf Diaph Rf Diaph 1 Rf JUT Load CR Seg CIT Load CIT Seg CIT Load Cfr Seg CIT Load CR Seg CR Load CIT Seg CR Load UT Seg CIT Load CIT Seg CIT Load CR Seg 2 FI jSeg back Type beg Sag back Type beg Sea back Typ2 beg Se back Type beg Seg back Type beg Sea back Type beg Sea back Type beg Seq back Type beg b 2834 a C2 b 1647 a C1 0 835 A C1 d 5893 A C5 d 7910 A C6 c-2 3174 A C2 f 4415 A C4 front front 237 NA front 247 NA front 1955 A C1 front front front front Shear(plf) Shear(plf) 354 Shear(plf) 268 Shsar(plf) 206 Shear(plf) Shear(pit) Shear(plf) Shear(plf) Rf Diaph Rf Diaph A R4 Rf Diaph A R6 Rf Diaph A R6 Rf Diaph Rf Diaph RI' Diaph Rf Diaph Fl Diaph FI Dia ph A F4 Fl Diaph A F6 Fl Diaph A F6 Fl Diaph Fl Dish Fl Diaph Fl Diaph 1st CFT Load CR Seg CIT Load CIT Seg CR Load CfT Seg UT Load Cfl' Seg CIT Load CR Seg CIT Load CR Seg CR Load CIT Seg CIT Load Cfr Seg Floor Sell back Type b S balk Type beg Sea back Type beg Sea back Type beg Sell back Type beg Sea back Type beg Sag back Type beg Sea back T ype beg a a b d 8314 A V e 4839 A C4 f 3177 A C2 front 166 NA front 122 NA front 259 NA front 1994 A C1 front front front front Shear(plf) 13 Shear(plf) 370 Shear(plf) 282 Shear(plf) 216 Shear(plf) Shear(plf) Shear(plf) Shear(pif) Fl Diaph A F6 jFl Diaph A F4 A Diaph A F6 FI Diaph A F6 IFI Diaph Fl Diaph FI Diaph FI Diaph If of or FI Diaph return 'block?', load values are higher than the diaphragm capacity. Change to blocked diaphragm or fastener Ition 10 or add Shear Wall 3or4 41 CollectorMe & Diaphragm Loads, Lines A -H Page 12 MaxQuake ®1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: June 21999 Firm: AEC Group Job: Name Aisthorpe sfr By: Larry J. Warner AIA 098.01W Construction Design Software Line A Line B I Line C I Line D Line E I Line F Line G Line H Seg CIT Load (left) - max load on the Collector Me between this and Seg to left. CR Type - min. adequate Collector[Tie. Seg beg - feet Seg begins right of Quad Line. right - CIT load at right side of the right most Segment. Shear - the avers a Dia hra m Shear along the Line. If 'Gap'appears correct Line CIT discontinuit . 2nd CIT Load CfT Seg CIT Load CIT Seg CIT Load CIT Seg CIT Load CJT Seg CR Load CIT Sag CIT Load CR Seg CR Load CR Seg CiT Load UT Seg Roof Sea left Type beg Se left Type beg Sea left Type beg Sea left Type beg Sea left Type beg Sea left Type beg Sea left Type beg Sea left Type beg B.C.. Wall Lines Run From Side to right right right right right right right right Side Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Rf Diaph Rf Diaph Rf Dia h Rf Diaph Rf Dia h Rf Diaph Rf Diaph Rf Diaph 1 Rf CIT Load CR Seg CIT Load C1T Seg CR Load GT Seg CIT Load CIT Seg CR Load CIT Seg CfT Load UT 'Seg CR Load CIT Seg CIT Load CR Seg 2 FI Sag left Type beg Sag left Tpe beg Sag left Type beg Sea left Type beg Se left Type_Sea left Type beg Sla left Type beg Seg left Type beg 1-a 2 2 4571 A C4 1-b 4846 A C4 3-a 907 A C1 3 715 A C1 3 4914 A C4 3-a 3-b 1747 A C1 3-b 2603 A C2 3-c 2587 A C2 right 2856 A C2 right right 3248 A C2 right 682 A C1 fight 8958 A C7 right right 3362 A C2 right Shear(plf) 143 Shear(plf) Shear(plf) 241 Shear(plf) 170 Shear(plf) 183 Shear(plf) Shear(plf) 217 Shear(plf) Rf Diaph A R6 Rf Diaph Rf Diaph A R6 Rf Diaph A R6 Rf Diaph A R6 Rf Diaph Rf Diaph A R6 Rf Diaph FI Diaph A F6 Fl Diaph FI Dia h A F6 Fl Diaph A F6 Fl Dia h A F6 Fl Diaph Fl Diaph A F6 Fl Diaph 1st CIT Load CR Seg CIT Load CIT Seg CIT Load CIT Seg CIT Load CIT Seg CIT Load CR Seg CIT Load CIT Seg CIT Load CR Seg CIT Load CR Seg Floor Sea left Type beg Sag left Type beg Seg left Type , be Sea left Type " beg Sag left Type beg Sea left Type beg Sag left Type beg Seg left Type 1 1 1 2 2 1 BO NA 3 5162 A C4 3 right 123 NA ri ht 215 NA right 5705 A C4 ri ht 716 A C1 right 6377 A C5 right 226 NA ht right Shear(plf) 148 Shear(plf) 6 Shear(plf) 250 Shear(plt) 179 Shear(plf) 189 Shear(plf) 9 Shear(plf) 231 Shear(plf) FI Diaph A F6 FI Diaph A F6 FI Diaph A F6 Fl Diaph A F6 I FI Diaph A F6 FI Diaph A F6 Fl Diaph A F6 FI Diaph If Rf or FI Diaph return WocW.', load values are higher than the diaphragm caaat . Change to blocked diaphragm or fastener Option 10 or add Shear Wall (pg 3or4 J Pressure for Components & Cladding Page 13 MaxQuake 01995 Archforms Ltd. June 21999 Firm: AEC Group All Rights Reserved Lateral Load Analysis & Name Aisthorpe sfr By: Larry J. Warner AIA Q98.01W Overturning Calculation Template Wind lwind.Pressure P and Wind Coefficients GCp for Components and Cladding of enclosed Buildings Pressure for GCp Uplift -3.4 -35 or -3.2 -32 Out- -3.0 -30 Force -2.8 -28 -2.6 -26 -2.4 -24 -2.2 -22 -2.0 -20 -1.8 -18 -1.6 -16 -1.4 -14 -1.2 -12 -1.0 -10 -0.8 -8 -0.6 -6 -0.4 -4 -0.2 -2 0.0 - 0 Down 0.2 2 Load 0.4 4 or 0.6 6 In- 0.8 8 Force 1.0 10 1.2 12 1.4 14 1.6 16 Vote: 1. Values are for enclosed Buildings. 