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HomeMy WebLinkAbout064-260-013064-260-013 PERMIT #98-0875 DRAPER, JOHN 6225 JOPLIN CT, MAGALIA CONTR: NORTH COAST DRYWALL NEW SINGLE FAMILYF11XL K i h RESIDENTIAL 064-260-013 PERMIT #98-0875 PERMIT` DRAPER, JOHN 1 6225 JOPLIN CT, MAGALIA PERMIT,CONTR: NORTH COAST DRYWALL OWNER, NEW SINGLE FAMILY " CONTR. `l ASSESSOR PARCEL �� LOCATION ". CHECKED BY SRA f' FLOOD CERTIFICATE REQ.. FIRE SPRINKLERS REQ. SPECIALINSPECTION ITEMS VERIFY i� ^Temp. Power Pole ; I OFFICE COPy j Called PG&E_' Address Temp. Elec. Servic GAS j Meter E3 Called PG&E " ELECTRIC Date_ Meter By �. Date` Temp. Gas Service��: Called PG&E JOB FINALED (Date) Signature V =,OK O = Not OK ble Not • = p Not ReadyMOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 1. Zoning Requirements - Setbacks - Easements 2. Footings; Soils-Size-DepthSpacing-Connectors-Steel 2. Soils; Special MH Support Sketch 3. Decks; Girders and/or Joists-Decking-BracingStairs-Rails 3. Sewer, Location-Test-Fall-CJO-Concrete 4. Wood Awn.; Posts-Beams-Rftrs.-Connectors Shthg.-Rfg.-Bracing 4. Water, Location -Test -Easement Needed (Sketch) 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 5. Electricity; Location-Clearances-Gmd-/ /Amp -Concrete 6. Carports; Windows -Doors 6. Gas; Location -Test -Wrap; / /11L / /Nat or/ /'1-'tt./ /LPG 7. Electric 7. Well Clearance & Disconnect 8. Frrng.; Sils-AnchorsStuds-Rftrs-Trusses 8. Utility Clearance 9. Siding; Nailing VeneerShkco-Mesh 10. Roof; Shthg-Roofing Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s Card B-1 Date Card B-1 1. Zoning Requirements- Setbacks Easements Card B-1 Date Card B-1 2. Footings; Size -Spacing -Marriage Line POOLS (Plans) OK except #'s 3. Gas; MH Test -Demand -Valve -Connector 1. Setbacks -Easements 4. Electricity; MH Test -Crossovers -Breakers -Clearances 2. Soils; Compaction -Structure Stability 5. Drain; MH Test -Fall -Flex Connector 3. Pool Structure; Steel -Connections -Thickness Dead Men -lining 6. Water; MH Test -Regulator -Connector 4. Elec.; Receptacles and Lighting, Distance-GFI 7. Water and Sewer Connected -C/O to Grade -HD Approval 5. Elec.; Pool Lighting; 15 Volts-GFI 8. Gas and Electricity Tagged 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 9. Tie Downs -Type -Installation Cert. 7. Elec.; Bonding; Metal w/6 -Circulating Equip. -Heater 10. Exits; Insp.-Sketch 8. Elec.; Grounding; Equip. w/5 Circulating Equip. -Pool Lghtg. Boxes-Enclosures-Panelboards-Ins. to Main in Conduit 11. Cert of Occupancy 9. Health Department Approval 12. Permanent Foundation Only: License Decal 10. Plumb.; Cir. Test -Water Supply Test Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date C.1 MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils-Size-DepthSpacing-Connectors-Steel 3. Decks; Girders and/or Joists-Decking-BracingStairs-Rails 4. Wood Awn.; Posts-Beams-Rftrs.-Connectors Shthg.-Rfg.-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frrng.; Sils-AnchorsStuds-Rftrs-Trusses 9. Siding; Nailing VeneerShkco-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 POOLS (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/6 -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5 Circulating Equip. -Pool Lghtg. Boxes-Enclosures-Panelboards-Ins. to Main in Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 ✓ = OK 0 = Not CK - = Not Applicable * = Not Feady RESIDENTIAL (Single & Duplex) .. Date _10MMRFLOOR (Plans) OK except #'s ,y '7 U f- Ftg. ; Soils-Elec. Gmd.-/ N Ftg. Depth 171> tg. Garage; Soils-Steel-Elec. Gmd/ i Ftg. Depth y COCA 4. Ftg. P es & Decks; Soils -Steel-/ P' Ftg. Depth beS&Ts, Main; Steel-Blockouts- Wrapped L/Sfemwalls Ggrage; Steel-Blockouts-Wrapped 23/Fixture & Transformer Clearance -Ins. Protection & Switches at Doors & No. of Conductors 26f Romex Ibstalled Close to Edge of Studs & C.J. X. Equip. Ground made up w/Mech Fastners-Bond Gas & Water 2,6_2 Appliance Circuts in Kitchen & Conductor Size GFI 26',6ubfeed Wire Size / / ga. Cu or M-A.C. Wire Size / / ga Cu or AI 136. Range Circ. / / ga Cu or AI -Oven Circ. / / ga Cu or AI Igsulated Neutral 0 Yes 0 No 31./Service-Riser Conductors & Ground -Main Disconect 3Z Equip. Clearances Panels -Motors -Meth. Epuip. 6L.HO16Downs and Special Anchors Date Smoke Detector 7. Slab, Steel -Wrapped -Post Caps -Anchors -Connectors Date S. Pier place Ftg.-Steel Date Card B-1 Date Card B-1 .M..; Fall -Fitting -Test -2 Way C/0 -Sewer Test MECHANICAL (Permit) OK except #'s 'K. 1 as Pipe; Size Anchors - Yard Gas Piping; Size Test ater Pipe; Test -Anchors -Regulator -Service Test .. AT Condensate Drain & Overflow, Size & Grade 12. Electric Underground A. Fumance-Vent Access -Comb. Air -Return Air Vent 115 outlet f3. Pie & Ducts; Clearance -Material -Support -Ins. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers It—Girders-Sills-Anchor Bolts-Joists-Vents-Crippies Siding -Nailing Veneer Date 15. Access & Ventilation razing Area Glass Protection -Skylights -Plastic 60. 16. Insulation �e V. Insulation-Walls-Cedings 62. Infiltration -Walls -Windows Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except #'s �e Detector Water Htr.; Vent -Access -Combustion Air Baffle nace; Vents -Clearance -Comb, Air-Conector- loarage; Above. Floor -Ducts -Meth. Protection Water Pipe; Test & Anchor -Nail Protection 6?. V.I. & Bath Fixtures & Tub Access -Spa tW D.W.V.; Test Fittings & Anchor -Nail Protection Elec. Trim & Subpanel, Breaker Sizes & Labels Zve�s 20. Shower Pan; Test, First Floor -Tub Access 10, Fireplace or Stove, Clearance -Hearth 21. Test Tub & Shower, Second Floor -Tub Access Outlets at Wood Panel, Int. & Ext. 22. Gas Pipe; Sixe & Anchors 7 Jec. Outlets & Recepticales at Kit. Counter Garage Fire Door; Swing -Landing -Closure Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date , ELECTRICAL (Permit) OK except #'s 23/Fixture & Transformer Clearance -Ins. Protection & Switches at Doors & No. of Conductors 26f Romex Ibstalled Close to Edge of Studs & C.J. X. Equip. Ground made up w/Mech Fastners-Bond Gas & Water 2,6_2 Appliance Circuts in Kitchen & Conductor Size GFI 26',6ubfeed Wire Size / / ga. Cu or M-A.C. Wire Size / / ga Cu or AI 136. Range Circ. / / ga Cu or AI -Oven Circ. / / ga Cu or AI Igsulated Neutral 0 Yes 0 No 31./Service-Riser Conductors & Ground -Main Disconect 3Z Equip. Clearances Panels -Motors -Meth. Epuip. Date Card B-1 Date Card B-1 Date FRAMING (Plans) OK except #'s Sits Proper Materials & Anchors Walls Studs -Nailing Spacing & Braces -Plates -Sound Bearing Walls over Girders & Floor Nailing 45. Draft Stop in Walls (rat proof) 4g. Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs "eaders & Beams -Size & Bearing 93. Clothes Closet Light -Shower Light -Spa Light Date Smoke Detector "angers -Post Caps -Anchors -Connectors Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Dste MECHANICAL (Permit) OK except #'s 'K. /KC. Ducts Insulation & Support gent Fan, Exhaust above insulation .. AT Condensate Drain & Overflow, Size & Grade A. Fumance-Vent Access -Comb. Air -Return Air Vent 115 outlet 39. Attic Access & Platform if Furnace in Attic Plywood on Roof Overhang -Attic Vents -Rafter Outriggers Siding -Nailing Veneer Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FRAMING (Plans) OK except #'s Sits Proper Materials & Anchors Walls Studs -Nailing Spacing & Braces -Plates -Sound Bearing Walls over Girders & Floor Nailing 45. Draft Stop in Walls (rat proof) 4g. Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs "eaders & Beams -Size & Bearing 76itRG Htr; Vents -Clearance -Comb. Air Connector-P.R.V. I Gara e; Above Floor-Mech. Protection 7V/Pjb., Elec. & Mech. Equip. Listed for Location 7&41ec. Receptacles in Garage G.F.I. -Romex Protection rr Insulation -Foam -Looked in Attic ward rails & Deck Construction -Post Caps 8e Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth ,, Clearance Looked under Floor 0 Yes 8i Following Instld./Drive 0 Yes 0 NoANalks 0 Yes 0 No/Planters 0 Yes 0 No . Stucco Brown -Finish 9�2A.C. Unit Disconnect, Electrical -Plumbing 85. Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings Yater Well, Disconnect, Electrical, Plumbing .>terior Elec. Trim, G.F.I. Receptacle -Underground 86. Ventilation Throught House W. Glass Protection 9yCorrections from Previous Inspections 9 . Gas Test -Meters Tagged, Gas -Electric 9r Water & Sewer Connected -C/0 to Grade -HD Approval Energy Compliance Certificate -Other Certificates Date d 1 j 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: Date FRAMING (Continued) "angers -Post Caps -Anchors -Connectors 4y Cling. Joist-Rttr. Ties-Purlin-roff Brac.-Truss-Shting.-Ring. Fireplace Ties or Type A Flue -Fireplace Throat clearance _4e Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 'K. Bdrm. Windows or Exiting Doors -Sill Hgt. & Dimensions Garage Fire Protection Framing .. Property Line Firewall & Openings Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection Plywood on Roof Overhang -Attic Vents -Rafter Outriggers Siding -Nailing Veneer ,FrT. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access razing Area Glass Protection -Skylights -Plastic 60. Shear Walls; Nailin - ce Interior / n -or Wall Panel �e V. Insulation-Walls-Cedings 62. Infiltration -Walls -Windows so Date Q7i Date Card B- Date Card B-1 Card B-1 Date Card B-1 Date INAL (Plans) OK except #'s ,07 E�teps-Door & Sidelight Protection -Landings �e Detector nace; Vents -Clearance -Comb, Air-Conector- loarage; Above. Floor -Ducts -Meth. Protection room Exiting 6?. V.I. & Bath Fixtures & Tub Access -Spa Elec. Trim & Subpanel, Breaker Sizes & Labels Zve�s & Rails 10, Fireplace or Stove, Clearance -Hearth 741ec. Outlets at Wood Panel, Int. & Ext. Kit. Fixt. & Appliance; Ground. -Air Gap -Cooking Clearance 7 Jec. Outlets & Recepticales at Kit. Counter Garage Fire Door; Swing -Landing -Closure uct in Garaqe-Damper 76itRG Htr; Vents -Clearance -Comb. Air Connector-P.R.V. I Gara e; Above Floor-Mech. Protection 7V/Pjb., Elec. & Mech. Equip. Listed for Location 7&41ec. Receptacles in Garage G.F.I. -Romex Protection rr Insulation -Foam -Looked in Attic ward rails & Deck Construction -Post Caps 8e Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth ,, Clearance Looked under Floor 0 Yes 8i Following Instld./Drive 0 Yes 0 NoANalks 0 Yes 0 No/Planters 0 Yes 0 No . Stucco Brown -Finish 9�2A.C. Unit Disconnect, Electrical -Plumbing 85. Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings Yater Well, Disconnect, Electrical, Plumbing .