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HomeMy WebLinkAbout066-030-013066-030-013 01-2719 INALE WARNER, LARRY & JILL IO -t -0 bSvBSHAW CIRCLE, MAGA NSF 3 BR EP ri, 3 ,3 C,, ei AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this.property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: Lo7 735 pAv-Aool Se- n 1 nl i s S U s 9) -4 i S 16i-4 LA M) l 1A #) f,A 06&-030--013 Date p PROPERTY OWNERS: State of Califoryn-i�-� County of 6 4= On before personally appeared Mi IV AAI� — personally known to me ( prove o e on the basis of satisfactory evidence) to be f a persons) whose name(s) is/are subscribed to the within instrument and acknowledged to me that be/sbe/they executed the same in his+er/their authorized capacity(ies), and that by hisAw/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. w signature &� seal: CHRISTI A. CLARK A.P. # A40030-013 a MM. if 1318769 wa WNOTARY PUBLIC-CAUFORNIAa 7& rt' BUTTE COUNTY My Commission Expires AUG. 25, 2005 S L 2004-0031 833 AND WHEN RECORDED MAIL TO: Recorded I REC FEE 7.00 BUTTE COUNTY BUILDING DIVISION Official Records I CONFORM 1.00 7 COUNTY CENTER DRIVE County Of I OROVILLE, CA 95965 BUTTE I CANDACE J. GRUBBS I Recorder I ROSEMARY DICKSON I Assistant I Jason 12:46PM 27 -May -2004 'I Page 1 of 1 AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this.property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: Lo7 735 pAv-Aool Se- n 1 nl i s S U s 9) -4 i S 16i-4 LA M) l 1A #) f,A 06&-030--013 Date p PROPERTY OWNERS: State of Califoryn-i�-� County of 6 4= On before personally appeared Mi IV AAI� — personally known to me ( prove o e on the basis of satisfactory evidence) to be f a persons) whose name(s) is/are subscribed to the within instrument and acknowledged to me that be/sbe/they executed the same in his+er/their authorized capacity(ies), and that by hisAw/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. w signature &� seal: CHRISTI A. 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PERMIT NO. 066-030-013 01-2719 WARNER, LARRY & JILL 65o8 SHAW CIRCLE, MAGALIA NSF 3 BR OFF C OPY I Address I GAS /� �� Meter B p�eyL�1'l��� ELECTR Meter By Date tk_ SPECIAL CONDITIONS CHECKED Z BY FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER a 1 JOB FINALED (Date) 1� Signature ly e� t^ ' ,j e� 4 i t .t t y� ,t I r f OFF C OPY I Address I GAS /� �� Meter B p�eyL�1'l��� ELECTR Meter By Date tk_ SPECIAL CONDITIONS CHECKED Z BY FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER a 1 JOB FINALED (Date) 1� Signature J = OK 0 = Not OK = Not Applicable MOBILE HOMES • = Not Ready Date MOBILE HOME UTILITIES (Plans) OK except ti's 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support Sketch 3. Sewer; Location -Test -Fall -C/O -Concrete 4. Water; Location -Test -Easement Needed (Sketch) 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete 6. Gas; Location -Test -Wrap;-/ /" L'ft. / P Nat. or / /"L"ft./ PLPG 7. Well Clearance & Disconnect 8. Utility Clearance Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch 11. Cert. of Occupancy 12. Permanent Foundation Only; License Decal Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 MISCELLANEOUS Date DECKS, COVERS, CARPORTS GARAGES (Plans) OK except tt's 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts- Beams- Rftrs.-Connectors Shthg.-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except ft's 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes-Enclosures-Panelboards-Ins. to Main in Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Liaht Niche Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 V=OK 0 = Not OK - = Not Applicable • =Not Ready RESIDENTIAL (; Date yrrderfloor (Plans) OK except #'s 110101'zop,' g -Setbacks- Easements- Flood -Slope 4. t Main; Soils-Elec. Grnd.-/ r Ftg. Depth Ftg., Garage; Soils-Steel-Elec. Grnd.-/ r Ftg. Depth F!q, Porches & Decks; Soils -Steel-/ /" Ftg. Depth 01"SIpmwalls, Main; Steel-Blockouts-Wrapped Date Ste IIs, Garage; Steel-Blockouts-Wrapped Date owns and Special Anchors ` 8. Slab, Steel -Wrapped Piers -Fireplace Ftg.