2. SBCCI Values for GCp are equivalent to UBC Table 16-H for values of Co. Vertical Wind Loads for Gable or Hip Roofed Buildings GCp GCp 0.4 0.2 0.6 0.4 Figure1606.2D GCp for Roof Slope 0 < a < 10 1 ====;M;7,- 1 �•��.�� w■... 1 ��■t: 1 ���■L•■%1��� 1 r . �C----C O<a<10 10<a<45 Effective Wind Area sq.ft. . Fffective Wind Area sq.ft. Figure1606.2E GCp for Roof Slope 30 c a < 45 Degrees 0<a<10 10<a<45 a Overhang GCp include effect of both upper & lower surface Horizontal Wind Loads for Buildings Walls GCp -2.0 -1.8 -1.6 -1.4 -1.2 e -1.0 a W. z -0.8 W -0.6. z e e Z 0.6 Plus: in, Minus: out, design for 0.8 1.0 maximum t pressure 1.2For partially enclosed buildings 1.6 «GCp add 0. 1, -GCp minus 0.4. 1.8.RM Reduce GCp 10% when a < 10 Figure 1606.2C Wall GCp Vertical Wind Loads for Monoslope Roofs -3.4 -3.2 -3.0 -2.8 2.4 -2.2 -2.0 -1.8 -1.6 -1.4 1.2 1.0. Figure 1606.2F 3 < a < 10 3<a<30 Effective Wind Area (sq.ft.) If a< 3 see Figure 1606.2D Figure 1606.2G Monoslope Roofs 10,c a < 30 Degrees v 165 74 --Fa T O S 71t 1 ra.�i 4t Lor I I o S C�► -sem 6 a r .APPROVED Butte r^! tntv !7alth n op w • IN, J UIN I 11999 Chico, Callfomla � oJ .............. . ..... . .............. e-7 Fl RESIDENTIAL PLAN CHECKING GUIDE SINGLE FAMILY, DUPLEX AND MISCELLANEOUS ONLY. OWNER: PLAN CHECKER: AP.NUMBER:.. :'6' .' %�:: Zoning requir an=ts: (side yards and number of permitted living units). ; Valuation Plans signed by designer.- !� Proper description of work on application Existing violations on property. 6. Items on data sheet, (Impact Fees, Environmental Health, Developer Fera, etc.). Recorded notice of violation. PLAN 7 w Complete parcel size and dimensions. Setbacks, side yards, easements, etc. Other buildings or structures. Grading, fills and/or drainage. Flood hazard Special conditions on creation map (Noise, S.R.A-, Fire Sprinklers, Water Tender, Trees, etc.). F.A.U. dt F.A.S. road setback. Building or utilities across lot lines (Record form) Complete to scale plan with dimensions. Required windows for light and ventilation (Section 1203). ' Required windows for second exit (Section 310.4). Skylights (Section 2409 & 2603.7). •, Glaring in Hazardous Locations (Section 2406).•, Required room sizes, ceiling heights (Section 310:6). G.F.C.I. in baths, garage, kitchen, wet bar and exterior outlets (N.E C. 210). Lights, switches, receptacles, and exterior receptacles for maintenance of mechanical equipment. Location of water beaters, heating and cooling equipment, other electrical or gas equipment. Garage firewall, door size and closer (Section 302.4). Minimum of one 37 exterior door (Section 1004.6). Fireplace and wood stove location, alcoves and clearance. Smoke detectors (Section 310.9.1). Plumbing fixtures, water closet clearances and shower size. Conventional Construction - Unusually Shaped Buildings (Section 2326.5.4);. Standard bracing or engineered design (Section 2326.11.3). Clerestory requiring balloon framing and/or engineering. i Three story building requiring engineered calculations and plans. Foundation plan complete enough to construct building. Floor construction details complete enough to construct building. Elevations and wall construction details complete enough to construct building. Roof construction details complete enough to construct building. Rafter ties or bearing ridge beam. Fireplace construction details and calc. if necessary. Garage door and/or porch header sizes. Stud heights. Adobe soils - special foundation design. Retaining walls requiring design. Special Inspection requirements Header size. Sheetrock nailing