>terior Elec. Trim, G.F.I. Receptacle -Underground 86. Ventilation Throught House W. Glass Protection 9yCorrections from Previous Inspections 9 . Gas Test -Meters Tagged, Gas -Electric 9r Water & Sewer Connected -C/0 to Grade -HD Approval Energy Compliance Certificate -Other Certificates Date d 1 j 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 DEVELbPMENT SERVICES -BUILDING DIVISION 7 County Center Drive - Oroville, California 95965 - Telephone (916) 538-7541 �qIT yQ-. (Rev. 12/96) APPLICATION AND PERMIT a ASSESSOR PARCEL NUMBER 064-260-013 ZONING BUILDING PERMIT OWNERT DRAPER, JOHN TELEPHONE 872-7355 SQ. FT. OCC. BUILDING VALUATION 1543 R 83,322.00 OWNERS MAILING ADDRESS P.O. BOX 1103, PARADISE, CA 95967 484 U 8,712.00 CONTRACTOR'S NAME NORTH COAST DRYWALL, INC. TELEPHONE . 872-7355 159 1,976.00 CONTRACTOR'S MAILING ADDRESS P.O. BOX 1103, PARASISE, CA 95967 CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation $ ARCHITECT OR ENGINEER LARRY J. WARNER LICENSE NO. C-19689 Flirt Fee $ 20.00 Permit Fee $ 621.50 ARCHITECT OR ENGINEERS MAILING ADDRESS 574 MANZANITA AVE., Suite 4, Chico, 95926 Plan Checking Fee $ 403.98 BUILDINGADDRESS 6225 JOPLIN COURT Energy Plan Checking Fee $ 23.00 $ PERMIT FEE $ 1,0 8.48 LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 91 7.00 63.00 Solar or heat pump water heater 23.00 Water piping 15.00 15.00 Each as water heater or vent 15.00 15.00 TYPE OF WORK New X] Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: SF' 3 BEDROOMS AND GARAGE Gas piping system 1 - 5 outlets 15.00 15.00 Building sewer 15.00 15.00 Mobile Home S G W @20.00 PERMIT FEE $ 143.00 ELECTRICAL PERMIT Fling Fee 20.00 Main Service 2 oa LEss 23.00 23,00 LICENSED CONTRACTOR'S DECLARATION 1 hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, s owner of the property, or my employees with wages as their sole compensation, II do the work, and the structure is not intended or offered for sale. I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Main Service 200A TO 1000A 46.00 NEW CONST. DWELLING OCCUP. s0 OR ADDNS. ( & ACC. BLDS. 2 2 3.5Q�;70,95 NMR. ID. AUCI cuTtFT @7.50 POWGLEER APPARATUS 6 SIN OUTLET CIR. 209 ,.� EX. Occup. OUTLET OR FIXTURES BAL as Ex. Occup. DuxTrs RESIooEEl 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ ' MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE S Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall fort it comply with those provisions. X Date Signature of Applicant - 0 ner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 5'0" dee and demolition or construction of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ Ric ,.. coj. rrPE TOTAL FEE $ .11 1 , 416. IV HAZY FEES IMP FLOOD cD PAR Pp HD ISsu This permit is hereby issued under the applicable provisions oft utte County Code and/or Resolutions to do work cat b e for hich fees have been paid. rBy �"" `� Datp PERMIT EXPIRES ON Date ReceiptNo. 236514/$692.50// WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK-INSPErTM GOLDENROD -APPLICANT (Rev. 12/96) COUNTY OF BUTTE- DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive - Oroville, California 95965 - Telephone (916) 538-7541 APPLICATION AND PERMIT PERMIT NO. ASSESSOR PM ELNUJABERa -01:3 }}_1111 OI 3 ZONING BUILDING PERMIT OWNER 17y TELEPHONE F 72- 7 35S SO. FT. OCC. BUILDING VALUATION OWNERO ©NG ADDRESS S�� (�'0� Z , OCA CONTRACTOR'S NAME �/' TELEPHONE Z ^� W QSall/ / /8`-772 COM Tl% 1 d 0 JL SS ( L.(f- -G CONSTRUCTION LENDER LENDER'S MAILING ADDRESS Fireplace 5©O, Total Valuation $ —J O AACHR CT OR ENGINEER j LICENSE NO. Felin Fee $ 20.00 Permit Fee $ ARCHITECT OR GW MAILING ADDRESS �� ��� ,{ n EMAAIZANCIPt `1/ /�••1qlzd:>Plan Checking Fee $ BUILDING ADDRESS a S JU �` ct Energy Plan Checking Fee $ 03,0a $ PERMIT FEE S IDTNo. SUBDNBpNSNAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF O Duplex O Mobilehome O Other SPECIFY Each Trap 7.00 t� Solar or heat um water heater 23.00 Water piping 15.00 JS. Each gas water heater or vent 15.00 TYPE OF WORK New Addition ❑ Remodel O Utilities ❑ Installation ❑ Other O r�i�nJ Describe Work:y _ Gas piping system t - 5 outlets 15.00 Building sewer 15.00 S Mobile Home S G W (920.00 PERMIT FEE S I LfO ELECTRICAL PERMIT I Filing Fee 20.00 Main Service 200AORLESS. 23.00 Z3,00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force nd effect. _ License Class " I G Lic. No. JAS Z� 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. O 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: O 1 have and will maintain a certificate of consent to self -insure for workers'—Cooling compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. O 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if 1 should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. X Date _ Signature of Applicant - ❑ Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. Main Service 200A TO I000A 46.00 NEW CONST. OWELUNG OCCUR SO OR ADONS. ( i ACC. BUDS. 2 3.50 NEW CONS I. MULTI.OUTLET NON•RESID. BRAWN CIRCUrTS (97.50 POWER APPARATUS 8 SINGLE OUTLET CUR. Ex, OCCU OLrTLET OR FncruREs 2O ®'"O0 aA� .50 Ex. Occup. DunEoisLPn o.°�L 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE S 3. s MECHANICAL PERMIT Fling Fee 20.00 Heating rj, 00 00 Hood 8.50 (0,S0 Ventilation .00 PERMIT FEE S (Q S .5 O Mobile Home Installation Fee $ Energy Inspection Fee $ , QC-) C P3 CONST. TYPE TOTAL FEE $401 I 1 .1 HAZ. o. EES IM F100o COF PAR PO LssuE This permit is hereby issued under of the Butte County Code and/or indicated above for which fees have By PERMIT EXPIRES ON the applicable provisions Resolutions to do work been paid. Date (Dato Receipt No. WHITE •O.O.S.•B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT ,'Y' ��'�"'�+�.r�-•M1G:fr-"'ftiti-i'^I"""^"��'���'+`�T"�`'�'�-t'W��/M'Vvi�''!�"**s��„^�;;,ry�""�•,.t.i,..dw'��"t'�.�`�N'�iS:ltt�ic`��i�-,�'(�'��`�Tr.�`h4�+c��'s. COUNTY O,.F BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (916) 538-7541 PERMIT APPLICATION DATA SHEET OWNER: -D'A PFT2- ASSESSOR PARCEL MER: D t-) ' 2 -Coo - C3 Proposed Building Use: 3 6 uilding Inspector: 'J rT Date: .51 % q R At time of permit application, I was advised the following data must be submitted prior to permit processing and/or issuance: Date Received By ❑ 1. All items have been submitted .------------------------------------------------------------------------------------- ❑ 2. Plot plans, 3/4 sets, signed by the preparer of plans. ------------------------------------------------------------ ❑ 3. Complete plans, 3/4 sets, signed by the preparer of plans. ----------------------------------------------------- 04. Engineered plans, 3/4 sets, with wet signature on plans. All engineering must be shown on plans. -------- ❑ 5. Engineered truss details and layout in duplicate (required prior to plan review) No faxes! ------------------ ❑ 6. Energy Design Compliance and supporting documentation. ---------------------------------------------------- ❑ 7. Statement of Intent for Non -Heated and A/C Buildings. --------------------------------------------------------- ❑ 8. Hazardous Material Form.------------------------------------------------------------------------------------------ _ ❑9. anufactured Hom,,,,eer data and installation instructions including Tie Down Specifications.------------------ Feesof $ � ------------------------------------------------------------------------------------- pact fees as shown on the attached schedule.------------------------------------------- ---------------------- Califocnia,Department of Forestry plan approval/fees. --- 98 =°='---- ----------------------------------- sly ❑ 3 . f lood elevation certificate. -- ------n---'-^---------------------------------------------------------------------------- PulAanitation and plot plan approval 0%(C0'Health Department. ------------------------------------------- 4 ❑ 15. City of Chico plumbing permit. ----------------------------------------------------------------------------------- ❑ 16. Plot plan and business license approval from the City of Biggs. ---------------------------------------------- ❑ 17. Planning approval for (A) Use: (B) Parking:-------------------------- 1118 Contact Land Development about ❑ Improvements, ❑ Drainage, ❑ Legal Parcel. ----------------------- ® ncroachment Permit for driveway (construction approval prior to occupancy). ---------------------------- 0 ,t' i ip 020. Pre -inspection for required. Request to Building Inspector on (Date) ❑21. Contractor's license information. (Number, Name Style, Classification). ---------------------- ------------- 1122. Workers' Compensation carrier and policy number. ----------------------------------------------------------- 023. Owner -Builder Verification (Given to owner ❑, Mailed to owner 0) - -------------------------------------- a0 Letter of signature authorization. -------------------------------------------------------------------------------- ecorded copy of Agricultural Acknowledgment Statement. -------------------------------------------------- 1__126. Letter of intent on building use. ----------------------------------------------------------------------------------- ❑27. Manufactured Home utility clearance. --------------------------------------------------------------------------- ❑28. Existing violations and/or expired permits.---------------------------------------------------------------------- ❑29 0433 A, ❑Grant Deed, ❑ M.H. Title, ❑ Check to H.C.D $ .--------------- 0. Other: l-Jk l LoA�b 1 R kN.) 'j&*c !/L ii44ZOVi 4FP------- 'en you issue the permit, process as follows El Mail to owner, ❑Mail to contractor. t�Telephone Z7� ��5� and hold for pickup at (� office. ❑ Deliver with inspector. Applicant:_AS_� Date: Copy of Haz-Mat form sent ❑ Health Department, ❑ Fire Department, ❑ Air Pollution Date: By: Copy of plans sent ❑ Health Department, ❑ Fire Department, ❑ Other: Date: By: 1 1. Index permit application for the above items numbered: U P anCheck List 2. Additional items required: Contractor esi weer as advised of the above required data by ❑ phone, g'mail, ❑ Building Division counter, by Mki Date: S - Contractor, i weer, was advised of the above required data by one, ❑ mail, ❑ Building Division counter, by6_W Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, o w se f the aboveuired data by ❑ phone, ❑ mail, C3 Building Div' 'on c anter, by Date: Plans reviewed by: Date: • Plans approved by: Date: o�- Sets of plans on hold ko Plan Cabinet, ❑ A.P. folder. Note transfer by: Date: Yellow Copy - Department of Development Services, Building Division. N TO: FROM: SUBJECT: Building Department Environmental Health Sanitation Clearance E.H. USE ONLY Plot Plan Attached Floor Plan Attached �— Sent to B.D. J okm lamer Cf 40f !S7 064-460-M3 Owner Location AP# " Plan Approved for: Sewage Disposal _,I-' Water Supply: Public V Private Well Clearance for 31 .rrg- Other PLOL(se Hold final for: Final clearance O.K. for: NOTE: _g� / EH S Environmental Health Specialist 5-19-96 Date 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 .•� A. P. # OtOy "_2�0� �ar3 PROPOSED BUILDING USE 5F . 3 rf✓YJ' M DATE 1. BUILDING PERMIT FEES -- Balance Due ................ $ . �2 7 �✓ -- Additional Fees Due ........... $ -- Additional Fees Due ........... $ -- Revised Plan Checking Fee ....... $ 2. SCHOOL DISTRICT FEES (paid at District Office) �. SHERIFF FEES (paid at00 �Building Division) 2 esidential ........ x $360.00 = $ 3(01D � Units Commercial (sq.ft.)... x $0.03 = $ Sq. Ft. 4. URBAN AREA FEES (paid at Building Division) Residential (per unit) . x = $ #Units Amt. Commercial (sq.ft.) .. x =$ Sq.Ft. Amt. 5. RECREATION DISTRICT FEES (paid at District Office) 6. THERMALITO DRAINAGE DISTRICT FEES $425.00 (paid at Building Division) 0�ti 7. SRA FIRE INSPECTION AND PLAN CHECK $89.00 (paid at Building Division) 8. WATER TENDER FEES (Battalion # ) $200.00 (paid at Building Division) 9. CSA 87 TRAFFIC FEE $2500.00 (paid at Building Division) 10. OTHER REC # DATE REC 236514 5/-7/q'g 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 DATE 7 r Original -Owner Copy -Building Div. (Rev. 12/96) AND WHEN RECORDED MAEL TO: ' NOT COMPARED WITH BUTTE COUNTY BUILDING DMSION ORIGINAL DOCUMENT 7 COUNTY CENTER DRIVE OROVMLE CA 95965 J 9 L - fi 5998 `1,ta,003,-7'631 AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section ?,&8 of the Butte County Code requires 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 property situate in the County of Butte, State of California, described as follows: a L- v? l S 7 A-5 5� o �-. &" 00. -.tVu c.•o 1, �, a-,, aL,,�,j I S t `t ) l -T� d1xo -4 VI-\ c -P S b LfZ. A'vl FeLwk5 � O � (0 4 S � �'S P ►-►� a'w < �-►0.9 .,� � �, b 5-1-�.c. c S , w-,-�^� � rt�r�rs`5 �in..s –t'�� �.�' i l /�, t ir, Date: (a � 56-1 4,� PROPERTY OWNERS: 4- D a: ,2e (Z' State of California. ) County ofcly ) On.Ji.��c�' � . before me, fT�' /,��!i � `-�L/Gf . / ,l'�' ✓ /�' personally apPeared` �/ /'✓ // //moi/�'�� personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are-subscribed to the within instrument and acknowledged to me that heWwAhey executed the same in hist authorized capacity(ies), and that by his/ signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. j WITNESS my hand and official seal. —i P, M. Luce P ' U' \ Comm. 1110002'- Z/1 :.i:OTAAY PUrM0 - CAU."02NIAcormexp. July 16. 1999 dSignature �' i �� I � A.P./! OGf —a(. " 1.3 •. I . v � 1'M ', I.rjl � r .. `r w J ^ f rs.�w�..-�_ . �ti-�.y �..^. v -vr / �l.v..�'al^�'�,.^. • • � '� .i . !^T✓V'^Tri ♦ f � ` r• BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) School District �C(/yQ( /� �I u �"! C� Building Department No. A.P. Number Oce'-('ZGb' Ql 3 Jurisdiction: City E25", County ,"Property Owner Property Location/Address &-aces, Ct - r Subdivision Lot No. Residential Development 571 No of Living Mobile Home Addition Units Installation Sq. Footage 5 y (Group R) Commercial/Industrial Sq. Footage .7New,r ... � ..u...._�F. Addition,...` . ..�: - 1� .,.• (Including Exterior Building Department ewed by School District Personnel) Dis t Identification No. School District certifies that 1103 ' Roofed Areas) •' /8 9� Date r i; (Applicant) 72 55 (Street Ad ress) (Phone Number) has complied with the requirements of Resolution No. representing /3 square feet. (State) (f (Zip Code) by payment of $ c;P;1�0 School District Representative Paid by Check # 9 Remarks: B 2926 „ $ ULL MITIGATION._ `, S _,. G 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 Sectjon 66020(a), within 90 days from the date fees are paid. Failure to submit a timely written protest will prohibit you from cliellenging the imposition of the fees in any court action. If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is notified by the applicable Local Planning Agency that this project is being reviewed under the California Environmental Quality Act (CEQA), this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. White (applicant), Yellow (building department), Pink (school district) feeform.xls (2/97)dmm A&s_�:, t :,1VIay.15; 1.998 LAND OF NATURAL WEALTH A N D BEAUTY BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE • OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: (530) 538-7541 FAX: (530) 538-2140 John Draper P.O. Box 1103 Paradise, CA 95967 Re: Application and Permit Fee AP# 064-260-013 With reference to the above subject, attached is: [X] Plan Check List [ ] Red Marked Calculations [ ] Red Marked Plans [ ] Other Action Required: [X] Comply with Plan [ ] Resubmit Plans wi [ ] Return All Origin [ ] Other v�v List # 98-0875 eRevisions As Required Materials and Revised Plans to the Building Department Should you have any uestions, please contact this office at the address or phone number listed above. Sincerely, Martha Whitney cc: Larry J. Warner 574 Manzanita Ave., Suite 4 Chico, CA 95926 Permit Applicant: John Draper Assessor Parcel Number: 064-260-013 • Permit Number: 98-0875 Date: 5-15-98 The above referenced building plans were received by this office. Provide additional information and/or make revisions to plans, specifications and calculations as follows: 1. Enclosed is your school fees form. Pay fees at school district office and return yellow copy to building department. 2. Energy Calcs: .1 There are no skylights shown on plans. Do you plan on putting them in - if so show locations or remove from calcs. 2.2 Enclosed is parcel map showing North orientation. . If contains over 1 square foot of glass entire opening must be shown in calcs. (20 square foot) Per plan East = 20 sq. ft., 47.5 sq.ft., 6 sq.ft., 20 sq.ft. West = 40 sq.ft., 32 sq.ft., 9 sq.ft., 6 sq.ft. North = 7.5 sq.ft., 20 sq.ft. South = 20 sq.ft., 8 sq.ft., 8 sq. ft. = 244. sq.ft. �►2h.:r �e � i %� s %sus house �.cc.5 �ru..#-!� Please return 2 revised sets of energy calcs. Header sizes including garage door are not located on plans. Plan is in line up for lateral review. Architect is to review and approve trusses for lateral design. Enclosed is school fees form, energy calcs for revision and truss calcs. If you wish to discuss any requirements, you may contact me at (530) 538-7541 between 1:00 P.M. and 4.00 P.M., Monday through Friday. Martha Whitney RESIDEi TIAL PLAN CHECKET& GUIDE SINGLE FAMILY, DUPLEX AND MISCELLANEOUS ONLY t Q OWNER: c1 O �1 n 'D Pr BUILDINGPERMITNUMBER: PLAN CHECKER: ©U LI'APD " 3 A. P. NUMBER: GENERAL: Zoning requirements: (side yards and number of permitted living units). 2. Valuation. X Plans signed by designer. sY. Proper description of work on application. Existing violations on property. © Items on data sheet, (Impact Fees, Environmental Health, Developer Fees, etc.). Recorded notice of violation. PLOT PLAN: _4. Complete parcel size and dimensions. V Setbacks, side yards, easements, etc. 3-1 Other buildings or structures. Grading, fills and/or drainage. Flood hazard. Special conditions on creation map (Noise, SA.A., Fire Sprinklers, Water Tender, Trees, etc.). / F.A.U. & F.A.S. road setback. meg/ Building or utilities across lot lines (Record form). FLOOR PLAN: Complete to scale plan with dimensions. Required windows for light and ventilation (Section 1203). ,3! Required windows for second exit (Section 310.4). Skylights (Section 2409 & 2603.7). 7 Glazing in Hazardous Locations (Section 2406). .6! Required room sizes, ceiling heights (Section 310.6). 171, G.F.C.I. in baths, garage, kitchen, wet bar and exterior outlets (N.E.C. 210). A' Lights, switches, receptacles, and exterior receptacles for maintenance of mechanical equipment. Location of water heaters, heating and cooling equipment, other electrical or gas equipment. Garage firewall, door size and closer (Section 302.4). / Minimum of one TO" exterior door (Section 1,004.6). Fireplace and wood stove location, alcoves and clearance. Smoke detectors (Section 310.9.1). Plumbing fixtures, water closet clearances and shower size. STRUCTURAL DETAILS: 1. 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. .4� Three story building requiring engineered calculations and plans. Foundation plan complete enough to construct building. .fr! Floor construction details complete enough to construct building. Elevations and wall construction details complete enough to construct building. 8. Roof construction details complete enough to construct building. A� Rafter ties or bearing ridge beam. Fireplace construction details and calc. if necessary. ( I Garage door and/or porch header sizes. k2' Stud heights. Adobe soils - special foundation design. JA! Retaining walls requiring design. 15. Special Inspection.requirements. Header size. June 1997 3.2 IvQSCELLANEOUS ITEMS TO LOUT FOR: x Stairway details: landings, rise and run, head clearance, handrails (Section 1006 ,2'. Guardrail details (Section 509). Brick or stone veneer (Section 1403). Exterior plaster - weep screeds (Section 2506). Proper roof pitch for roof covering (Section 1501). Roof covering type - (fire hazard). / Foam insulation - protection. 36" halls and stairways. Living area over garage - complete 1 -hour separation required on garage side including supporting walls and posts. Two exits on three - story dwellings (Section 1003). Underfloor access and ventilation (Section 2317.7). 114. Attic access and ventilation (Section 1505). Combustion air for fuel burning appliances - L.P.G. requirements. - /j.4' Noise requirements on duplexes. /5 Energy design. Flashing at all exterior openings. C.D.F. responsible area requirements. i Automatic Fire Sprinkler Systems (Section 310.10) 19. For Inspection Jacket: Flood Hazard/Elevation Certificate a ::Z --SRA Requirements Special Inspection Requirements Automatic Fire Sprinklers June 1997 3.2 PRC�CT PIbOCESSING R� ORD APPLICANT: OWNER: PER SM #: A. P. #: WORK DESCRIPTION: DATE x•145 S'ta •9a s'1 � Ac t5- Zl•42) DES -OF STEP &V'� _ 'v` W LA up (ow►=c i I dr.+ 5w -w Q, caw iZo,e P. du . h •c ate. eve la�tS 4 0. % LAND DEVELOPMENT BUILDING / ENVIRO ME TAL HEALTH - PERMIT CLEARANCE Building Permit No. OWNER A.P. ? NAME: 1 i��/t'- S1 NUMBER: Coy— — /p�0 _04.1 PRINT LAST NAME FIRS - _ ADDRESS / LOCATION: /� 4 t�/ COUNTY ZONING DESIGNATION: I FLOOD ZONE: FLOOD MAP: l SC APPROVED: CONDITIONALLY APPROVED: V RESOLVE PROBLEMS PRIOR TO APPROVAL: PARCEL CREATION BY DEEDS OR MAP —Z , DEED INFORMATION: DATE OF CREATION: DEED REFERENCE: LEGAL ACCESS PROVIDED: YES NO LEGAL ACCESS REQUIRED: YES NO COMPLIES WITH COUNTY STANDARDS FOR DEED CREATION: YES NO COMMENTS/CONDITIONS: MAP INFORMATION: — /bE Pfd-f2P�`O ( .S� ��' N �S 5 DATE OF RECORDING / LOT I S / BOOK B PAGE COMPLIANCE WITH OLD SUBDIV1,S-6 LOT ORDINANCE REQUIRED? (MAP RECORDED PRIOR TO BOOK 17 OF MAPS AT PAGE 23): YES V NO . IF YES, MARK APPROPRIATE ITEM(S) BELOW: • 4 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 BU/LD/NG DIVISION UNLESS OTHERWISE NOTED. 1. Maintain a 50 ft. building setback from -centerline -of road 2. Maintain a 2_0_ ft.building setback from right_of-way/centerline of C U L— OE7-SAC _ 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. X 7. Meet the Fire Safe Regulations of Butte County and P.R.C. 4290. _ 8. Connect to a public water supply. 