-Steel 14 10. D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test UF, Gas Pipe; Size Anchors - Yard Gas Piping; Size Test 11. Water Pipe; Test -Anchors -Regulator -Service Test 12. Electric Underground 13. Plenums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts-Joists-Vents-Crippies 15. Access & Ventilation 16. Insulation Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date P�BING (Permit) OK except #'s wo�ater Htr.; Vent -Access -Combustion Air Baffle 18. Water P!pg;-jast & Anchor -Nail Protection Test Fittings & Anchor -Nail Protection hoover est, First Floor -Tub Access 1. st Shower, Second Floor -Tub Access as Pipe; Sixe & Anchors Da 10 - Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date g1ftCTRICAL (Permit) OK except #'s Fi ure & Transformer Clearance -Ins. Protection Receptacles Spacing -Lights & Switches at Doors Si oxes & No. of Conductors Stapled Ro x Installed Close to Edge of Studs & C.J. EgyfliGround made up w/Mech Fasteners -Bond Gas & Water 2 Apptfa a Circuits in Kitchen & Conductor Size GFl Su d Wire Size / / ga. Cu or AI-A.C. Wire Size / / ga Cu or AI 3 ange Circle / / ga Cu or Al -Oven Circ. / / ga Cu or At I ated _Neutral ❑ Yes Q No S ice -R' er Conductors & Ground Main Disconnect E arances Panels-Motors-Mech. Equip. ,n,C1914es Closet Light -Shower Light -Spa Light moke Detector Dat `-" Card B-1 Date Card B-1 Date Card B0 Date Card B-1 Date KANICAL (Permit) OK except #'s ,Ducts Insulation & Support Ve V rltfFan, Exhaust above insulation n ensate Drain & Overflow, Size & Grade . F rnace-Vent Access -Comb. Air -Return Air Vent 115 outlet Attic Access & Platform if Furnace in Attic Date ` Card B•1 Date Card B-1 Date Card -1 Date Card B-1 Date FAMING (Permit) OK except #'s ie Xs oper Materials & Anchors IIs uds-Nailing Spacing & Brac•Plates ound Walls over Girders & Floor Nai mg ra Stop in Walls (rat proof) 4V F' a Stops, Furred Ceilings -Stairs -Chasers -Tubs 4sAeaders & Beams -Size & Bearing Tingle & Duplex) Date FRAMING (Continued) 46. Hangers -Post Caps -Anchors -Connectors li . Joist-Rftr. Ties-Purlin-Roll Brac.-Truss-Shting.-Rfng. Fi ace Ties or Type A Flue -Fireplace Throat Clearance Atti cess; Size & Romex Protection -Draft Stop -Ins. Baffles 0 dr . Windows or Exiting Doors -Sill Ht. & Dimensions ge Fire Protection Framing t2,19o'perty Line Firewall & Openings -4910"Ex oors-One 3'- heck Garage 3rd Story, 2 Exits irs; Width-bl adroom-Rise-Run-Landing-Fire Protection PI on Roof Overhang -Attic Vents -Rafter Outriggers ing-Nailing Veneer ir Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 58. Glazing Area -Glass Protection -Skylights -Plastic hear Walls; Nailing -Bolts 60. race Interior/Exterior Wall Panels 61. Insulation -Walls -Ceilings 6 . Infiltration -Walls -Windows Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s Ex teps-Door & Sidelight Protection -Landings 64,1MRke Detector %514.rnace Vents -clearance -Comb, Air-Connector- arage; Above Floor -Ducts -Mach. Protection godroom Exiting I. & Bath Fixtures & Tub Access -Spa c. Trim & Subpanel, Breaker Sizes & Labels gr Sjairs & Rails 111L�r"Firepjace or Stove, Clearance -Hearth I . Outlets at Wood Panel, Int. & Ext. 7 94ixt. & Appliance; Ground -Air Gap -Cooking Clearance Outlets & Receptacles at Kit. Counter rage Fire Door; Swing -Landing -Closure A. uct in Garage -Damper ,. . Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in rage; Above Floor-Mech. Protection 7 . PI , Elec. & Mech. Equip. Listed for Location aw"6_4"eceptacies in Garage (F.F.I.)-Romex Protection 7 Ir ation-Foam-Looked in Attic G�d Rails & Deck Construction -Post Caps Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth 911�ance Looked under Floor O Yes FoIUWing Instld./DJjue']� No/Walks 7 Yes D No/Planters 7 Yes 0 No 65"Stucco B n-Fi aA.7--AC. Unit Disconnect, Electrical -Plumbing 8 grits Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings ter Well, Disconnect, Electrical, Plumbing rior Elec. Trim, G.F.I. Receptacle -Underground Venvation Throughout House R9,11011,ogs Protection orrections from Previous Inspections 1. G s Test -Meters Tagged, Gas -Electric W,ger & Sewer Connected -C/O to Grade -HD