inspection required? July 1996 3.2 Stairway details: landings, rim sad rte. bad clearance, handrails (Section 1006). Guardrail details (Section 509). Brick or stone veneer (Section 1403). . Exterior plaster -weep sc=+eeds (Section 2506). Proper roof pitch for rood' covering (Section 1501). Roof covering type - (fere hazard). _ Foam insulation = protection. _ 36" halls and stairways. Living area over garage -complete 1 -ho ir'sepicadon +equbvd odgeiage, side including supP�g � + per. r— Two exits on three -"dwellings (Section 1003). i-' Underfloor access and ventilation (Section 2317.7). - 2�- Attic access and ventilation (Section 1 S05). 3 Combustion air for fuel burning appliance - L.P.G. requirements. 4— Noise requirements on duplexes. Energy design. Flashing at all exterior openings. C.D F. responsible area requirements. July 1996 '7eAiil5 3.3 w l CE,RTIFItATE OF COMPLIANCE -Residential Page JI -CF -IR ------------------------ -------------------------------------------------------- Rroj�e t Title-.- A-1 S-THORPE- SFR Run-: 171 0-7 - Jun,- 9 9 Project Address.: BUTTE MEDOWS AISTHORPE-1 BUTTE MEDOWS Building Ti t 1 e • .1425 SFy _AFB - Sr1 i 1 d i ng Permit # Document Author-: AHC- GRQUP : G% � TSP=FrimP_• .-Ldrr --a_ Warner -ATA P1an..ick../ ..-Date Zz- ... _ Ora•- .. .�- GENERAL INFORMATION Field Check / Date Condi t ioned Flour Area. 142-5- €t2. Building Type: SFD Single -Family Detached Buildfn�L Front- Orientation, 270- deg (i t ) Number of Dwelling Units: 1.00 Floor Construction Tom: R7&ised flcgor BUILDING SHELL Componen t Type D DCr- : r Wall Ceiling: - Floor FENESTRA'T'ION Orientation .INSULATION Insul Assewbay R -value U -value ... _Locat.ion/Comments ------------------ -Kind= East Window North Window South Window West Window North - Window west Window- South - & 4.3-3-Q Uncit i 21.. &-&5-7 €lute Uncond±t±oped 3a aY025: -'Attic- -Attic- 19 19 0.037 Crawlspace 5 Area U-- Inte-zior- Exterior Overhang. Frame (ft2) value Panes Shading - Shading and Fins Type Bug"•$C'releTY - Nom Wgod 91.5 0.350 2 Std Drape- Bug Screen None Wood ,--5fT-.0 0.356-- 2- Stcf-Drape- Bug Screen None- Wapd 7--45.0 0.350. 2 Std Drape -Bug Screen None Wood 0 0 .35 Q - 2- Std- Draga- Bug Screen None- WdDgor ,.-20.0 0.350 2 Std Drape Bug Screen None WdDoor 2fi.0 0.350-- 2- St-&- Drape-- Bug Screen None WdEkgor THERMAL.MASS Area Thick. Type Exposer? (f -t 2y- - (I rry ----------------- ----- ----- HVAC SYSTEMS Looat=orrf Gommen,� s --------------- ------------------------ TypeEfficiency ---------------------- -------- Furnace , &� AFUR Air- eon. — central split - -10-. A- SHE& .a. .o Duct EoeatAo�s' and R-va� Attic V 'Att fE-­ CEIZTI F O$TE OY'IAN E": R%=s:Edtnxt ia-1 Page 2 CF,�aR Project Title: AISTHORPE SFR Run: 171 07 -Jun -99 WATER HEATING -SYSTEMS D-fstrr'b- Water Water - # of Energy Volume Wrap System Name Type Heater Name- Heater -Type Hers -Factor (gal) R-val Stax _Gas=._Standard..Ht - StoT-at ---gas-- 1 -&.5-3- -5-a. -12 WATER HEATING SYSTEMS MISC galas-- sa�ings- System Name fraction .So -la -r system type ------------ Wood stove boiler? -- NQ Wood stoke boiler pump? ------------- "No WATER HEATER/BOILER DETAILS Fated- Pilot Water Recovery Input Standby Tank Light Heater -Name< E~f€iciency- .-AFUE- (kRtErhJ' - Loss- R -value (Bt,}h) ------------ S tandardGas - ---------- 7-6 ----------- _ _ ifs . Oa ------- -- ------- - - ------ - - HYDRONX nTSTRTRr=A= AND MFRNINAI.S Ripe- Fipe Ihsul' rnsul System/Name Type Number run (.ft) diam (.in) thck .(in) R -value -------------- N�ne ------------- ------ -------- --------- ---------------- SPECIAL. SES , NARKS , - -AND- NOES None .:COMPLIANCE STATEMENT This certfffcate- of-COLL l=anice Ifsts the -building features and performance specifications needed to comply with the -Energy Standards in Title 24, Parts 1 an&- 6-,. o� tom- CaXffgrnia Code o� Regwr-ati-ons and the Administrative regulatigns to implement them. This certificate has-been signed by the individual with overa. 