9. Connect to a public sewer system. _ 10. Automatic fire suppression sprinkler systems shall be installed in all residential structures in accordance with the National Fire Protection Association Standard for the installation of sprinkler systems in one and two family dwellings and mobile homes, NFPA Standard 13D, unless a pressurized community water system, with hydrants that meet Fire Department specifications, serves the parcel. ' _ 11. Pay T.D.D. (Thermalito Drainage District) fee in the amount of $ _ 12. Meet the requirements of the Department of Fish and Game for the preservation of oak trees. (See phone number below) _ 13. Obtain approval from the Department of Fish and Game for vegetation removal. Contact Fish & Game at 916-355-7010. _ 14. A traffic mitigation fee for each new or additional living unit shall be paid. Pay the amount of $ as stated in the Oroville Area Traffic Mitigation Fee Agreement. PsynxW to be madly to the PAwY*pg DA ske. _ 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. APPROVED { 22. Butte- County Environmental Health _ 23. -- Date = 24. afire - -- 25. 26. 'AIO 1N3INd013A30 ONVI 3=810 A1N1100 X661 8 0 AN a3Ai3,13a LD 5/97 . CAVOSI1F0 M8. AELDGKMAC A Ll I I ITED STRUCTURAL CALCULATIONS FOP, SINGLE FAI"-II LY RESIDENCE FOR JOHN DRAPER JOB SITE APN: %V -,)bD - o (3. JOPLIN GT. MAGALIA, GA A• E! C GROUP' ARCHITECTURE + ENGINEERING + CONSTRUCTION Larry J. Warner A.I.A., ARCHITECT 574 MANZANITA AVE., SUITE 4 CHICO, CALIFORNIA 95926 916-892-8008 M c loses PIK 11.31-89 PROJECT: DRAPER SFR PROJ. No. A -703 -DR LOCATION: JOPLIN CT., MAGALIA, CA DATE: 4/23/98 BY: LJW PAGE 1 OF CODES: Uniform building code, 1994 Edition AISC, Manual of steel construction, 9th Edition ACI, Manual of Concrete Practice, 1988 Edition AITC, Timber Construction Manual MATERIAL: Concrete: f = 2,500 psi min. @ 28 days Masonry: Fc = 1500 psi Mortor: f = 1800 psi, Type "S" Grout: f c = 2500 psi @ 28 days Steel Reinforcing: ASTM A-615 Grade 40 for #4 or smaller ASTM A-615 Grade 50 for #5 or larger Structural Steel: ASTM A-36 Steel Pipe: ASTM A53 Grade B Steel Tubing: ASTM A500 Grade A or B Machine Bolts: ASTM A307 Grade A Anchor Bolts: ASTM A307 Grade A, unfinished Wood Connectors: Simpson Strong -Tie or equal Wood: Light Framing: Const. Grade Douglas Fir Struct. Lt Framing, Joists & Planks: Doug, Fir No. 2 Beams & Stringers, Posts & Timbers: Doug Fir No. 1 Plywood: A.P.A. Rated sheathing, Grade CD, UBC Std.25-9 Glue -Lam Timber: ANSI/ AITC A190.1-1983 Simple Spans: 24F -V4 Combination Cantilevers: 24F -V8 Combination LOADS: Roof Live Load: 20 psf Non -Snow Floor Live Load: 40 psf Seismic Zone: 3 Wind Speed: 75 mph Exposure: B Method 2 used unless noted otherwise. Allowed Soil Bearing: 1,500 psf NOTE: Any structural or non-structural items that are not specifically addressed in the following calculations and or details are designed by others and are not the responsibility of 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, 574 Manzanita Ave., Chico, CA 95926, 916-892-8008 -1 - psrA- I P75- 07-1 3 Column( 94 UBC (91 NDS) 1 Ver. V4051877 By: Larry J. Warner A.I.A. , AEC Group on: 04-28-1998 Project: A -703 -DR - Location: PST -1 @ HDR -6 ALT ` Summary: ( 2 ) 1.50 x 3.50 x 8.0 FT #2 - DOUGLAS FIR -LARCH - Dry Use Section Adequate Bv: 56.1 % Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 Base Reactions: Live: RL= 4459 LB Dead: RD= 2452 LB Total: RT= 6911 LB Axial Loads: Live Loads: PL= 4459 LB Dead Loads: PD= 2429 LB Total Loads: PT= 6888 LB Column Data: Length: L= 8.0 FT Column End Condition: Ke= 1.0 Maximum Unbraced Length (X Axis): Lx= 0.0 FT Maximum Unbraced Length (Y Axis): Lv= 0.0 FT Eccentricity (X Axis): ex= 0.00 IN Eccentricity (Y Axis): ey= 0.00 IN Column 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'= 1444 PSI Adjustment Factors: Cd=1.00 Cf=1.50 Cfu=1.10 Fc'(parallel): Fc'_parl= 1495 PSI Adjustment Factors: Cd=1.00 Cf=1.15 Controlling Direction: (Y Axis) Compressive Stress: fc= 656 PSI Allowable Compressive Stress: Fc'= 1495 PSI Column Properties: Column Section (X Axis): dx= 3.50 IN Column Section (Y Axis): dv= 3.00 IN Area: A= 10.50 IN2 Section Modulus (X Axis): Sx= 6.1 IN3 Section Modulus (Y Axis): Sv= 5.3 IN3 Length Depth Ratio: Lex/dx= 0.0 Ley/dy= .0 Column Bending Calculations: Combined Stress Factor: CSF= 0.44 3 Joist Data Span: Maximum Unbraced Lenqth: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Joist Loadinq: Uniform Live Load: Floor Duration Factor: Code Required Concentrated Live Load: Uniform Dead Load: Joist Live Load: Joist Dead Load: Wall Live Load.- Wall oad:Wall Dead Load: Location: Properties For: #2- DOUGLAS FIR -LARCH Bendinq Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.00 Cf=1.30 Cr --1.15 Fv': Adiustment Factors: Cd=1.00 Design Requirements: Maximum Shear: Note: Critical V created by combining all dead loads and Maximum Moment: Note: Critical M created by combining all dead loads and Decking Information: Plywood Thickness Plywood is qlued Moment Of Inertia Calculations For Glued Floor: Joist Area: Plywood Area: Section Centroid: Moment Of Inertia: Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: w live loads. w live loads. 0.09 IN = U1101 0.13 IN = U745 0.41 IN 0.37 IN 239 PLF 217 PLF 382 LB 0 LB 348 LB 0 LB L= 8.0 FT Lu= 0.0 FT U 480 U 360 LL= Cd= LLconc= DL= wL= wD= WALL LL= WALL—DL= X= Fb= Fv= E_ Fc_perp= Fb'= Fv'= V= M= T= 40 PSF 1.00 0 LB 10 PSF 64 PLF 16 PLF 0 PLF 56 PLF 2.5 FT 875 PSI 95 PSI 1600000 PSI 625 PSI 1308 PSI 95 PSI 382 LB 757 FT -LB 0.75 IN 91 Aioist= 8.3 IN2 Aply= 3.0 Floor Joist( 94 UBC (91 NDS) ) Ver. V4051877 C= By: Larry J. Warner A.I.A. , AEC Group on: 04-28-1998 Protect: A -703 -DR - Location: FJ -1 TYP FLOOR JOIST Summary: IN4 1.50 IN x 5.50 IN x 8.0 FT a 19.20 O.C. / #2 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 8.9% Controlling Factor: Section Modulus / Depth Required 5.27 In Deflections: IN3 Interior Span Live Load: LLD= Interior Span Total Load: TLD= Bearinq Lenqth Reqd.: BL1= Bearing Lenqth Reqd.: BL2= Equivalent Wall Loadings: Icomb= Left End: WTL1= Riqht End: WTL2= Joist Reactions: Left End Total Load Reactions: R1 max= R1min= Right End Total Load Reactions: R2max= R2min= Joist Data Span: Maximum Unbraced Lenqth: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Joist Loadinq: Uniform Live Load: Floor Duration Factor: Code Required Concentrated Live Load: Uniform Dead Load: Joist Live Load: Joist Dead Load: Wall Live Load.- Wall oad:Wall Dead Load: Location: Properties For: #2- DOUGLAS FIR -LARCH Bendinq Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.00 Cf=1.30 Cr --1.15 Fv': Adiustment Factors: Cd=1.00 Design Requirements: Maximum Shear: Note: Critical V created by combining all dead loads and Maximum Moment: Note: Critical M created by combining all dead loads and Decking Information: Plywood Thickness Plywood is qlued Moment Of Inertia Calculations For Glued Floor: Joist Area: Plywood Area: Section Centroid: Moment Of Inertia: Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: w live loads. w live loads. 0.09 IN = U1101 0.13 IN = U745 0.41 IN 0.37 IN 239 PLF 217 PLF 382 LB 0 LB 348 LB 0 LB L= 8.0 FT Lu= 0.0 FT U 480 U 360 LL= Cd= LLconc= DL= wL= wD= WALL LL= WALL—DL= X= Fb= Fv= E_ Fc_perp= Fb'= Fv'= V= M= T= 40 PSF 1.00 0 LB 10 PSF 64 PLF 16 PLF 0 PLF 56 PLF 2.5 FT 875 PSI 95 PSI 1600000 PSI 625 PSI 1308 PSI 95 PSI 382 LB 757 FT -LB 0.75 IN 91 Aioist= 8.3 IN2 Aply= 3.0 IN2 C= 3.58 IN ABOVE BASE Icomb= 42.3 IN4 Sreq= 7.0 *IN3 S= 7.5 IN3 Areq= 6.1 IN2 A= 8.2 IN2 Ireq= 20.5 IN4 Icomb= 42.2 IN4 S a Roof Beam( 94 UBC (91 NDS) ) Ver. V4051877 By: Larry J. ` Group on: -28-1998 Project: A -703 -DR -Location: HDR -7 -PORCH HEASDER �ner PORCH ALEC T. OVER ENTRY Summary: 3.50 IN x 15.00 IN x 11.5 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 78.9% Controlling Factor: Area / Depth Required 10.82 In Deflections: Dead Load: DLD= 0.07 IN Live Load: LLD= 0.14 IN = U1010 Total Load: TLD= 0.21 IN = U654 Reactions (Each End): Live Load: RL= 3536 LB Dead Load: RD= 1927 LB Total Load: RT= 5463 LB . Bearinq Lenqth Regd.: BL= 2.40 IN Camber Reqd.: C= 0.11 IN Beam Data: Span: L= 11.5 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 5.00 :12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Camber Adjustment Factor: CAF= 1.5 X DLD Beam Loadinq: Live Load: LL= 30 PSF Side One: Roof Dead Load: DL1= 15 PSF Roof Rafter Tributary Width: TW1= 18.5 FT Side Two: Roof Dead Load: DL2= 10 PSF Roof Rafter Tributary Width: TW2= 2.0 FT Roof Duration Factor: Cd= 1.15 Slope Adjusted Lenqths and Loads: Adjusted Beam Lenqth: Ladj= 11.5 FT Beam Live Load W/ Slope Red'n: wL= 615 PLF Beam Self Weiqht: BSW= 13 PLF Beam Total Dead Load: wD= 335 PLF Total Maximum Load: WT= 950 PLF Controllinq Total Desiqn Load: wTcont= 950 PLF Properties For: 24F -V4- VISUALLY GRADED WESTERN SPS Bendinq Stress: Fb= 2400 PSI Shear Stress: Fv= 190 PSI Modulus of Elasticity: Ex= 1800000 PSI Ey= 1600000 PSI Stress Perpendicular to Grain: Fc 650 PSI Adjusted Properties: _perp= Fb' (Tension): Fb'= 2760 PSI Adjustment Factors: Cd=1.15 Fv': Fv'= 219 PSI Adjustment Factors: Cd=1.15 Design Requirements: Maximum Moment: M= 15706 FT -LB Shear WO d from beam end): V= 4275 LB Comparisons With Required Sections: Section Modulus: Sreq= 68.3 IN3 S= 131.2 IN3 Area: Areq= 29.4 IN2 A= 52.5 IN2 Moment of Inertia: Ireq= 271.0 IN4 1= 984.3 IN4 S ' Roof Beami 94 UBC (91 NDS) ) Ver. V4051877 Bv: Larry J. Warner A.I.A. , AEC Group on: 04-28-1998 Project: A -703 -DR - Location: HDR -6 -PORCH HEASDER @ PORCH ALT. Summary: 3.50 IN x 15.00 IN x 14.5 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 20.9% Controlling Factor: Section Modulus / Depth Required 13.64 In Deflections. Dead Load: DLD= 0.19 IN Live Load: LLD= 0.35 IN = U504 Total Load: TLD= 0.53 IN = U326 Reactions (Each End): Live Load: RL= 4459 LB Dead Load: RD= 2429 LB Total Load: RT= 6888 LB Bearing Length Reqd.: BL= 3.03 IN Camber Reqd.: C= 0.28 IN Beam Data: Span: L= 14.5 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 5.00 :12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Camber Adjustment Factor: CAF= 1.5 X DLD Beam Loading: Live Load: LL= 30 PSF Side One: Roof Dead Load: DL1= 15 PSF Roof Rafter Tributary Width: TW1= 18.5 FT Side Two: Roof Dead Load: DL2= 10 PSF Roof Rafter Tributary Width: TW2= 2.0 FT Roof Duration Factor: Cd= 1.15 Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 14.5 FT Beam Live Load W/ Slope Red'n: wL= 615 PLF Beam Self Weight: BSW= 13 PLF Beam Total Dead Load: wD= 335 PLF Total Maximum Load: wT= 950 PLF Controlling Total Design Load: wTcont= 950 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'= 2760 PSI Adjustment Factors: Cd=1.15 FV: Fv'= 219 PSI Adjustment Factors: Cd=1.15 Design Requirements: Maximum Moment: M= 24969 FT -LB Shear (A d from beam end): V= 5700 LB Comparisons With Required Sections: Section Modulus: Sreq= 108.6 IN3 S= 131.2 IN3 . Area: Areq= 39.2 IN2 A= 52.5 IN2 Moment of Inertia: Ireq= 543.1 IN4 1= 984.3 IN4 c .' LLL Roof Beamr 94 UBC (91 NDS) ) Ver. V4051877 By: Larry J. Warner A.I.A. , AEC Group on: 04-28-1998 Project: A -703 -DR - Location: HDR -5 ENTRY HDR TO 5' SPAN Summary: 3.50 IN x 7.25 IN x 5.0 FT / #2 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 21.1% Controlling Factor: Area/ Depth Required 6.29 In Deflections: Dead Load: DLD= 0.02 IN Live Load: LLD= 0.04 IN = U1445 Total Load: TLD= 0.06 IN = U943 Reactions (Each End): Live Load: RL= 1313 LB Dead Load: RD= 699 LB Total Load: RT= 2012 LB Bearing Length Reqd.: BL= 0:92 IN Beam Data: Span: L= 5.