Approval Enerav Compliance Certificate -Other Certificates Address Posted " Date Card B- Date Card B-1 Dat— a Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: COUNTY OF BUTTE P� BUILDING DIVISION _ - - DEPARTMENT OF DEVELOPMENT SERVICES 411,Main Street • Chico, CA * (530) 891-2751'- 7 County Center Drive • Oroville,-CA * (530) 538-7544---,w— CORRECTION NOTICE 6 4/I Lwe OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. Date REV 10/92 s NOTES lad ma °k- =� if 4 T m H RESIDENTIAL 0 t _;'7(q X,5 0$ Shad e,'vrGemetyi LA, 11 SPECIAL CONDITIONS 11 SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER JOB FINALED (Date) Signature CHECKED BY l V = OK 0 = Not OK - = Not Applicable MOBILE HOMES t = Not Ready Date MOBILE HOME UTILITIES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support Sketch 3. Sewer; Location -Test -Fall -C/O -Concrete 4. Water; Location -Test -Easement Needed (Sketch) 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete 6. Gas; Location -Test -Wrap;-/ /" L'R. / P Nat. or/ /"L"ft./ PLPG 7. Well Clearance & Disconnect 8. Utility Clearance Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch 11. Cert. of Occupancy 12. Permanent Foundation Only; License Decal Roof; Shthg-Roofing Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 MISCELLANEOUS Date DECKS, COVERa$, CARPORTS GARAGES (Plans) OK except #'s /)o 'ng Requirements -Setbacks -Easements 3. 4. "ootings; Soils -Size -Depth -Spacing -Connectors -Steel Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails Wood Awn.; Posts-Beams-Rftrs.-Connectors Shthg.-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip, w/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosures- Panelboards-Ins. to Main in Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 ./ = OK 0 = Not OK - = Not Applicable = Not React RESIDENTIAL (Single & Duplex) Date erfloor (Plans) OK except #'s n' -Setbacks-Easements-Flood-Slope ain; Soils-Elec. Grnd.-/ /" Ftg. Depth arage; Soils-Steel-Elec. Grnd.-/ P' Ftg. Depth Porches & Decks; Soils -Steel-/ P' Ftg. Depth m alls, Main; Steel-Blockouts- Wrapped Card B-1 Card B-1 mwalls, Garage; Sfeel- Blockouts-Wrapped Ducts Insulation & Support Hold Downs and Special Anchors 7. Slab, Steel -Wrapped 8. Piers -Fireplace Ftg.-Steel 9. D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 10. UF, Gas Pipe; Size Anchors - Yard Gas Piping; Size Test 11. Water Pipe; Test -Anchors -Regulator -Service Test 12. Electric Underground 13. Plenums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts-Joists-Vents-Crippies 15. Access & Ventilation 16. Insulation Date Card B-1 Date Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except #'s X17 ater Htr.; Vent -Access -Combustion Air Baffle at r Pipe; Test & Anchor -Nail Protection Kit. Fixt. & Appliance; Ground -Air Gap -Cooking Clearance W.V.; Test Fittings & Anchor -Nail Protection 20. Shpwer Pan; Test, First Floor -Tub Access jk<e & Shower, Second Floor -Tub Access 2to<Gas Pipe; Sixe & Anchors 75. A.C. Duct in Garage -Damper Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date EL TRICAL (Permit) OK except #'s �614-ture & Transformer Clearance -Ins. Protection 4 e Receptacles Spacing -Lights & Switches at Doors 5 iz oxes & No. of Conductors Stapled o nstalled Close to Edge of Studs & C.J. 7Ground made up w/Mech Fasteners -Bond Gas & Water 6 ance Circuits in Kitchen & Conductor Size GFI 2 bfeed Wire Size / / ga. Cu or AI-A.C. Wire Size / / ga Cu or At 3 . Range Circle/ / ga Cu or AI -Oven Circ. / / ga Cu or At ulated Neutral ❑ Yes ❑ No rvice-Riser Conductors & Ground Main Disconnect uip. Clearances Panels-Motors-Mech. Equip. 3 thes Closet Light -Shower Light -Spa Light Smoke Detector Date Date Date Card B-1 Date Card B-1 Date WECHANICAL (Permit) OK except #'s Card B-1 Card B-1 pgers-Post Caps -Anchors -Connectors Ducts Insulation & Support C' g. Joist-Rftr. Ties-Purlin-Raft Brac.-Truss-Shting.-Rfng. Date ent Fan, Exhaust above insulation FINAL (Plans) OK except #'s Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles densate Drain & Overflow, Size & Grade m. Windows or Exiting Doors -Sill Ht. & Dimensions 3 Furnace -Vent Access -Comb. Air -Return Air Vent 115 outlet 3. 