1, design respmi ibility-: When this- certifi tate of compliance is submitted fora single building.plan to be built in multiple orientations, any shading feature that -:Es-- varied is indicated frr the= Spe -&l. Features, Remarks-, and Notes Se-cti on.. CART IFI E-- DE- 1ANGE�- ResidLant Page 3 Project Title: AISTHORPE SFR Run: 171 07 -Jun -99 DESIGNER OR OWNER Larry J-. Wax ner AMA - AEC Group 389-=D- CONNORS CT CHICO, CA 95926 5 3 0•- g9Z-90frS- Lic #. ii cn. t� ENFORCEMENT AGENCY �e Title. - Agency: Te-lephone-. DOCUMENTATION AUTHOR - AEC GRQUP AEC .Group 331 Rio Vista. Dr. S.uite5 Auburn, CA 95603 - Larry. J. Warner ASIA '1 Shied=. -Date COMPUTRk METHODMARY Page 1 C -,2R ------------------------- --------------------- 7 ------ 7 ---------------------------- AI-STHORPE SFR Run: 171 07-Jun7.99 Project Addra-ss: MJTTE MEDOWS AISTHORPE-1 BUTTE MEDOKS Building Title; 1425 SF, S.FR Building Permit # Ubcument.Kutharz- AEC GR, UP LArx-y T-WArner AM Plan Check / Date Field Check / Date ENERGY ME SUMMARY 4.kBtu/ft2-y-r) Errexqy--Use Standard Desfqp P.Loposed- Ders-.,* gn --------------- --------------- --------------- Space- Heat irxj. 3-4. 12- 2-6,13 Space Cnnlin .6.80 5_b2 W -a -L -L -r- Heiart7incr- 14.67- 14: '. 65 -7 -------- -------- flies Tat &1 51-. Yes GENERAL -INFORMATION Conditicni - PI -oar -Area--:- 1425 - f t,2 Building -Ty-pez ASM qinql Family Detached 0dII-d-ipq-- ntont OtIentatior: 27(Y- deg - (W".t) Number of -Dwel-ling Units. -1-0-0 Nartbex off' Stories * I Floor ConStrilrtinn JWe. -Raised f 1 no NUmberr oE Conditioned Z-oners•.-- I Total Conditioned Vol-ume- 1140-D.-f.t-3 Condi tion FcFatpx:Ent7 Area --7- 1-4275 I.t 2 Ground-Eloar�Area: 1-425 -t2 BUILDING ZON137- INFORKAT3,ON F-2:0=- - :-- Vent Vint Zone Area Volume Thermostat Height, Area NaHle (ft72-y-- (ft -31 Ty2L-- TYRI-- (ft) ('f t2) HOUSE:- 142-5--- 11440- Conditi-cxm6 -: CECLStandarcl. 210" . 57.3 OPAQUE .SURFACES S ax fa Area. U- Ins -1- Tru- Slr--CcjIIsL,.rU* ion Type ---------- �ft2.) ------ value ----- Rval.-Azm ---- Mt-Gns Type --- --- --- ------------ Location/Comments -------------------------- Zkxle- --' HOU&R. Doom 1 0_ -Ila - 2.7-& � Unconditioned W&J-1 Is -9- --a-, a --G-57: 21--- -22-OL 9� Y-IeS=-WZT 2j-EGPM7- Outs2i(ie- waa;L. =5-3 0--D53 21- 27a. 9a No -W21: -2x;6 --.I&- Uncondi-ticqed W&11 0--. - 21 - IM 5#- � W21. 2x6=-. r6- Unccrnditio4ed Wall I -U -D 0-057 .21 -180 -90 VPS N21-2x6WS Outside Wa-11- 549=.5 6.0-57 2.1 9-0- 9-0- Yes W2-1.2x6WS Outside Wall 196.5 0-.057 21 -0 90 Yes W21.2-X-6WS 7 Outside C-e-ilinT 14257-.CFO=.925- 3!r- 2707-- 35:: Yes Attic Floor- - 1425-0 D -Q37 19- - -No--FC19-2 -26. Crawlspace E .ME7T1UU SUMMARY- Page 2 C -2R ' Project Title: AISTHORPE SFR Run: 171 07 -Jun -99 l PERIMETER LOSSES Ins�ul Perimeter Length F2 Insul Depth 'ape CftY F-actar- H-va-l- Croy Eocatibn/C-ommeats FEN iTIM SURFA4C�ES Glazing Fenestration Area Tru Open Frame Charactr Dame- -------------- Typer - (f -t2 )' Azm ---- ----- --- T -1t- Type ------------------ Name ------------ Comments -----=---------- 7,one- = HSE 1. min& 12:5 .9$ 90B`i - Vea& -CL-R . 3 5 2 Wind 12 .0 9-0. 9 0 . Hinged . Wcnd - CLR . 3 5 3: W=i yt& IS: 0 -- 15-7 9f� Hinged -BOO& CLR. 3 5 4 Wind 12.0 /90 90 Hinged Wood- CLR.35 5 win 5.OY 9� 9-07 Hinged-. WOO& CLR-.35 6. W i n r7 25...0 ✓� 0 -9-0 .Hinged Nood - -CLR . 3 5 T wind- 2. O r/ 8 9 Hinged"- CLR 3 5 8 wind 25-.�- 0 90 Hinged Wood CLR. 35 10- Bind- 15.0 0-. 97(Y Hin & - CLR; 3 5 11 Wind .3.0...0 . .0 9D . i na d Nood­ CLP,.35 12= Wind 3'G -.'O-- EF- 9$ FFinged- .- WocKf CLR. 35 13 -Wind 23.3 0 90 Fixed Wood CLR.-35 14 B-inef- 23.3— 0- 9D- Fixed- -. .. CLR.35 DR.- 7 Wind 4.0..0 D 90 .Hinged _WdDaa.r CLR :'3 5 DR- 3 vfind- 20-. 0-270F 700 9-ff= HingecT - WdDiaar EZR-� 3 5 DR -6 Wind 20-D 18-0 9D Hinged JeMAaor CLR. 35 GLAZING C�IggF S Glazing Charactr Glaring- U-- S'�' GTg Fnterior SC- Fnt Exterior SC- Fxt ,Name .Type Panes vaLue nnl y Shad aWe Shade- Shade Type Shade -CLR . 3� C1 e 2 _ 3 .: # S Drage '0'.7870, Bug - Screen D :� 7 0 OVERHANGS F-ei�tration Name -------------- Nbne- --------- -- Awe- Left- Right -Height Width .Depth Glazing Extension Extension Pager 3 E - 2 R Project Title: AISTHORPE SFR Run: 171 07 -Jun -99 FINS Deft -Fin Right Fin Fenestration Rxtem- D-iat E-xten- hist EIm E a to - Fir. Pira-. above- t�o,- Name= . . : Ttidth- -- g gig Depthr. Heigh -t T1 --ng" g1-4ng _. None THERMAL MASS Vb-1 Candi Area Thck Heat duct- Construction Insd Mass Name- - - - - tft-2- (in j -CaLrivrty Trgt;� - - - - - - - Rval Locatiorr/-Conune t s - - - - - - - - N�ne OPM will *v4ffef ONN i' " I i- 3.