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 5.00 :12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Beam Loading: Live Load: LL= 30 PSF Side One: Roof Dead Load: DL1= 15 PSF Roof Rafter Tributary Width: TW1= 15.5 FT Side Two: Roof Dead Load: DL2= 10 PSF Roof Rafter Tributary Width: TW2= 2.0 FT Roof Duration Factor: Cd= 1.15 Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 5.0 FT Beam Live Load W/ Slope Red'n: wL= 525 PLF Beam Self Weight: BSW= 6 PLF Beam Total Dead Load: wD= 280 PLF Total Maximum Load: WT= 805 PLF Controlling Total Design Load: wTcont= 805 PLF Properties For: #2- DOUGLAS FIR -LARCH Bending Stress: Fb= 875. PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties: Fb' (Tension): Fb'= 1308 PSI Adjustment Factors: Cd=1.15 Cf=1.30 FV: Fv'= 109 PSI Adjustment Factors: Cd=1.15 Design Requirements: Maximum Moment: M= 2515 FT -LB Shear ((cD d from beam end): V= 1526 LB Comparisons With Required Sections: Section Modulus: Sreq= 23.1 IN3 S= 30.6 IN3 Area: Areq= 21.0 IN2 A= 25.3 IN2 Moment of Inertia: Ireq= 21.3 IN4 1= 111.1 IN4 N Roof Beam( 94 UBC (91 NDS) ) Ver. V4051877 By: Larry J. Warner A.I.A. AEC Group on: 04-28-1998 Project: A -703 -DR - Location: HDR -4 DR/WINDOW HDR TO 8' SPAN Summary: 3.50 IN x 11.25 IN x 8.0 FT / #2 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 5.3% Controlling Factor: Section Modulus / Depth Required 10.96 In Deflections: Dead Load: DLD= 0.04 IN Live Load: LLD= 0.07 IN = U1318 Total Load: TLD= 0.11 IN = U856 Reactions (Each End): Live Load: RL= 2100 LB Dead Load: RD= 1132 LB Total Load: RT= 3232 LB Bearing Length Reqd.: BL= 1.48 IN Beam Data: Span: L= 8.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 5.00 :12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Beam Loading: Live Load: LL= 30 PSF Side One: Roof Dead Load: DL1= 15 PSF Roof Rafter Tributary Width: TW1= 15.5 FT Side Two: Roof Dead Load: DL2= 10 PSF Roof Rafter Tributary Width: TW2= 2.0 FT < Roof Duration Factor: Cd= 1.15 Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 8.0 FT Beam Live Load W/ Slope Red'n: wL= 525 PLF Beam Self Weight: BSW= 10 PLF Beam Total Dead Load: wD= 283 PLF Total Maximum Load: WT= 808 PLF Controlling Total Design Load: wTcont= 808 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'= 1107 PSI Adjustment Factors: Cd=1.15 Cf=1.10 Fw: Fv'= 109 PSI Adjustment Factors: Cd=1.15 Design Requirements: Maximum Moment: M= 6465 FT -LB Shear ((@ d from beam end): V= 2475 LB Comparisons With Required Sections: Section Modulus: Sreq= 70.1 IN3 S= .73.8 IN3 Area: Areq= 34.0 IN2 A= 39.3 IN2 Moment of Inertia: Ireq= 87.3 IN4 1= 415.2 IN4 N Roof Beam[ 94 UBC (91 NDS) ) Ver. V4051877 By: Larry J. Warner A.I.A. , AEC Group on: 04-28-1998 Project: A -703 -DR - Location: HDR -3 DR/WINDOW HDR TO 6' SPAN Summary: 3.50 IN x 9.25 IN x 6.0 FT / #2 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 31.2% Controlling Factor: Area / Depth Required 7.86 In Deflections: Dead Load: DLD= 0.02 IN Live Load: LLD= 0.04 IN = U1737 Total Load: TLD= 0.06 IN = U1131 Reactions (Each End): Live Load: RL= 1575 LB Dead Load: RD= 844 LB Total Load: RT= 2419 LB Bearing Length Reqd.: BL= 1.11 IN Beam Data: Span: L= 6.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 5.00 :12 Live Load Deflect. Criteria: ' U 240 Total Load Deflect. Criteria: U 180 Beam Loadinq: Live Load: LL= 30 PSF Side One: Roof Dead Load: DL1= 15 PSF Roof Rafter Tributary Width: TW1= 15.5 FT Side Two: Roof Dead Load: DL2= 10 PSF Roof Rafter Tributary Width: TW2= 2.0 FT Roof Duration Factor: Cd= 1.15 Slope Adjusted Lenqths and Loads: Adjusted Beam Lenqth: Ladj= 6.0 FT Beam Live Load W/ Slope Red'n: wL= 525 PLF Beam Self Weiqht: BSW= 8 PLF Beam Total Dead Load: wD= 281 PLF Total Maximum Load: WT= 806 PLF Controllinq Total Desiqn Load: wTcont= 806 PLF Properties For: #2- DOUGLAS FIR -LARCH Bendinq Stress: Fb= 875 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc perp= 625 PSI Adjusted Properties: Fb' (Tension): Fb'= 1208 PSI Adjustment Factors: Cd=1.15 Cf=1.20 FV: Fv= 109 PSI Adjustment Factors: Cd=1.15 Design Requirements: Maximum Moment: M= 3629 FT -LB Shear (OD d from beam end): V= 1798 LB Comparisons With Required Sections: Section Modulus: Sreq= 36.1 IN3 S= 49.9 IN3 Area: Areq= 24.7 IN2 A= 32.3 IN2 Moment of Inertia: Ireq= 36.8 IN4 1= 230.8 IN4 N (o Roof Beam( 94 UBC (91 NDS) ) Ver. V4051877 Bv: Larry J. Warner A.I.A. , AEC Group on: 04-28-1998 Project: A -703 -DR - Location: HDR -2 DR/WINDOW HDR TO 5' SPAN Summary 3.50 IN x 7.25 IN x 5.0 FT / #2 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 21.1% Controlling Factor: Area/ Depth Required 6.29 In Deflections: Dead Load: DLD= 0.02 IN Live Load: LLD= 0.04 IN = U1445 Total Load: TLD= 0.06 IN = U943 Reactions (Each End): Live Load: RL= 1313 LB Dead Load: RD= 699 LB Total Load: RT= 2012 LB Bearing Length Reqd.: BL= 0.92 IN Beam Data: Span: L= 5.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 5.00 :12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Beam Loading: Live Load: LL= 30 PSF Side One: Roof Dead Load: DL1= 15 PSF Roof Rafter Tributary Width: TW1= 15.5 FT Side Two: Roof Dead Load: DL2= 10 PSF Roof Rafter Tributary Width: TW2= 2.0 FT Roof Duration Factor: Cd= 1.15 Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 5.0 FT Beam Live Load W/ Slope Red'n: wL= 525 PLF Beam Self Weight: BSW= 6 PLF Beam Total Dead Load: wD= 280 PLF Total Maximum Load: WT= 805 PLF Controlling Total Design Load: wTcont= 805 PLF Properties For: #2- DOUGLAS FIR -LARCH Bending Stress: Fb= 875 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticitv: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties: Fb' (Tension): Fb'= 1308 PSI Adjustment Factors: Cd=1.15 Cf=1.30 FV: Fv'= 109 PSI Adjustment Factors: Cd=1.15 Design Requirements: Maximum Moment: M= 2515 FT -LB Shear ((a d from beam end): V= 1526 LB Comparisons With Required Sections: Section Modulus: Sreq= 23.1 IN3 S= 30.6 IN3 Area: Areq= 21.0 IN2 A= 25.3 IN2 Moment of Inertia: Ireq= 21.3 IN4 1= 111.1 IN4 Roof Beam( 94 UBC (91 NDS) ) Ver. V4051877 BV: Larry J. Warner A.I.A. , AEC Group on: 04-28-1998 Project: A -703 -DR - Location: HDR -1 DR/WINDOW HDR TO 3' SPAN Summary.- ummary:3.50 3.50IN x 5.50 IN x 3.0 FT / #2 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 67.6% Controlling Factor: Area / Depth Required 3.77 In Deflections: Dead Load: DLD= 0.01 IN Live Load: LLD= 0.01 IN = U2921 Total Load: TLD= 0.02 IN = U1909 Reactions (Each End): Live Load: RL= 788 LB Dead Load: RD= 417 LB Total Load: RT= 1205 LB Bearing Length Reqd.: BL= 0.55 IN Beam Data: Span: L= 3.0 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= 30 PSF Side One: Roof Dead Load: DL1= 15 PSF Roof Rafter Tributary Width: TW1= 15.5 FT Side Two: Roof Dead Load: DL2= 10 PSF Roof Rafter Tributary Width: TW2= 2.0 FT Roof Duration Factor: Cd= 1.15 Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 3.0 FT Beam Live Load W/ Slope Red'n: wL= 525 PLF Beam Self Weight: BSW= 5 PLF Beam Total Dead Load: wD= 278 PLF Total Maximum Load: WT= 803 PLF Controlling Total Design Load: wTcont= 803 PLF Properties For: #2- DOUGLAS FIR -LARCH Bending Stress: Fb= 875 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties: Fb' (Tension): Fb'= 1308 PSI Adjustment Factors: Cd=1.15 Cf=1.30 FV: Fv'= 109 PSI Adjustment Factors: Cd=1.15 Design Requirements: Maximum Moment: M= 904 FT -LB Shear 05 d from beam end): V= 837 LB Comparisons With Required Sections: Section Modulus: Sreq= 8.3 IN3 S= 17.6 IN3 Area: Areq= 11.5 I N2 A= 19.2 IN2 Moment of Inertia: Ireq= 4.6 IN4 1= 48.5 IN4 J2 • Roof Beam[ 94 UBC (91 NDS) ) Ver. V4051877 By: Larry J. Warner A.I.A. , AEC Group on: 04-28-1998 Proiect: A -703 -DR - Location: GD -HDR -1 GARAGE DOOR -HEADER Summary: 3.50 IN x 9.25 IN x 16.0 FT / #2 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 11.2% Controlling Factor: Section Modulus / Depth Required 8.77 In Deflections: Dead Load: DLD= 0.20 IN Live Load: LLD= 0.36 IN = U534 Total Load: TLD= 0.56 IN = U341 Reactions (Each End): Live Load: RL= 720 LB Dead Load: RD= 410 LB Total Load: RT= 1130 LB Bearing Length Regd.: BL= 0.52 IN Beam Data: Span: L= 16.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 5.00 :12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Beam Loading: Live Load: LL= 30 PSF Side One: Roof Dead Load: DLI= 15 PSF Roof Rafter Tributary Width: TW1= 2.0 FT Side Two: Roof Dead Load: DL2= 10 PSF Roof Rafter Tributary Width: TW2= 1.0 FT Roof Duration Factor: Cd= 1.15 Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 16.0 FT Beam Live Load W/ Slope Red'n: wL= 90 PLF Beam Self Weight: BSW= 8 PLF Beam Total Dead Load: wD= 51 PLF Total Maximum Load: WT= 141 PLF Controlling Total Design Load: wTcont= 141 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 Adiustment Factors: Cd=1.15 Design Requirements: Maximum Moment: M= 4518 FT -LB Shear (A d from beam end): V= 1021 LB Comparisons With Required Sections: Section Modulus: Sreq= 45.0 IN3 S= 49.9 IN3 Area: Areq= 14.1 IN2 A= 32.3 IN2 Moment of Inertia: Ireq= 122.0 IN4 1= 230.8 IN4 C5 Uniformly Loaded Floor Beamf 94 UBC (91 NDS) j Ver. V4051877 Bv: Larry J. Warner A.I.A. , AEC Group on: 04-28-1998 Protect: A -703 -DR - Location: FG -1 TYP FLOOR GIRDER Summary: 3.50 IN x 7.25 IN x 7.0 FT / #2 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 16.8% Controlling Factor: Section Modulus / Depth Required 6.71 In Deflections: Dead Load: DLD= 0.03 IN Live Load: LLD= 0.10 IN = U864 Total Load: TLD= 0.12 IN = U681 Reactions (Each End): Live Load: RL= 1120 LB Dead Load: RD= 302 LB Total Load: RT= 1422 LB Bearing Length Reqd.: BL= 0.65 IN Beam Data: Span: L= 7.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Floor Loading: Floor Dead Load: DL= 10 PSF Side One: Floor Live Load: LL1= 40 PSF Tributary Load Span(Side One): TW1= 4.0 FT Side Two: Floor Live Load: LL2= 40 PSF Tributary Load Span(Side Two): TW2= 4.