39. Attic Access & Platform if Furnace in Attic 4. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 5. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers Bedroom Exiting Veneer 67. Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date_,FRAMING (Permit) OK except #'s 4V`SiI[,s,Proper Materials & Anchors 4f.,441M Studs -Nailing Spacing & Braces -Plates -Sound 4p. earing Walls over Girders & Floor Nailing 4 aft Stop in Walls (rat proof) 4V FiryStops, Furred Ceilings -Stairs -Chasers -Tubs 45. eaders & Beams -Size & Bearinq Date FRAMING (Continued) Card B-1 Date Card B-1 pgers-Post Caps -Anchors -Connectors C' g. Joist-Rftr. Ties-Purlin-Raft Brac.-Truss-Shting.-Rfng. Date Fireplace Ties or Type A Flue -Fireplace Throat Clearance FINAL (Plans) OK except #'s Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 0 m. Windows or Exiting Doors -Sill Ht. & Dimensions arage Fire Protection Framing Property Line Firewall & Openings 3. Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 4. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 5. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers Bedroom Exiting Veneer 67. cco Mesh -Drip Screed -Fd. Vents-Underfir. Access zing Area -Glass Protection -Skylights -Plastic ,t�,�ailing ear Walls; Nailing -Bolts Elec. Trim & Subpanel, Breaker Sizes & Labels erior/Exterior Wall Panels 69. ulation-Walls-Ceilings U. Infiltration -Walls -Windows Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 63. Ext. Steps -Door & Sidelight Protection -Landings 64. Smoke Detector 65. Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 66. Bedroom Exiting 67. G.F.I. & Bath Fixtures & Tub Access -Spa 68. Elec. Trim & Subpanel, Breaker Sizes & Labels 69. Stairs & Rails 70. Fireplace or Stove, Clearance -Hearth 71. Elec. Outlets at Wood Panel, Int. & Ext. 72. Kit. Fixt. & Appliance; Ground -Air Gap -Cooking Clearance 73. Elec. Outlets & Receptacles at Kit. Counter 74. Garage Fire Door; Swing -landing -Closure 75. A.C. Duct in Garage -Damper 76. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 77. Plb., Elec. & Mech. Equip. Listed for Location 78. Elec. Receptacles in Garage (F.F.I.)-Romex Protection 79. Insulation -Foam -Looked in Attic 80. Guard Rails & Deck Construction -Post Caps 81. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor O Yes 82. Following Insild./Drive J Yes J No/Walks J Yes J No/Planters J Yes D No 83. Stucco Brown -Finish 84. A.C. Unit Disconnect, Electrical -Plumbing 85. Vents Above Roof, Pibg-Appliance-Fireplace-Clearance to Openings 86. Water Well, Disconnect, Electrical, Plumbing 87. Exterior Elec. Trim, G.F.I. Receptacle -Underground 88. Ventilation Throughout House 89. Glass Protection 90. Corrections from Previous Inspections 91. Gas Test -Meters Tagged, Gas -Electric 92. Water & Sewer Connected -C/O to Grade -HD Approval 93. Energy Compliance Certificate -Other Certificates 94. Address Posted Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: -, (Rev. 12/96) COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT S'ERVICtS - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 APPLICATION AND pERMIT 01-2719 PERMIT NO. ASSESSOR PARCEL NUMBER 066-03-3-013 ZONING BUILDINGPERMIT OWNER LARRY & JILL W892-8008 TELEPHONE SO. FT. OCC. BUILDING VALUATION 172 21 054 93,474.00 . OWNERS MAILING ADDRESS 555 FLYING V. STE 3, CHICO eJ .00 @18 11;034.00 CONTRACTOR'S NAME TELEPHONE r� G C @13 3,198.00 CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER Fireplace A 1;500.00 LENDER'S MAILING ADDRESS Total Valuation $ 109 206.00 ARCHITECT OR ENGINEER LICENSE NO. Filen Fee $ 20.00 Permit Fee $674.50 4.50 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $x+38.45 BUIL.DINGAD RESS D Energy Plan Checking Fee $ 23.00 $ PERMIT FEE $ 1,155.95 LOT NO. 38 SUBDIVISIONS NAMEPARADISE PINES 1 PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 Each Trap 1 7.00 77.0 USEOFSTRUCTURE SF R] Duplex ❑ Mobilehome ❑ Other SPT 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 f] Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: NSF 3BR Gas piping system 1 - 5 outlets 15.00 5 00 Building sewer 15.00 Mobile Home I S I G I W 920.00 PERMIT FEE $ ELECTRICAL PERMIT Filing Fee 1 20.00 Main Service zo.OR LE 23.00 23.0' LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect.POWER License Class Lic. No. OWNER -BUILDER DECLARATION 1 hereby affirm under penalty of perjury that I am exempt from the Contractors License Law or the following reason: V I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed R the permit Is for work of a valuation of one hundred dollars ($100) or less.) 131 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwi comply with those provisions. X Date le12-3101 Sign re of Applicant - ❑ Owner ❑ Contractor ❑ Agent An SHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. Main Service TO LOOOA 46.00SO DWELLING NEW CONST. OWEWNG OCCUP. SO 82 C4 OR ADDNS. ( a ACC. BLDS. 3.50F v v NOPLg61D. MULTI.OLmET @7.50 APLmFTPARATUS 8 SINGLE OC, R. j 20 @''00 EX. OCCU OUTLET OR FIXTURES �` 00 Ex. Occup. oimEE R6ID.OEA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ 125.04 MECHANICAL PERMIT Filing Fee 20.00 Heating 15.00 Cooling 20.00 Hood 6.50 6.50 Ventilation 1 4.50 4.5 PERMIT FET: $ Mobile Home Installation Fee $ Energy Inspection Fee $ 46.00 OCC R3/U CONST. TYPE 1 549.99 TOTAL FEE $ HAZ. D. FE IMP X FLOOD CDF PARCEL pD HD ssU This permit is hereby issued under of the Butte County Code and/or indicated above for which fees have �% /� By 'Jr✓ PERMIT EXPIRES ON the applicable provisions Resolutions to do work been paid. Q Da�-?�! (Para) Receipt No. 332091/$541.45 WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT I TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance E.H. USE ONLY Plot Plan Attoe"d Root Ran Aft4phe Sento B.O. ,fir .30 ,Wc� C� :1 • a& -C23 v -013 Owner Location AP# Plan Approved for: Sewage Disposal 4' Water Supply: Public aX Private Well Clearance for '3 b dwelling. Other W/ kern t 4g( 6 J '�Du�c�e _,aw�4� final for: deh;L, co, Final clearance O.K. for: (VOTE: Environmental Health Specialist Date 8/96 'e:..i.:.� 1�;.�i�i*'t'�►�.:�yv�:.s3+.a•-+�Stik.��...f,rti a�.:r-.*•�"�-}�,+�-:f COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVWES -BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 PERMIT APPLICATION DATA SHEET OWNER: ���I�'L/`- , v���` / ASSESSOR PARCEL UMBER: �(�� 7a- t/ Proposed Building Use: I Building Inspector: Date: "G 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................................................................... ❑ 4. Engineered plans and calculations, 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. / zardous Material Form.................................................................................................................... Manufacture Home Data a d Installation Instructions includi Tie Down peci icat�or},s.............. rl ees of $ �� r ci..Ttt 3.3 `i _3�....n.� o .o....VV..VV.......mpact Fees as shown on the attached schedule. -� ��-�`6` {' c(....U...... ........................alifornia Department of Forestry Plan Approval/Fees.................................................................... Ll3. Flood Elevation Certtftcate....................U............................................................................................ TO - C Sanitation and Plot Plan Approval �/�%6 Environmental Health Department..........J��/►'I 15. City of Chico Plumbing Permit............................................................................................................ ❑ 16. Plot Plan and Business License Approval from the City of Biggs ....................................................... ❑ 17. Planning Approval for (A) Use: O K (B) Parking: .......... io'1-L- 0 1- 1:;L118/. Contact Land Development about ❑ Improvements, ❑ Drainagegal Parcel ........................... W. Encroachment Permit for Driveway (construction approval prior to occupancy)..,J.?frw/,J /.............. 