� Fenestration Name Nme HVAC SYSTEMS System Name --------------- zone = H USR ^�3 tt- _SA 'AsprftT0-- Winter Summer Targetted Emiction Fraction Thermal- Las's- Comments -------------------------- Duct I;ocati�on System Type .Efficiency and R -value .. 0--8�-AFUE Attie R-4.2 Air- eorid-., — eerrt-r-crl- spl.i 1.�.V0- 'SEER Attie" -R-4.2 WATER HEATING SYSTEMS Distr%b- Water. e -r # of- E-nergy Volume Wrap System Name Type Heater Name .Heater Type Htrs Factor (gal) R -Val .S -t a€ _n— -: & Standaw-dGas= Storage- gam: 1 0''.-53, 50- 12 WATER HEATING SYSTEMS MISC Solar, savings- Solar- systent System Name fraction type "Standar_Gas - - - - Wooer- stove boiler? - No WOoT stove boiler pump? ------------- No COMPUTER METHM SUMMARY- Page 4 C -?R Project Title: AISTHORPE SFR Run: 171 07 -Jun -99 - - - - - - - - - - - - - -------- -------------------------- WATER - - - - - - - - - - - - - - - - - - - WATER HEATER/BOILER DETAILS - R-ated" Pilot Water Recovery Input Standby Tank Light Heat-eY` Name kFUR Fk tufr)- * - Loss R --value (B"h) ------ - - - - ------ - - - - -- - - --- - - - - --- - - - - ----_----- ------ 761- -- 16.Do. -- -- HYDRONIC DISTRIBUTION AND TERMINALS Plipe Pipe I-hsur rns`ul System/Name Type Number run (ft) diam (in) thck (in) R -value -------------- ------------- --------------------------------------- NgTre . SPECIAL FEATURES-, RE DS-, AND- IDES None �! 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 performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION I DESIGNER I ENFORCEMENT I Building Envelope Measures " §150(a): Minimum R-19 ceiling insulation. §150(b): Loose fill insulation manufacturer's'labeled R -Value. • §150(c): Minimum R-13 wall insulation in framed walls (does not apply to exterior mass walls). i §150(d): Minimum R-13 raised floor insulation in framed floors; minimum R-8 in concrete raised floors. §150(1): Slab edge insulation - water absorption rate no greater than 0.3%, water vapor transmission rate no greater than 2.0 perm/inch. §118: Insulation specified or installed meets California Energy Commission quality standards. Indicate type and form. §116.17: Fenestration Products, Exterior Doors and Infiltration/Exfiltration Controls a. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. b. Manufactured fenestration products have label with certified U -value, and infiltration certification. c. Exterior doors and windows weatherstripped; 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 §151 meets Commission quality standards. §150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs 1. Masonry and factory -built fireplaces have: a Closeable metal or glass door b. Outside air intake with damper and control c. Flue damper and control 2. No continuous burning gas pilots allowed. Space Conditioning, Water Heating and Plumbing System Measures §110 -13: HVAC equipment, water heaters, showerheads and faucets certified by the Commission. §150(i): Setback thermostat on all applicable heating systems. §1506): Pipe and Tank Insulation 1. Indirect hot water tanks (e.g., unfired storage tanks or backup solar hot water tanks) have insulation blanket (R-12 or greater) or combined interior/exterior insulation (R-16 or greater). 2. Fust 5 feet of pipes closest to water heater tank, non -recirculating systems, insulated (R-4 or greater). 3. All buried or exposed piping insulated in recirculating sections of hot water system. 4. Cooling system piping below 55°F insulated. S' Piping insulated between heating source and indirect hot water tank. §150(rp): Ducts and Fans 1. Ducts constructed, installed and sealed to comply with UMC Sections 1002 and 1004; ducts insulated to a minimum installed value of R-4.2 or ducts enclosed entirely within conditioned space. 2. Exhaust fan systems have backdraft or automatic dampers 3. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers.. §114: Pool and Spa Heating Systems and Equipment 1. System is certified with 78% thermal efficiency, on-off switch, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. System is installed with: a. At least 36' pipe between filter and heater for future solar heating. b. Cover for outdoor pools or outdoor spa. 3. Pod system has directional inlets and a circulation pump time switch. §115: Gas-fired central furnace, pool heater, spa heater or household cooking appliance have no continuously buring pilot light. (Exception: Non -electrical cooking appliance with pilot < 150 Blum(.) Lighting Measures §150(k): 40 lumens/watt or greater for general fighting in kitchens and rooms with water closets; and recessed cuing fixtures IC (insulation cover) approved. Revised January 1992 V" BUILDING PERMIT SITE PLAN CHECKLIST APN: L) Building Permit No.: Proposed Use: SFD ❑ MH ❑ Multi -family ❑ Res. Acc. ❑ Ag. Bldg. ❑ Comm. ❑ Ind. ❑ Other: Zone District: The Proposed Use Is: Permitted: Not Permitted: Requires a Minor Use Permit: Accessory Bldg. Use: General Plan: A _2 Requires a Use Permit: Requires an Administrative Permit: LOT Parcel Created By Map? No: Yes Book/Page )'-SQ i--OP- Map Conditions? No: Yes: , See reverse side f Use Permit: Variance: Dev. Agreement: 1 Applicable Setback Zoning Code Streets & Hwy. Fire Prevention Subdivision Map Front O Side 3 � Side, street Rear d Height Parcel in Land Conservation Agreement? No: -X Yes: , Check Use Parcel in North Chico Specific Plan? No: �< Yes: , Check NCSP Zoning Parcel in Floodplain? NoCC Yes: • , Zone: Panel No.: O X081')-- Parcel in Enterprise Zone? No--><-- Yes:______, Check Use Commercial/Industrial/Multi-family Uses Parking Requirements: OK as shown Other: Landscaping Requirements: OK as shown Other Comments: 0 t—? Reviewed By: `—f::p Date: Cl)� 1 CHECK SPECIAL CONDITIONS WHICH APPLY TO PARCEL: ALL FEES TO BE PAID TO THE BUILDING DIVISION UNL. ESS OTHERWISE _NOTED. —1. Submit a plan of the existing on-site mature trees, located in the proposed for building and driveway area prior to grading or vegetation removal. Minimize the removal of mature trees, where possible. A mature tree shall be defined as a tree with a trunk measuring 4 inches in diameter, 4 feet from ground level. Mature trees removed shall be replaced by planting replacement trees of equal number and not less than _ gallon size. _2. Prior to the commencement of grading and/or construction activity, all individual or groups of oak trees which are to be retained as part of the project, shall be fully protected through the use of root protection zones (RPZ). During construction, RPZs shall be established using protective fencing enclosing an area with a radius 1.5 times the distance from the trunk to the dripline. Within this protective buffer, no grading, trenching, fill, or vegetation alteration of any kind shall be allowed. The RPZs shall be maintained after the completion of construction in order to continue to protect the oak trees, but the fencing shall be removed. _3. Fencing for areas other than residential areas shall be limited to a maximum of 5 wire strands. The lower strand shall be at least 16" above the ground and the upper strand shall be no higher than 48" above the ground. 4. Pay the required CSA 8.7 Traffic and Drainage Mitigation fee of $2,500. Prior to any clearing, grading and/or construction in a Federal or State identified 100 year floodplain and/or streambed the following entitilements must be obtained: a California Fish and Game 1604 Streambed Alteration permit and an Army Corps 404 permit or exemption certificate. _6. Pay the current West Chico Fire Station Fee of $75. 7. Pay water tender fees in the amount of $200 to Battalion Number of the Butte County Fire Department. 8. Automatic fire suppression sprinkler systems shall be installed in all residential structures in accordance with the National Fire Protection Association Standard for the installation of sprinkler systems in one and two family dwellings and mobile homes, NFPA Standard 13D, unless a pressurized community water system, with hydrants that meet Fire Department specifications, serves the parcel. 9. Obtain approval from the Department of Fish and Game for vegetation removal. Contact Fish & Game at 916-355-7010. _ 10. A traffic mitigation fee for each new or additional living unit shall be paid. Pay the amount of $750 as stated in the Oroville Area Traffic Mitigation Fee Agreement. Payment to be made to the Planning Division. 