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Average Uniform Live Load: LLave= 40 PSF Beam Loading: Beam Total Live Load: wL= 320 PLF Beam Self Weight: BSW= 6 PLF Beam Total Dead Load: wD= 86 PLF Total Maximum Load: WT= 406 PLF Controlling Total Design Load: wTcont= 406 PLF Properties For: #2- DOUGLAS FIR -LARCH Bending Stress: Fb= 875 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties: Fb' (Tension): Fb'= 1138 PSI Adjustment Factors: Cd=1.00 Cf=1.30 Fv': Fv'= 95 PSI Adiustment Factors: Cd=1.00 Design Requirements: Maximum Moment: M= 2488 FT -LB Shear 05 d from beam end): V= 1176 LB Comparisons With Required Sections: Section Modulus: Sreq= 26.3 IN3 S= 30.6 IN3 Area: Areq= 18.6 IN2 A= 25.3 IN2 Moment of Inertia: Ireq= 46.4 IN4 1= 111.1 IN4 14 Square Footing Design f 94 UBC (91 NDS)1 Ver. V4051877 By: Larry J. Warner A.I.A. , AEC Group on: 04-28-1998 - Project: A -703 -DR -Location: FTG -PST -1 ' Summary: Size: 2.25 FT x 2.25 FT x 10.00 IN • Footing has been designed without reinforcement. Footing Loads: Live Load: PL= 4459 LB Dead Load: PD= 2452 LB Total Load: PT= 6911 LB Ultimate factored load: Pu= 11013 LB Footing Properties: Allowable soil bearing pressure: Qs= 1500 PSF Effective soil bearing pressure: Qe= 1375 PSF Concrete compressive strength: F'c= 2500 PSI Selected Size: Length: L= 2.25 FT Width: W= 2.25 FT . Area: A= 5.06 SF Ultimate bearing pressure: Qu= 2175 PSF Column Base Dimensions: Length: 1= 3.50 IN Width: w= 3.00 IN Footing Size Selection: Required footing area: Areq= 5.03 SF Minimum footing size required: Lreq= 2.24 FT Footing depth based on shear stresses: Selected footing depth: D= 10.00 IN Punching Stress Calculations: Critical perimeter: Bo= 45.00 IN Punching shear: Vu1= 9102 LB Punching shear stress: vu1= 39 PSI Allowable punching shear stress: vc1= 200 PSI Beam shear stress calculations: Beam shear: Vu2= 1632 LB Beam shear stress: vu2= 12 PSI Allowable beam shear stress: vc2= 100 PSI Bending Requirements: Factored moment: Mu= 29368 IN -LB Nominal moment strength: Mn= 73125 IN -LB 16 Square Footing Design f 94 UBC (91 NDS) ) Ver. V4051877 By: Larry J. Warner A.I.A. , AEC Group on: 04-28-1998 Proiect: A -703 -DR - Location: FTG -1 TYP GIRDER FTG Summary: Size: 1.25 FT x 1.25 FT x 12.00 IN Footing has been designed without reinforcement. Footing Loads: Live Load: PL= 1120 LB Dead Load: PD= 320 LB Total Load: PT= 1440 LB Ultimate factored load: Pu= 2352 LB Footing Properties.- roperties:Allowable Allowablesoil bearing pressure: Qs= 1500 PSF Effective soil bearing pressure: Qe= 1350 PSF Concrete compressive strength: F'c= 2500 PSI Selected Size: Length: L= 1.25 FT Width: W= 1.25 FT Area: A= 1.56 SF Ultimate bearing pressure: Qu= 1505 PSF Column Base Dimensions: Length: 1= 3.50 IN Width: w= 3.50 IN Footing Size Selection: Required footing area: Areq= 1.07 SF Minimum footing size required: Lreq= 1.03 FT Footing depth based on shear stresses: Selected footing depth: D= 12.00 IN Punching Stress Calculations: Critical perimeter: Bo= 54.00 IN Punching shear: Vu1= 447 LB Punching shear stress: vu1= 1 PSI Allowable punching shear stress: vc1= 200 PSI Beam shear stress calculations: Beam shear. Vu2= 0 LB Beam shear stress: vu2= 0 PSI Allowable beam shear stress: vc2= 100 PSI Bending Requirements: Factored moment: Mu= 2592 IN -LB Nominal moment strength: Mn= 58500 IN -LB 4-(0 4 b .q T vn=qg S AG—A2 VAcisv,— L,^ -(c& -7T !�—Q,.A M Ats*-4 el Iz►o W*t—L 5G;4 Ut1 rz Ste, l"WH 3 G a b G d b G a b 4L9 Il =O b o e=O 4'-o 21-6 4' o i2=0 4=(6 7' jf=o OD,01 3' 0 3 =c� 1 OL40a-.J µ ,� T ti ►�� wAO 2.40 �I 290 W ('23(0 1?36 I{06 �4/A, 7 ZO 402- -)00 02-)00 Sys 1 15bz (o 0 6 12-£3 1283 PjA t40 NA A)A s -r u 08 r Sr H O 8 p•, Sit -1090.4 ,t.ST 40 812.. *,ST Iw $ rQ &S -r P4 &AZ t'STN n 8 P4 t)Tw-9 s F-3 5-r Rei 3T µ0 8 Sr'u� 8 A-4 (00 I -A /I a-1 60 -t.4 /I 6 O q _� I-A/l (0 a A -i MA/ I 257 C:- - 2 t�/3 Z57 G- Z !0/3 1 )--A./�1 -71 A- ►i a )JO Z/I 1,10 4/1 )1O Z// 1.10 -Z/ , c-1 212, 90, 212 G-1 Z. I is 8/s 1 OL40a-.J µ ,� T ti ►�� wAO 2.40 �I 290 W ('23(0 1?36 I{06 �4/A, 7 ZO 402- -)00 02-)00 Sys 1 15bz (o 0 6 12-£3 1283 PjA t40 NA A)A s -r u 08 r Sr H O 8 p•, Sit -1090.4 ,t.ST 40 812.. *,ST Iw $ rQ &S -r P4 &AZ t'STN n 8 P4 t)Tw-9 s F-3 5-r Rei 3T µ0 8 Sr'u� 8 ALTERNATE SHEAR WALL SCHEDULE . PAGE 9-A PANEL PANEL LOAD SHEATHING 1,2,5 EDGE FIELD A.B. SIZE& SILL 3,4 A -35F 6 TYPE No. PLF NAILING NAILING SPACING NAILING CLIPS A 1 100 1/2" GYP BIRD ONE SIDE 5d @ 7" 5d @ 12" 1/2" @ 72" 16d @ 12" 48" O.C. A-1 1-A .133 THREE COAT STUCCO STD. STUCCCO PER U.B.C.1/2".9 72" .... .............. . . 16d (.0 .................. 36" O.C. B 2 180 THREE COAT STUCCO STD. STUCCCO PER U.B.C..46 B-1 3 170 FOME- COR PER ICBO # 3335 ICBO REPORT #3335 1/2" @ 54" 16d @ 6" 30" O.C. B-2 4 175 1/2 x 4'x8' NAIL BASE FIBERBRD 11GR.N.@3" 11GR.N.@6" 1/2" @ 54" 16d @ 6" 30" O.C. B-3 5 200 1/2" GYP BOTH SIDES 5d @ 7" 5d @ 12" 1/2" @ 48" 16d @ 6" 24" O.C. B-4 6 200 3/8" CDX 6d @ 6" 6d @ 12" 1/2" @ 48" 16d @ 6" 24" O.C. B-5 7 270 FOME- COR PER ICBO, # 3335 ICBO REPORT # 3335 1/2" @ 36" 16d @ 4" 18" O.C. & 1/2" GYP INTERIOR FACE 5d Q. T' Q 12" C 8 310 1/2" CDX PLY ---------------- 10d @ 6" 10d @ 12" 5/8" @ 48" 16d @ 3" 181, O.C. C-1 9 320 3/8" CDX PLY ONE SIDES 8d @ 4" 8d @ 12" 5/8" @ 48" 16d @ 3" 181, O.C. C-2 10 320 3/8" CDX PLY EXTERIOR 8d @ 6" 8d @ 12" 5/8" @ 48" 16d @ 3" 181, O.C. 1/2" GYP BIRD INTERIOR 5d @ 7" 5d @ 7" C-3 11 400 3/8" CDX PLY BOTH SIDES 8 8q.(q 12" 5/8" (03' 12" O.C. D 12 460 1/2" PLY EXTERIOR 10d @ -1-2" ............... 5/8" @ 36" 20d @ 3" 91, O.C. D-1 13 480 7/16" CDX PLY BOTH SIDES 8d @ 6" 8d 6 12" 5/8" @ 30" 20d @ 3" 91, O.C. D-2 14 480 1/2" PLY EXTERIOR 8d @ 4" 8d @ 12" 5/8" @ 30" 20d @ 3" 91, O.C. 1/2" GYP BRD INTERIOR 5d @ 7" 5d @ 12" D-3 15 520 1/2" CDX PLY BOTH SIDES .... 8d_(R.6°__ ..... .......... �".(q 30° ...... : : q) jj!�d @ 9'. 0. C. E 16 600 1/2" CDX PLY EXTERIOR ................................. 10d @ 3" 10d @ 12" ...... .................. 5/8" @ 24" (2) 16d @ 4" 8" O.C. E-1 17 640 3/8" CDX PLY BOTH SIDES 8d @ 4" 8d @ 12" 5/8" @ 24" (2) 16d @ 3" 8" O.C. E-2 18 700 7/16" CDX PLY BOTH SIDES 8d @ 4" 8d @ 12" 5/8" @ 24" (2) 16d @ 3" 6" O.C. F 19 770 1/2" CDX PLY EXTERIOR 10d @ 2" 10d @ 12" 5/8" @ 18" (2) 16d @ 3" 6" O.C. F-1 20 820 3/8" CDX BOTH SIDES 8d @ 3" 8d @ 12" 5/8" @ 18" (2) 16d @ 3" 6" O.C. F-2 21 900 7/16" CDX PLY BOTH SIDES •..... 8d .______•___8d (R 12"3/4".9 IR.C. G 22 920 1/2" CDX PLY BOTH SIDES -------- 10d @ 4" -------- 10d @ 12" ------ : ............................. 3/4" @ 20" (2) 20d @ 3" 5" O.C. G-1 23 980 1/2" CDX PLY BOTH SIDES 8d @ 3" 8d @ 12" 3/4" @ 20" (2) 20d @ 3" 5" O.C. G-2 24 1060 3/8" CDX PLY BOTH SIDES 8d ........ 8q.(q 12" 3/4".C. .(o IR j�U�I.Qz..... A�...... H 25 1200 1/2" CDX PLY BOTH SIDES .................•-----.....--.-....._....-.---------•--........------.....__. 10d @ 3" 10d @ 12" : ............................. 3/4" @ 16" (2) 16d @ 2" 4" O.C. H-1 26 1540 1/2" CDX PLY BOTH SIDES 10d @ 2" 10d @ 12" 3/4"@ 12" (2) 20d @ 2" 1 OVER DOUGLAS FIR FRAMING 2. ALL PANEL EDGES BACKED W1 2 -INCH NOM. OR WIDER FRAMING U.N.O. 3. STAGGER ALL SILL NAILING 0 4. PRE -DRILL ALL 20d & LARGER 5.5/8" T-1-11 SIDING MAY BE SUBSTITUTED FOR 3/8" CDX PLY. 6. A -35F CLIPS +4401/ EA. Lateral Loading: Area, Height & Weight Data Page 1 MaxQuake ©1195 Archforms Ltd. Date: April 221998 Firm: AEC Group All Rights Reserved Lateral Load Analysis & Job: CAR854DR BY: Larry J. Warner A.I.A. I 097.06W Construction Desiah Software FLOOR PLAN AREAS & SHEAR WALL GRID SPACING Establish Grid Spacing loor Co ratio tEac e Front Roof Roof Block Area Overall Depth 2nd FI / Roof Roof Block Area Floor Block Area Perimeter Wall Overall Depth 1st Floor Floor Block Area Perimeter Wall Overall Depth Typical Overhang 2 Z= hRe= hRi:, 53 Overall Depth of Roof at 2nd -F1 1254 980 53 Z= 3 hRe= 3.75 hRi= 146.25 We= Wi= 1166 868 75 31 53 Z= 3.2 We= 51.2 Wi- 348.8 BUILDING CODE 93 BOCA RightPX 94 SBCCI Roof Floor94 UBC 3lock Block Perim Overall krea Area Wall Width 1674 50 1550 78 50 Roof at 2nd FI 50 572 Typical 484 22 OH 2 HzProi TYPICAL DEAD LOADS Establish Dead Loads (lbs)- Roof Interior Wall Roofing 2.5 Gyp.Bd 4.4 Sheathing 1.7 Framing 2 Framing 2.5 Int. Finish 0.5 Snow Other 6.7 6.9 Ceiling Insulation 1 Framing 1.5 Gyp. Bd. 2.8 Other 5.3 Exterior Wall Flooring Ext Finish 2 Shear Left Framing 3 Insulation 7 8 ear Wall Spacing 22 28 Other Back vRi 10.3 We= Roof FLOOR HEIGHTS & WIND AREA 51.2 -Establish Floor to Floor and Roof Heights (ft)- Wi= Roof. Roof 2nd FI/Rf 31 R R Height Floor Area 372.8 X/12 1st FI 1 1 WI Perimeter average ht. 0.1 Roof Crawl Sp/8 sm vRe 1140 2nd FI/Rf 22 R vRi Floor Area 1518 2034 Wind Ht.(@Ridge 1st FI 1 WI Perimeter 206 ' Wind Ht.(cbGable 11.05 Ridge F to B L to R Roof Mean Roof Ht. 11.1. Runs? 2nd FI/Rf 1st A Roof 2nd FI/Rf 1st A Roof 2nd FI/Rf 1st rl Roof 2nd FVRf 1st FI Roof 2nd FI/Rf 1 st FI Front Roof Roof Block Area Overall Depth 2nd FI / Roof Roof Block Area Floor Block Area Perimeter Wall Overall Depth 1st Floor Floor Block Area Perimeter Wall Overall Depth Typical Overhang 2 Z= hRe= hRi:, 53 Overall Depth of Roof at 2nd -F1 1254 980 53 Z= 3 hRe= 3.75 hRi= 146.25 We= Wi= 1166 868 75 31 53 Z= 3.2 We= 51.2 Wi- 348.8 BUILDING CODE 93 BOCA RightPX 94 SBCCI Roof Floor94 UBC 3lock Block Perim Overall krea Area Wall Width 1674 50 1550 78 50 Roof at 2nd FI 50 572 Typical 484 22 OH 2 HzProi TYPICAL DEAD LOADS Establish Dead Loads (lbs)- Roof Interior Wall Roofing 2.5 Gyp.Bd 4.4 Sheathing 1.7 Framing 2 Framing 2.5 Int. Finish 0.5 Snow Other 6.7 6.9 Ceiling Insulation 1 Framing 1.5 Gyp. Bd. 2.8 Other 5.3 Exterior Wall Flooring Ext Finish 2 Shear 1.5 Framing 2 Insulation 0.5 hRe= Floor Gyp. Bd. 2.2 Roof Area Flooring 4 Int .Finish 0.5 3.75 Sheathing 2.3 Other hRi= Framing 3.5 8.7 Insulation 0.5 155.25 Other WI Area vRi 10.3 We= FLOOR HEIGHTS & WIND AREA 51.2 -Establish Floor to Floor and Roof Heights (ft)- Wi= Roof. Roof Floor 1 Pitch Height Height Floor Area 372.8 X/12 Roof Roof Area 5 6 2rrd FI/R%pf vRe vRi Roof Area 2246 8 1 .1st Floor j Floor Area Ist A Slab: Y? .1 WI Perimeter average ht. 0.1 Crawl Sp/8 sm vRe 1140 vRi Floor Area 1518 2034 Wind Ht.(@Ridge oun a ion 14.05 WI Perimeter 206 ' Wind Ht.