9 20. Pre -Inspection for required. Request to Building Inspector (Date) ❑ 21. Contractor's License Information (Number, Name Style, Classification) ........................................... ❑ 22. Workers' Compensation carrier and policy number.............................................................................. ❑ 23. Owner -Builder Verification (❑ Given to Owner, ❑ Mailed to Owner) ............................................. Ktter of Signature Authorization........................................................................"................................ corded Copy of Agricultural Acknowledgment Statement......1!.yq.(a/.61....L ......................... tter of Intent on Building Use/Detached Accessory Building Form ................................................ ❑ 27. Manufactured Home Utility Clearance................................................................................................ ❑ 28. Existing violations and/or expired permits.......................................................................................... ❑ 29. ❑ 433 A, ❑ Grant Deed, ❑ M.H. Title, ❑ Check to H.C.D. $ .....:............... ❑ 30. Other .................... Whe you issue the permit process as follows: ❑ Mail to Owner, ❑ Mail to Contractor. elephone GU 'R' and hold for pickup at office. ❑ Deliver with Inspector., Applicant: Date: O Z3 Copy of Haz-Mat form sent ❑ Health Department, ❑ Fire Department, ❑ A' ollution Date: By: Copy of Plans sent ❑ Health Department, ❑ Fire Department, L)IN9' A I ate: By: a 1. Index permit Application for the above items numbered: t lan Check List 2. Additional items required: Contractor, designer, owner, was advised of the above required data by: ❑ phone, &mail, ❑ Building Division counter, By: - Date: Contractor, designer, owner, was advised of the above required data by: ❑ phone, ❑ mail, ❑ Building Division counter, By: Date: Contractor, designer, owner, was advised of the above required data by: ❑ phone, ❑ mail, ❑ Building Division counter, By Contractor, designer, owner, was advised of the above require data by: ❑ phone, ❑ mail, ❑ Building Division counter Plans reviewed by: r�G Date: Plans reviewed by: Sets of plans on hold in ❑ Plan Cabinet, ❑ A.P. folder. Note transfer by: Yellow Copy - Department of Development Services - Building Division By — Date: — Date: Date: — Date: r COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 %� SCHEDULE OF FEES DUE OWNER k/ &A . �Q& 4 PROPOSED BUILDING USE sr= 1. BUILDING PERMIT FEES --Balance Due ........................................................ $ / n, --Additional Fees Due ............................................ $ --Additional Fees Due ............................................ $ --Revised Plan Checking Fee ................................. $ 2. SCHOOL DISTRICT FEES aid at District Office) 3. SHERIFF FEES (paid at Building Division) Residential ....................................'— x$360.00=$ Units Commercial (sq. ft.) ...................... x $0.03 = $ Sq. ft. 4. URBAN AREA FEES Residential ............................ x = $ # Units Amt. Commercial (Sq. ft.) ............. x = $ Sq. ft. Amt. 5. RECREATION DISTRICT FEES 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) ( 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 A. P. # 6 �/ `OZ3 DATE v —� RECEIPT # DATE REC. �0910:A3-6' 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 Id IF-ile Pursuant to G ernment Code Section 66020, you are hereby notified that items 2, 3, 4, 5, 6, 7, 8, 9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original - Building Div. 2nd Copy - Applicant 3rd Copy - Owner — (Rev. 6/00) •.;:+:.T"rlt'g'"..}.�1''f�i/""j `7'v�1'vGh T.7f4:17 ^tf i�. COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 ,� SCHEDULE OF FEES DUE OWNER vy r " Y'�L� Z1 e /I� PROPOSED BUILDING USE 1. BUILDING PERMIT FEES --Balance Due ........................................................ $ an, --Additional Fees Due ............................................ $ A.P. # 4W 9 f 91" /^� C/ DATE - 10 TO RECEIPT # DATE REC. --Additional. Fees Due ............................................ $ -=Revised Plan Checking Fee........ fJ.......�..../.�.,.