11. Provide information showing that proposed construction will mitigate exterior sound levels to a 45 dB interior level. 12. 13. 14. ['.11�i1t�ZK•I��7uI 2 LAND DEVELOPMENT OROVILLE / CHICO BUILDING / ENVIRONMENTAL HEALTH -PERMIT CLEARANCE OWNERS NAME Ais4orpe., �06.er� PRINT LAST NAME FIRST ADDRESS / LOCATION: Building Permit No. q — 1220 0 4 -Rt 1c- NUMBER COUNTY ZONING T Ms tM� DESIGNATION: FLOOD MAP: FLOOD ZONE: APPROVED: CONDITIONALLY APPROVED: RESOLVE PROBLEMS PRIOR TO APPROVAL: PARCEL CREATION BY DEEDS OR MAP V DEED INFORMATION: DATE OF CREATION: DEED REFERENCE: LEGAL ACCESS PROVIDED: YES NO COMPLIES WITH COUNTY STANDARDS FOR DEED CREATION: COMMENTS/CONDITIONS: LEGAL ACCESS REQUIRED: YES NO YES NO MAP INFORMATION: DATE OF RECORDING: LOT_ BOOK X30 PAGE COMPLIANCE WITH OLDS DIVISION LOT ORDINANCE REQUIRED? (MAP RECORDED PRIOR TO BOOK 17 OF MAPS AT PAGE 23): YES V NO. IF YES, MARK APPROPRIATE ITEM(S) BELOW: A. Construct road to B. Meet parcel size required by zone. C. Meet current E.H.D. requirements. CHECK SPECIAL CONDITIONS WHICH APPLY TO MAP: ALL FEES TO BE PAID TO THE BUILDING DIWSION UNLESS OTHERWISE NOTED. _ 1. Maintain a 50 ft. building setback from centerline of road. —2. Maintain a ft. building setback from right-of-way/centerline —3. Comply with Zoning code for building setback from road. 4. Maintain a 100 ft. leachfield setback from all existing wells. 5. Maintain a ft. leachfield setback from —6. Pay water tender fees in the amount of $ to Battalion Number of the Butte County Fire Department. 7. Meet the Fire Safe Regulations of Butte County and P.R.C. 4290. —8. Conned to a public water supply. 9. Connect to a public sewer system. '. —10. Automatic fire suppression sprinkler systems shall be installed in all residential structures in accordance with the National Fire Protection Association Standard for the installation of sprinkler systems in one and two family dwellings and mobile homes, NFPA Standard 13D, unless a pressurized community water system, with hydrants that meet Fire Department sp"ecifications, serves the parcel. 1-30M 91- 5(C -v) Por- 11 i 11. Pay T.D.D. (Thermalito Drainage District) fee in the amount of —12. Meet the requirements of the Department of Fish and Game for the preservation of oak trees. (See phone number below) —13. Obtain approval from the Department of Fish and Game for vegetation removal. Contact Fish & Game at 916-355-7010. —14. A traffic mitigation fee for each new or additional living unit shall be paid. Pay the amount of $ as stated in the Oroville Area Traffic Mitigation Fee Agreement. Payment to be made to the Planning Division. —15. All new residential buildings shall be constructed to comply with the requirements of the Uniform Building Code for seismic safety. Mobile homes shall be constructed on a permanent foundation system which complies with the Seismic Zone 3 requirements of the Uniform Building Code. 16. Deer Mitigation fees are to be paid, if such fees have been adopted by the Butte County Board of Supervisors. X 17. Pay school impact mitigation fees. X 18. A development impact fee for sheriff facilities shall be paid pursuant to the provisions of Chapter 3, Article II of the Butte County Code. 19. Wood stoves and fireplace inserts shall be EPA approved and designed to meet the emission requirements of the California Clean Air Act of 1988 as amended. —20. If any cultural resources are encountered during ground disturbing activities, all work shall cease in the area of the find pending examination of the site by a professional archaeologist. This person would then be able to assess the site significance and suggest appropriate mitigation measures. 21. 22. 23. 24. 25. 26. 