(cbGable 11.05 Ridge F to B L to R Mean Roof Ht. 11.1. Runs? Lateral Load Analysis Date: April 22 1998 Firm: AEC Group Page 2 MaxQuake 01995 Archfortns Ltd. All Rights Reserved Lateral Load Analysis & SEISMIC LOADS 15048.2 10780.2 10760.2 •Establish Dead Loads• 14337.6 20340 20340 Mat. Weights 2nd Floor 1st Floor Base Level Item DL(psf) Area (so DL(Ibs) Area(sf) DL(Ibs) Area(sf) DL(Ibs) Wt Roof 6.7 2246 15048.2 V/W= Wt Ceil 5.3 2034 10780.2 8409 Wt Ext WI 8.7 1648 14337.6 10.3 89.61 Wt Int WI 6.9 2034 20340 Up Roof 2 Wt Floor 10.3 2034 20950.2 Sum 2nd Sum 1st 81456.2 Base 89.61 interior wall default: 10 psf of floor area -16,727 -16,727 Sum 2nd,lst & Base 81545.8 -Distribute Weights to Vadous Levels• Tributary Wbiaht Wt Roof 2nd Wt Ceil 2nd 112Wt Ext WI 2 Wt Int WI 2 Wt Floor 2 Wt Roof 1 st Wt Ceil 1 112 Wt Ext WI 1 Wt Int VVI 1 Wt Floor 1 1 /2Vdt Ext WI Bsmt Wt Ceil Bsmt Line Sum 32997.2 48548.6 -Determine Base Shear UBC. Formula (2841) Roof 2nd FI 1st A .Wt Line Line Line Sum 15048.2 15048.2 10780.2 10760.2 7168.8 7168.8 14337.6 20340 20340 20950.2 20950.2 89.61 Formula (28-2) Zone 3 Zone Map Fig. 16-2 Z= 0.3 Table 16-1 Ip= 1.0 Table 16-K C= 2.75 Formula (28-2) Rw= 8,0 Table 16-N (Tied to Pg 9) V= ZIpCW/Rw Table 16-H, #2 V/W= 0.1031 2nd FI V= 8409 lbs BOCA 81545.8 -Distribute Shear to Various Levels- SBCCI 1607.4.2 UBC formula (28-8) Force at Level x = V (Wtx)(Htx)/Sum(Wti)(Hti) BOCA 1612.4.2 Ft assumed = 0 Ht is measured from plate to foundation Wt x Ht x (Wt)(Ht) Fx Roof 2 2nd Fl/Roof 1 32997 8.1 267277 8259 1st Floor 48549 0.1 4855 150 Sum 81546 8 272132 8409 WIND LOADS •Wind Pressure - UBC Trib Area L to R P=gslwcecq Wind Load Figure 16-1 Vp 75 Section 1614 Ex 8 Table 16-K IwI I I Table 16-F qs 14.5 Table 16-G Ce 0.62 Table 16-H, #2 hCq 1.3 Table 16-H, #2 vCg -0.7 Hz. Force (psf) Ph= 12 Vt. Force (psf) Pv-- -6.293 -Total Wind Load In Each Direction At Each Level (lbs)- r-� GOVERNING LATERAL LOADS •Maximum Total Load In Each Direction At Each Level (lbs) - Front to Back Governs Side to Side Governs Roof 2 2nd FI/Roof 1 8,259 Seismic 1st Floor 2,367 Wind 8,259 Seismic 2,509 Wind N n Trb 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 R Roof 2 Roof 1 4 146 1,753 4 155 1,858 2nd FI 4,090 4,336 1st Floor 51 349 4,675 51 373 4,955 2,367 2,509 Up Roof 2 Uplift Up Roof 1 1,140 1,518 Uplift -16,727 -16,727 GOVERNING LATERAL LOADS •Maximum Total Load In Each Direction At Each Level (lbs) - Front to Back Governs Side to Side Governs Roof 2 2nd FI/Roof 1 8,259 Seismic 1st Floor 2,367 Wind 8,259 Seismic 2,509 Wind N n Shear Wall Segments Data, Lines 1.8 Page 3 MaxQuake 01995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: April 221998 Firm: AEC Group Job: CAR854DR By: Larry J. Warner A.I.A. I Q97.O6W Construction Design Software Line 1 I Line 2 ILine 3 1 Line 4 Line 5 ILIne 6 Line 7 1 Line 8 Segment (Seg) names a-g appear to show possible quadrants (q). Remove Segs not used. Move and add 1,2... to dehote multiple (m) segs in a quadrant, ie., W. Sea Variables: LQ: Se lath. Ht: Sea h ht from bld. data). B: Bearih Wall? - B= es. Ell: Ext. or Int. Wall? - E=Ext 1=Int..S: Stacked Segabove same row. m & 0 Lo. . 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&rn Lg Ht B Ell q&m Lg Ht B Ell q&m L Ht B Ell q&m Lg Ht B Ell cl&m L9 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 Total Lgth Total Lgth Total Lgth Total Lgth Total Lgth Total Lgth _ Total Lgth Total Lgth Back 1st Seg Wall Variables Seg Wall Varia les Seg Wall Variables Seg Wall Variables. Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Level q&rn Lg Ht B Ell Sq&m Lg Ht B E/I S q&m Lg Ht B Ell S q&rn Lg Ht B Eli S q&m Lg Ht B Ell 9 q&m Lg Ht B Ell S q&m Lg Ht B Ell S q&m Lg Ht B Ell S a 6 8 Y E a 8 8 Y E a 4 8 Y E b 11 8 Y 8 b 8 8 Y E b 22 8 Y E c 4.8 8 Y E d 17 8 Y E 39 Total Lgth 16 Total Lgth 26 Total Lgth Total Lgth Total Lgth Total Lgth Total Lgth Total Lgth Base Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Level q&m Lg Ht B E/I S q&rn Lg Ht B Ell S q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I 6 a 31 O Y E S a 0 a 31 O Y E S b 22 0 YES b 22 0 YES 53 Total Lgth 22 Total Lgth 31 Total Lgth Total Lgth Total Lgth Total Lgth Total Lgth Total Lgth Sheat Segment Hel hULen th ra o is limited to 3.511 for edge blocked'Panel. -HUL > 3.5 H4 appears if exceeded. See Code Ch 16 for HUL'A limits for other assemblies. N f, Shear Well Segments Data, Lines A•H Page 4 MaxQuake ©1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: April 221998 Firm: AEC Group Job: CAR854DR By: Larry J. Wamer A.I.A. Q97 -06W Construction Design Software Line A Line B Line C Line D Line Line F Line G 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. Sea Variables LQ: Sec I th. Ht: SeQ h ht from old. data). B: Bearin Wall? - 8= es. Ell: Ext. or Int. Wall? E=Ext 1=Int. S: Stacked Se above same row m & 0 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&nI Lg Ht B Ell Q&m Lq Ht B E/I q&m Lg Ht B E/I q&m Lg Ht B E/I q&m Lg Ht B E/I m Lg Ht B E/I q&m Lg Ht B E/I q&m Lg Ht B E/I A,B,C.. Wall Lines Run From Side to Total Lgth Total Lgth Total Lgth Total Lgth Total Lgth Total Lgth Total Lgth _ Total Lgth 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&rn Lg Ht B E/I S m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I 9 q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I S 1 4 8 YE 1 11 8YE/I 1 3 8 y E 2 12 8 YE 2 8.5 8YE/I 2 3 8 y E 3 4.5 8 Y E 4 7.5 8 Y E 28 Total Lgth 20 Total Lgth 6 Total Lgth Total Lgth Total Lgth Total Lgth Total Lgth Total Lgth Base Seg Wall Variables Seg Wall Varia les Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Level q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht 8 Ell S q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&rn Lg Ht B E/I S 1 22--O Y E S 1 0 1 22 O Y E S 2 28 0 YES 2 28 0 YES 50 Total Lgth 28 Total Lgth 22 Total Lgth Total Lgth Total Lgth Total Lgth Total Lgth Total Lgth -ISheatSeg ment He ht/Len th ratio is limited to 3.5/1 for edge blocked panel. "HVL > 3.5 limit appears if exceeded. See Code Ch 16 for Ht/L limits for other assemblies. a{ I Lateral Load Distribution &Overturning Moment Page MaxQuake ©1995 Archform5 Ltd. All Rights Reserved Lateral Load Ahalysis & Date: April 22 1998 Firm: AEC Group Job: CAR854DR BY: Larry J. Warner A.I.A. Q97,0 Construction Desi n Software Lateral Line 1 Line 2 Line 3 Line 4 Line 5 Line 6 Line 7 Line 8 Force Seis %= Wind %= W/ft-- if "vf,-snow RM= if'yf.67,'s".85 OTM= if SYk Vnet"ht Vadj= V= SumV= Distrib trib fl AISUm flA trib wl A/Sum WA Sum lev. w'trib area WVft'L 2/2k Sum\)*Ht*Lo)gLq SUmV from ad' Ln Ln%'Vmax SorW Vadi+Vabv+V 2nd % SM % SM % SIW % S/W % S/W % S/W % S/W % S/W Level Seg W/ft RM OTM Seg Oft RM OTM Se W/ft RM OTM Seg W/ft RM OTM Se W/ft RM OTM Seg W/ft RM OTM Se W/ft RM OTM Seg W/ft RM OTM 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 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 27.9 22 % S/W 49.7 50 % SMI 21.8 28 % S/W % SO % S/W % S/W % S/W Level Seg Wlft RM OTM Seg Wlft RM OTM Se W/ft RM OTM Seg Wlft RM OTM Seg W/ft RM OTM Seg Oft RM OTM Se VII/ft RM OTM Se W/ft RM OTM Seismic a 94 1.43 2.87 a 94 2.55 16.4 a 94 0.64 2.26 8,259 b 94 4.6 5.15 b 94 2.55 16.4 b 94 18.4 12.2 c 94 0.9 2.28 d 94 11.5 8.14 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 above V above V above V above V above V above V above V above 1 st level V 2.31 lit level V 4.11 1 st level V 1.8 1 st level V 1 st level V 1 st level V 1st level V 1 st level V S Sum V 2.31 s Sum V 4.11 s Sutn V j .8 Sum V Sum V Sum V Sum V Sum V Base % SM 28.7 22 % SIW 50 50 % S/W 21.3 28 % S/W % S/W % S/W % S/W % S/W Level Seg W/ft RM OTM Seg Oft RM OTM Se W/ft IRM OTM Seg W/ft RM OTM Seg Wlft RM OTM Se W/ft RM OTM Se W/ft RM OTM Se W/ft RM OTM Wind a 115 36.9 2.94 a a 115 36.9 2.36 2,367 b 115 18.6 5.24 b 115 18.6 16.8 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 above 2.31 V above 4.11 V above 1.8 V above V above V above V above V above Bsmt level V 0.52 Bsmt level V 1.18 Bsmt level V 0.66 Bsmt level V Bsmt level V Bsmt level V Bsmt level V Ssmt level V W Sum V 2.83 w Sum V 5.29 w Sum V 2.46 Sum V Sum V Sum V Sum V Sum V N w 1t f Lateral Load Distribution & Overturning Moment Page MaxQuake 01995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: April 221998 Firm: AEC Group Job: CAR854DR By: Larry J. Wamer A.I.A. Q97.06W Construction Desi n Software Lateral Line A Line B Line C Line D Line E Line F Line G Line H Force Seis %= Wind %= W/ft= if °W ,-show RM= if °W'.67,"s".85 OTM= if SPk Vnet'ht Vadj= V= SumV= Distrib trib fl A/Sum flA trib W AISum WA Sum lev. w"trib area Wtlft'L "2/2k SumVHrLMLq SumV from ad' Ln Ln%'Vmax SorW Vadi+Vabv+V 2nd % SM % SM % S/W % S/W % S/W % S/W % S/W % S/W Level Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg Wlft RM OTM Se W/ft RM OTM Se Wlft RM OTM Se W/ft RM OTM Se W/ft RM OTM Vadj line B Vadj line A or C Vadj line B or D Vadj line C or E Vadj line D or F Vadj line Eor G Vadj line F or H Vadj line G 2nd level V/ft 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V Sum V Sum V Sum V Sum V Sum V Sum V Sum V Sum V 1st % SfW 37.3 29.2 % SM 50 50 % S/W 12.7 20.8 % S/W % S/W % S/W % S/W % S/W Level Se W/ft RM OTM Se W/ft RM OTM Seg W/ft RM OTM Seg WIft RM OTM Se W/ft RM OTM Seg WIft RM OTM Se W/ft RM OTM Seg W/ft RM OTM Seismic 1 94 0.64 3.52 1 24 1.23 18.6 1 94 0.36 4.21 8,259 2 94 5.73 10.6 2 24 0.74 14.4 2 94 0.36 4.21 3 94 0.81 3.96 4 94 2.24 6.6 Vadj line B Vadj line A or C Vadj line B or D Vadj line C or E Vadj line D or F Vadj line Eor G Vadj line F or H Vadj line G V above V above V above V above V above V above V above V above 1st level V 3.08 1 st level V 4.13 1 st level V 1.05 1st level V 1st level V 1 st level V 1 st level V 1 st level V S Sum V 3.08 s Sum V 4.13 s Sutra V 1.05 Sum V Sum V Sum V Sum V Sum V Base % S./W 38.1 29.2 % SIW 50 50 % S/W 11.9 20.8 % S/W % S/W % S/W % S/W % SIW Level Seg W/ft RM OTM Se WIft RM OTM Seg W/ft RM OTM Seg Wlft RM OTM Se W/ft RM OTM Seg W/ft RM 'OTM Se WIft RM OTM Se W/ft RM OTM Wind 1 115 18.6 3.59 1 1 115 18.6 4.31 2,509 2 115 30.1 10.7 2 45 11.9 14.7 Vadj line B Vadj line A or C Vadj tine B or D Vadj line C or E Vadj line D or F Vadj line Eor G Vadj line F or H Vadj line G V above 3.08 V above 4.13 V above 1.05 V above V above V above V above V above Bsmt level V 0.73 Bsmt level V 1.25 Bsmt level V 0.52 Bsmt level V Bsmt level V Bsmt level V Bsmt level V Bsmt level V w Sum V 3.811 w Sum V 5.381 w Sum V 1.571 Sum V Sum V I Sum V 1. , Sum V I Sum V 4( V Shear Wall and Hold Down Requirements Page 7 MaxQuake 01995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: April 221998 Firm: AEC Group Job: CAR854DR BY: Larry J. Wainer A.I.A. 097.06W Construction Desian Software Line 1 I Line 2 Line 3 1 Line 4 Line 5 Line 6 Line 7 Line 8 Uplift = Overturning Moment (OTM) - Resisting Moment (RM) / Segment Length (Seg Lg). Minimum required Hold -Down HD T "Delta Number" selected from Hold -Down and Wall S aD Schedule on Pae 9. 