�.. $ v 2. SCHOOL DISTRICT FEES (paid at District OT -ice) 3. SHERIFF FEES aid at Building Division Residential .................................... x$360.00=$ 0 Units 9. CSA.87 TRAFFIC FEE $2500.00 (paid at Building Division) I zoo 33M91 /0 11�t- 10. OTHER �� y/ �F4 F . 1.1 . j,` py,. At time of permit application, I was advised the above fees are required to b' paid,pr or"t"' o isst�anc,e of the building permit. These fees. may be changed during the plan checking process. APPLICANT DATE Pursuant to Go ernment Code Section 66020, you are hereby notified that items 2, 3, 4, 5, 6, 7, 8, 9, and 10 above may have been imposed on your project. You have 90 days from the date of approval'of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original - Building Div. 2nd Copy - Applicant 3rd Copy - Owner (Rev. 6/00) Commercial (sq. ft.) ...................... x $0.03 = $ Sq. ft. 4. URBAN AREA FEES Residential ............................ x # Units Amt. v Commercial (Sq. ft.) ............. x =$ Sq. ft. Amt. 5. CL_ -6. RECREATION DISTRICT FEES THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) __L/_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) I zoo 33M91 /0 11�t- 10. OTHER �� y/ �F4 F . 1.1 . j,` py,. At time of permit application, I was advised the above fees are required to b' paid,pr or"t"' o isst�anc,e of the building permit. These fees. may be changed during the plan checking process. APPLICANT DATE Pursuant to Go ernment Code Section 66020, you are hereby notified that items 2, 3, 4, 5, 6, 7, 8, 9, and 10 above may have been imposed on your project. You have 90 days from the date of approval'of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original - Building Div. 2nd Copy - Applicant 3rd Copy - Owner (Rev. 6/00) . ��_. P� �. �� 3 L � 1%�..j••'l.i, ., iii. N�.Y .I���` � . M ".r. �i ''r '�Ys i�f'���f/.{.. ..`... t • • ��.Y.`Y r �.i . r r . �' �. s ..R Y .l i'. , e BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (eP ` (One form per Building) School District W y`^ ew Building Department No. A.P. Number �� r'J3O - 0 1 Jurisdiction: City Property Owner L Q r r u J i t\ a v h.e Property Location/Address Subdivision County Lot No. 5 Residential Development m .................................................................................................................. Sq. Footage No of Living Mobile Home Addition/ 'Supplemental to (Group R) Units Installation Conversion Permit # •N 0 foundation ns tion . ( f P� ). Commercial/Industrial Tl 0 �`t �` �` ..: t' (( i Sq'Footage New Addition (Including Exterior Roofed Areas) 1l 1 01 Building Department Representative Date �t (moor mans reviewed by bcnooi uistnct ,e_ XSchool District certifies that V .. (Street Address) (City) ;has complied with the requirements of Resolution No. �- representing / square feet. School District Representative Paid by Check # / (State) Remarks: . . AJ- + (Applicant)" (Phone Number) 2J (Zip Code) by payment of $ ✓lJ r 2926 $ FULL MITIGATION $ Date Notice: You may protest the imposition of the fees identified above by submitting a written protest to the District, in compliance with Government Code Section 66020(a), within 90 days from the date' fees are paid. Failure to submit a timely written protest will prohibit you from challenging the imposition of the fees in any court action. If, subsequent to the School District Representative signing this Butte County Schools.lmpact 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 (10/98)dmm AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95955 ..... � IIII III III I IIII I III I III II III I IIIII Recorded Official Records County BUTTE f CANDACE J. GRUBBS Recorder ROSEMARY DICKSON Assistant 10:42AM 26 -Dec -2001 r� , I REC FEE 7,00 I COPIES 1,00 I I i I Myles I Page l of i AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT i FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The P 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: Lo'f 5 35 Ars 34oWnl Moro F1.^rr1 TL *-V C o-J--rTr:k-r c L04 4s s7s+-r� UAJI? MO. (" . orFi c.w_ oa= , TH£. c aa,,rr-r 9 -rat troe4 or b� we. z waxy GAMGu44N#4 I da 9ILO-T r% M13" IN F!p-00%< 3b df- r1Ap5/ PA-e,Cs v7J 5 5 9 ,�,..