'N 310810 A1Nf100 W 66% � ` Nnf AMMON FORMS\BLDG PERMIT CLEARANCE } BUILDING DIVISION COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE — OROVILLE, CALIFORNIA 95965 - TELEPHONE: (530) 538-7541 AGRICULTURAL BUILDING EXEMPTION PERMIT - - Agricultural building is defined as follows: Agricultural building is a structure designed and constructed to house farm, implements, hay, grain, poultry, livestock, or other horticultural products. This structure shall not be a place of human habitation or a place of employment where agricultural products are processed, treated, or packaged, nor shall it be a place used by the public. ASSESSOR PARCEL NO.ZONING 0(a© a 11 ® -_ �,r � — S OWNER B2A PHONE NO. OWNER'S ADDRESS LOCATION OF BUILDING r a..; J , USE OF BUILDING �• ossa?B1NT c7��2.96��. SIZE OF STRUCTURE 3 JLX �i k 0 SO. FT. TYPE OF CONSTRUCTION: WOOD FRAME STEEL CONCRETE TYPE OF SIDING ROOF COV 5TL&ai S--EL$j- E ESTIMATED COST OF CONSTRUCTION C kl- E ` $ 0. ;= `J T- ry AG Buildings shall comply with the minimum front, sid ' icable County Ordinances as follows: t - 5 4"4"� / n y 6 FRONT SIDES n 1 O i AG Buildings shall be a minimum of five (5) feet from AG Buildings less than 1000 sq. ft. in floor area shall mobilehome, and 23 feet from a commercial building. AG Buildings greater than 1000 sq. ft. in floor area sh mobilehome, and 40 feet from a commercial building. feet from a , and a AG Buildings must comply with Flood Zone requirements. -Finish floor elevation must be at or above elevation USGS Datum. I declare under penalty of perjury that the building will be used as stated above and the purposed use confirms with the AG Building definition. If any change in use or occupancy of the building is made, I will contact the Building Division and obtain any necessary permits, inspections, and approvals to comply with the requirements in effect at that time and before' ` occupancy. Date Signature of Owner _ U ' Permit Fee - $60.00 The above described AG Building is exempt from a building permit. Receipt No.oC -7 3 3 /� Ic FVb I PARC I P.D I ROO G ISSU ,Manager Building Division /' J 2 �3� By Date l l q 7 White — DPW, Yellow- Assessor, Pink — B. I., Goldenrod — Applicant�- 4- BUILDING DIVISION COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE: (530) 538-7541 AGRICULTURAL BUILDING EXEMPTION PERMIT PE MIT NO. �� Agricultural building is defined as follows: Agricultural building is a structure designed and constructed to house farm implements, hay, grain, poultry, livestock, or other horticultural products. This structure shall not be a place of human habitation or a place of employment where agricultural products are processed, treated, or packaged, nor shall it be a place used by the public. ASSESSOR PARCEL NO. ZONING 6 � t1�—i i a t- t� v OWNER n ®,, 2 ; A t S i H al� (� G PHONE NO. � � � 3 � 1 OWNER'S ADDRESS � l2 1 �19 �-•t3 T� V cr �..} 4 ��3 S2 i� '=t !'t �+ !�' �{ � �( c3 � LOCATION OF BUILDI USE OF BUILDING SIZE OF STRUCTURE X �� ' _z SO. FT. TYPE OF CONSTRUCTION: �� WOOD FRAME STEEL CONCRETE OTHER(Specify) 1K TYPE OF SIDING ROOF COVERING FLOOR TYPE S-erz - 'S'-, a a L-eQ*�2e,n&'T& ESTIMATED COST OF CONSTRUCTION Q'D o. 4;. AG Buildings shall comply with the minimum front, side, and rear yard setback requirements of the applicable County Ordinances as follows:{ t •- - r FRONT ✓ - Avon./ SIDES 2-0 REAR ZO dj".✓ AG Buildings shall be a minimum of five (5) feet from any septic tank or leach fields. AG Buildings less than 1000 sq. ft. in floor area shall be located a minimum of 6 feet from a residence, 10 feet from a mobilehome, and 23 feet from a commercial building. AG Buildings greater than 1000 sq. ft. in floor area shall be located a minimum of 23 feet from a residence and a mobilehome, and 40 feet from a commercial building. AG Buildings must comply with Flood Zone requirements. Finish floor elevation must be at or above elevation USGS Datum. I declare under penalty of perjury that the building will be used as stated above and the purposed use confirms with the AG Building definition. If any change in use or occupancy of the building is made, I will contact the Building Division and obtain any necessary permits, inspections, and approvals to comply with the requirements in effect at that time and before occupancy. Date bj - C. - S Permit Fee - $60.00 Receipt No. QC ? 33 L13 Signature of Owner L. -J, The above described AG Building is exempt from a building permit. F- FL 1 PARC I P.D I ROOF G I ISSU Manager Building D'vision L By Date 7// �9 White — DPW, Yellow — Assessor, Pink — B. I., Goldenrod — Applicant