2nd HD HD HD HD HD HD HD HD Level Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg U lift Type Seg U lift Type Seg Uplift Type Seg Uplift Type 1,2,3.. Wall Lines Run From Front to Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Back Wall Type Wall Type Wall Type Wall Type Wall Type Wall Type Wall Type Wall Type Roof Uplift from Side to Side Winds resisted b Left and Ri ht Ext. Walls up lift I Rf 2 @ Ext WI Uplift Detail @ Rf 2 & Ext I NA 1st HD HD Hb HD HD HD HD HD Level Seg Uplift Type Seg plift Type Seg Uplift Type Seg Uplift Type Seg U lift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type a 240 A NA a 1,736 A H6 a 406 A H1 b 51 A NA b 1,736 A H6 b C 290 A NA d Shear(plf) A 60 Sheat(plf) A 257 Shear(plf) A 71 Shear(plf) Shear(plf) Shear(plf) SheAr(plf) Shear(plf) Wall Type A 6 Wall Type A 6 WAIT Type A 6 Wall Type Wall Type Wall Type Wall Type Wall Type R�oo�fUplift from Side to Side Winds resisted by Left and Right Ext. Walls Uplift (plf) Rf 1 @ Ext WI 63 Uplift Detail @ Rf 1 & Ext WI A T s/Hold-Downs and Collectors must run continuous 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 Tye Se -Uplift Type Seg Uplift ' Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type a a b b Shear(plf) A 53 Sheal•(plf) A 240 Shear(plf) A 80 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Wall Ty e A 6 1 Wall type A 6 1 Wall T e A 6 1 Wall Type Wall Type Wall Type Wall Type, Wall Type Shear per Linear Foot (Shear(plf)) = Sum of Shear at that Line & Level (Sum 1n / Linear Feet of Shear Wall at that Line & Level (Sum Seg Lgth). Minimum required Shear Wall Construction for Wall Type Symbol is selected from Shear Wall Schedule on Pae 9. N cr jf r Shear Wall and Hold Down Requirements Page 8 MaxQuake ©1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: April 221998 Firm: AEC Group Job: CAR854DR By: Larry J. Wamet A.I,A. Q97.06W Construction Desion Software Line A Line B I Line C 1Line 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 e "Delta Number' selected from Hold-down and Wall Str Schedule on Pae 9. 2nd HD HD HD HD HD HD HD HD Level Seg U lift Type Seg Uplift Type Seg Uplift Type Seg U lift Tye Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type A,B,C.. Wall Lines Run From Side to Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Side Wall Type Wall Type Wall Type Wall Type Wall Type Wall Type Wall Type Wall Type Roof Uplift from Front to Back Winds resisted b Front and Back Ext. Walls U ift(pM Rf 2 @ Ext WI Uplift Detail @ Rf 2 & Ext W1 NA 1st HD HD HD HD HD HD HD HD Level Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift T pe Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type 1 720 A H1 1 1,582 0 H5 1 1,283 A H3 2 402 A H1 2 1,608 0 H5 2 1,283 A H3 3 700 a H1 4 581 A H1 Shear(plf) 0 110 Shear(plf) A 212 Shear(plf) A 175 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Wall Type 0 6 Wall Type 0 6 Wall Type 0 6 Wall Type Wall Type Wall Type Wall Type Wall Type Roof Uplift from Front to Back Winds resisted by Front and Back Ext. Walls Uplift(plf) Rf 1 @ Ext WI 67 Uplift Detail @ Rf 1 & Ext WI 0 T StrslHold-Downs and Collectors must run continuous throw h 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 Seg U lift Type Seg Uplift Type Seg Uplift Type Seg U lift Type SS Uplift Type Seg Uplift Type Seg Uplift Type 1 1 2 2 101 A NA Shear(plf) A 76 Shear(plf) A 192 Shear(plf) A 71 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Wall T e A 6 Wall Type e 6 Wall Type A 6 Wall Ty Wall Type Wall Type. Wall Type Wall.Type Shear per Linear Foot (Shear(plf)) = Sum of Shear at that Line & Level (Sum V) / Linear Feet of Shear Wall at that Line & Level (Sum Seg Lgth). Minimum required Shear Wall Construction for Wall Type Symbol is selected from Shear Wall Schedule on Pae 9. s N Shear Wall and Hold Down Schedules page 9 MaxQuake 01995 Archforms Ltd. Date: April 221998 Firm: AEC Group All Rights Reserved Lateral Load Analysis & Job: CAR854DR By: Larry J. Wanner A.I.A. 097.06W Construction Design Software SHEAR WALL OPTIONS: Place an "X" in the appropriate green shaded block. Select only one option under each heading. Hold -Down Special Zone Hardware Mfg. Wall Framing Material Shear Wall System Ply/PB Wall Sheathing Fasteners X No X Simpson X Doug Fir or So.Pine X All Plywd or PB X 3/8"ort/2" CD or 2MW X 8d Com Los Angeles Harlen Hem Fir (s.gray.<.49) Gyp,Stucco or Ply 3/8°ort/2" Struc 1 10d Com Kant/Silver 12 ga Steel Masonry 3/8"orl/2" CD o/GB 14 ga Staple Other (See Apx-C) Other 16 ga Steel SO. X brace 3/8"orl/2" Struc I o/GB No.7 Screw To Customize, Overwrite Schedule or See Apx. C Other Other Other Sheathing/Fastener Combo (See Apx. C) Wall Hold -Down and Strao Schedule Hold -Down Max. Min. Wall Foundation Bolt Symbol (pif) Material 8d 518"x12 16d 112"x5 Symbol Uplift Post FI to FI Anchor Type Bolt 5d@7" 72"oc 12"oc lbs. Size Strap Straps HD Dia. 16"oc A 4 380 112" Ply 4" 24"oc 3"oc 12"oc Note 1,2 Note 2 8"oc 2,4 A 2 640 112" Ply 2" 14"oc 7"oc 6"oc 5 A 44 760 ea side 112" Ply 4" 12"oc 6"oc use hold-down across from symbol 2.5 A 33 980 ea side 112" Ply 3" 9"oc 4"oc NA up to , 310 3"oc use the hold-down listed or any below A H1 755 2x LSTA12 3 Typical Fasteners: 8d Common or Galy. Box nails (no sinkers), nail field @12" A H2 1,055 2x LSTA18 FSA A H3 1,295 2x LSTA24 8 Pre -drill 318" hole for lag bolts. A H4 1,370 2x MSTA24 A H5 1,685 2x MSTA30 LTT20 112" A H6 1,995 2x MSTA36 PAHD42 A H7 2,520 2x ST6224 A H12 2,760 2-2x MST27 PAHD42 HD2A 5/8" A H14 3,300 2-2x ST6236 MPAHD A H15 3,705 2-2x MST37 HD5A 314" A H16 4,405 2-2x MST48 HDSA 718" A H17 5,800 2-2x MST60 A H18 6,465 2-2x HD8A 718" A H19 8,310 2-2x HD10A 718" & H2O 11,080 4x HD14A 1" A H25 15,305 6x HD15 1-1/4" 1 Straps and HD's as Mfg. by Simpson Strong -Tie Co. Cat C-96 2 Nail Straps & Hold -Downs w/10d (2x max.pen.1-5/8") See Details and Mfg. Data for Nailing, Bolt and Embedment Requirements 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, be to Beams, sized for Hold -Down Point Loads Shear Wall Schedule Wall Shear . Wall Edge Anchor Plate to Fl. Plate Type Load Sheathing Nail Bolts Nail Lag Clips Symbol (pif) Material 8d 518"x12 16d 112"x5 A35 GF:900 GF:120 GF:478 GF:460 Note 1,2 Note 3 Note 6 Note 7 Note 6,8 Note 9,10 NA construct wall as spec'd per symbol or any below 5d@7" 72"oc 12"oc 48"oc wllath 60"oc 8"oc 24"oc A 6 260 1/2" Ply 6" 36"oc 4"oc 16"oc A 4 380 112" Ply 4" 24"oc 3"oc 12"oc 2 A 3 490 112" Ply 3" 18"oc 9"oc 8"oc 2,4 A 2 640 112" Ply 2" 14"oc 7"oc 6"oc 5 A 44 760 ea side 112" Ply 4" 12"oc 6"oc 9"oc 2.5 A 33 980 ea side 112" Ply 3" 9"oc 4"oc 4"oc 5,6 A 22 1,280 ea side 112" Ply 2" 6"oc 3"oc 3"oc 1 Sheathing: 318"-112" (4 ply min) CD, CC Ply, or 2 -M -W Particle Bd w/all edges blocked 2 Framing: 2x DF typ, 3x req'd if 10d wl +1-518'' penetration, 2" or 3"oc 3 Typical Fasteners: 8d Common or Galy. Box nails (no sinkers), nail field @12" 4 3x framing at all panel edges wl nails at less than 7 oc., stagger, min 1/2" from edge. 5 Offset panel edges on opposite sides of wall 6 Anchors and Lag Bolts (ASTM A-307) spaced per Schd w/Washers fight to Sill 7 Stagger nails in plate 8 Pre -drill 318" hole for lag bolts. 9 Clips: Plate to Blocks only req'd if no shear sheathing continuity from Wall to Blocks 10 Anchors and Clips as Mfg. by Simpson Strong -Tie Co. Cat C-96 v Shear Wall and Hold Down Schedules Page 10 MaxQuake 01995 Archforms Ltd, late: April 221998 Firm: AEC Group All Rights Reserved Lateral Load Analysis & ob: CAR854DR By: Larry J. Warner A.I.A. I Q97.00M Construction Design Software DIAPHRAGM OPTIONS: RUN Framing Mat. Rf/Fl Diaphragm Fasteners X DF or So.Pine X Unblocked 8d Com Only Hem Fir Blocked Edges X 8d@Rf, 10@FI Other Other 10d Com Only Exposure Cat. 14 ga Staple To Customize, Overwrite Schedule or See Apx. C Other Wind and Earthauake Design Data Azplicable Building Code: 94 UBC Nnnd Speed mph 75 Seismic Zone 3 Importance Fact. 1 Ground Acc. (Aa) 0.3 Exposure Cat. B Importance Group 1 V'vindPreS.horiz. psf 11.69 Soil/Struc.Period 2.75 Wind Pres. vert. psf -6.29 Response Factor 8.0 xt. Wall UP -Lift Detail Schedule A C3 4,405 2x8 MST48 718" 2.24 ift Stud to Plate Plate to Rafter Stud to Rafter r at 16" oc at 24"oc at 16" at 16" oc 50 A C7 11,080 2- 2x10 718" 5.65 2- HD8A 00 Ply Nailing or H2 H2 80 A35 H4 H2 10 SP1 H10 H1 H2 A 60 SP4 H7 H10 LTS10 A X 600 SP2 H10 H7 A Y 1,170 7 HD at Rod to Shear Wall andlor Rft1Jst. Mfg. by Simpson Strong -Tie Co. Cat C-96 FTA2 A Z 2,560 Diaphragm Load Material Nail Diaphragm Load FTA7 Symbol Note 1,2,4 Note 3 Symbol (PIO Note 1,2,4 8d Nail 10d Nail 1 Anchors and Clips as Mfg. by Simpson Strong -Tie Co. Cat C-96 For Customer Service Call 800 -958 -ARCH or FAX 800 -968 -ARCH Collector 1 Tie and Diaohraam Schedules CIT Max. Collector/Tie Tie Tie Rod Type Force Cont. Joist or Strap Washer Symbol (Ibs) 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 Collector/Tie as spec'd per symbol or any below NA 310 A C1 2,231 2x4 ST6224 A C2 3,506 2x6 MST37 314" 1.79 2- HD5A A C3 4,405 2x8 MST48 718" 2.24 2- HD6A A C4 5,800 200 MST60 718" 2.96 2- HD8A A C5 6,440 2x12 2- MST37 718" 3.28 2- HD8A A C6 8,310 2- 2x10 HST5 718" 4.23 HD10A A C7 11,080 2- 2x10 718" 5.65 2- HD8A A C8 16,620 3- 2x10 718" 8.47 2- HD10A 1 Provide Cont. Rim Joist/Rafter or Solid Blocking at all Shear Wall Grid Lines 2 A properly sized continuous Rafter or Joist can act as both Collector and Tie 3 Between Blocks or breaks In Rafters/Joists provide straps to maintain Tie continuity 4 Run All -thread Rod thru RfVJst, Igth=Load18hear(plf), secure ends w/ Washer or HD 5 Provide Washer w/ Dia. (inches) at end of blocked RfVJst bays, Mal. iron or 114" St. 6 Connect Continuous Collector/Tie to shear wall as required by Shear Wall Schedule 7 HD at Rod to Shear Wall andlor Rft1Jst. Mfg. by Simpson Strong -Tie Co. Cat C-96 Roof Shear Diaphragm Edge Floor Shear Diaph. Diaphragm Load Material Nail Diaphragm Load Material Symbol Note 1,2,4 Note 3 Symbol (PIO Note 1,2,4 8d Nail 10d Nail A R6 180 1/2" Ply 6" A F6 215 314" Ply A R4 112" Ply 4" A F4 314" Ply A R3 112" Ply 2.112" a F3 314" Ply A R2 112" Ply 2" A F2 314" Ply 7 7 1 Sheathing: 112 or 314 CD, CC Ply, or 2 -M -W Particle Board, unblocked 2 Framing: 2x typical, 3x req'd if 10d wl more thanl-5/ir penetration, less than 3"oc 3 Typ. Fasteners: 8d Com. @ Roof, 10d Com. @ Floor (no sinkers) field 12"@Rf, 10"@FI 4 Continuous Rim Rafter/Joist recommended at perimeter of unblocked diaphragms I 'r r V4 CERTIFICATION OF INSULATION SIC -303 BUILDER COPY ADDRESS OR TRACT SACRAMENTO INSULATION CONTRACTORS LO ❑ P.O. BOX 854, WEST SACRAMENTO, CA 95691 LIC. #202026 �1..-� l ❑ 3243 INDUSTRIAL DRIVE, YUBA CITY, CA 95993 LIC. #202026 ❑ P.O. BOX 9651, FRESNO, CA 93793-9651 LIC. #202026 ❑ P.O. BOX 1631, RENO, NV 89505 LIC. #10675 1 ��% �% � \ ,_ \ \ � �� ❑ 3326 A PONDEROSA WAY, LAS VEGAS, NV 89118 LIC. #10675 DATE INSULATION COMPLETED M•. ( SQUARE FEET) ( SQUARE FEET) ( SQUARE FEET) TYPE OF INSULATION TYPE OF INSULATION TYPE OF INSULATION MATERIAL FIBERGLASS MATERIAL FIBERGLASS MATERIAL FIBERGLASS FORM BATTS FORM BATTS & BLOW FORM BATTS MANUFACTURER'S PRODUCT I.O. MANUFACTURER'S PRODUCT 1.0- MANUFACTURER'S PRODUCT I.D. MANUFACTURER MANUFACTURER MANUFACTURER OCF OCF OCF BAGS R - VALUE INSTALLED APPLIED THICKNESS R - VALUE INSTALLED APPLIED THICKNESS MIN. INSTALLED WEIGHT PER SOUARE FOOT R - VALUE INSTALLED APPLIED THICKNESS KNEE WALLS IF R -VALUE IS OTHER THAN WALLS ABOVE MATERIAL FORM R VALUE MANUFACTURER FIBERGLASS BATTS OCF AIR INFILTRATION SEALANT MATERIAL ��i �1.� `��- MANUFACTURER W R GRACE THIS IS TO CERTIFY THAT INSULATION AND/OR SEALANT HAS BEEN INSTALLED IN CONFORMANCE WITH APPLICABLE CODES, MATERIAL STANDARDS AND REGULATIONS. • ION CONT ACTOR SI NATURE-INTITLE DATE MANAGER SIGNATURE- N AL C TRACTOR TITLE DATE lokqA RE S: • SIC -303 BUILDER COPY