✓� o . AhN 06,6-o3o- o13 -boa Date i s/,, l/, a-�r�/ PRO PERT WNERS: • � r � i r State of Californi County of i3y f-1 On before me, peft6naHy appeared aye eetrally hmewn-to me (or proved to me`otri the basis of satisfactory evidence) to be the persons) whose name(s) .19/are subscribed to the within instrument and acknowledged to me that behhe/they executed the same in hisiber/their author'ezed capacity(ies), and that by his&er/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the persons) acted, executed the instrument. WITNESSm ban t '� Signature Seal: r TYLER! D. BAKER A.P. # POSd1Nl. 01285437 "� earaar• c 8V TE couNnr Caron. Esp, iaay. 25 2004 PLAN REVIEW RESPONSE FORM It! order to expedite the review of your plans,please complete the following information and return this form with your r mbmittaL If this form is not complete, as to all correction items, we will not be able to accept your re -submittal for review. There must be a valid response to every item requested in our plan correction letter. "By others" is not considered a valid response.- please indicate your response to each item and the location where the information can be found on the pWWcalcs. ATTACH THIS FORM TO A COPY OF YOUR PLAN REVIEW LETTER AND RETURN WITH REVISED AND ORIGINAL pLANS. OWNERS NAME _-._.... - - . _ ... _ ..._. _..._ DATE: _:::. Y • . :...:... _ . WAMI� 11.2-610 ASSESSORS PARCEL NUMBER PERMIT NUMBER 0(0 030 - U13 0 (- 2 19 ;ESPONSE FOR PLAN CHECK LETTER DATED: �I CJ� • Zi I y GCS PLAN CHECK ITEM # MON - T�t-r1 I' Srcljc,n �t _ RESPONSE BY: - if 2)2,--f 1,..04/x(. LOCATION ON PLANS/CALCS: _ .... . COMMENTS: �o-01 PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: OL -Ldp✓ 01-JO1 y2 5T -f F,fLl�7 JIL e- C,1-4 r,-2. PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: UJ ��-- OL -Ldp✓ 01-JO1 y2 5T -f F,fLl�7 JIL e- C,1-4 r,-2. PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: RESPONSE FOR PLAN CHECK LETTER DATED: PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: IPLAN CHECK ITEM # IRESPONSE BY: I LOCATION ON PLANS/CALCS: IPLAN CHECK ITEM # RESPONSE BY: ILOCATION ON PLANS/CALCS: • AEC GK't)u'r AKCHITE.CTUKE. + E-NGINE.E.RING + CONSULTING November 28, 2001 Butte County Building Div. Martha Christy Philo Hunt RE: APN 066-030-013 Permit No. 01-2719 Please is our response to the plan check comments. Our numbers correlate to the plan check comments. NON STRUCTURAL We did show the mechanical unit on sheet M1-1. The FAU is located in the attic. We have also shown it on the roof plan sheet S1-3. See the attached updated truss calc's that shows the mechanical loads on truss E-4, E-5 & E-10."-4 /2' Revised truss E-7 & E-8 to reflect the actual 36' span. E F� �Vl Attached is a revised title 24 package. Please note that fins are any fixed element that would provide shading on the window. Such items as house/garage walls that run perpendicular to the window can serve as a fin. The fins we used are these type of fins and are set the appropriate distance from the window edge.. Also we have added a note on sheet S1-2 for Tyvek or equal house wrap. ,,4- We have added Cultured Stone standard installation details on sheet A3-1. STRUCTURAL 1. We have revised beam/header on rear porch and called out for Simpson LPC6 (for uplift) at girder truss F-1 to beam on roof plan sheet S 1-3. 2. Revised beam call out at rear porch on sheet Sl -2 and S1-3. Also attached are two revised set of plan. LARRY J. WARNER AIA C51 555 PLYING V.5TE.5,CfiICO.CA95928 P-530-892-0392 V-530-892-8008 WWWAECGROUE.COM E MAIL INPO@AE.CGROUF.COM Cultured Stone® Details over Wood Framing Installation Details wsTAl 1 .cnoN SCALE j'-1' INSTALLATION OVER SHEATHING � Sr ALE AS NarFD SHEATHING 1VEA I-10 K}SISIANI' UARRIER LATH MOKI'A R SEITiNG RED CUCIURED SI ONF. G MORI'ARIOM- ?S SI UU WALL INSUL.\'rION IIVHERF OCCURS) FINISI I PER SCHU)UI_F. CULI'UIIFASIONE G PRODUCI'NUMHEH RIGID I K)N PAPER RACKED LAI 1-1 SCRAXI I COA I' MOR I AH SMI NO RED M'L'1'UREI) SI'ONE c MORVAH JOINT 7a SI'UD IVALL 1\ UI.A11ON (WI JERE OCCURS) 11NI511 PGR SCFIEDI: LL KALI: •-I' i'UI.IL'KEDSTONE PRODUCr NUMBER r --INSTALLATION OVER RIGID INSULATION �__ -A-, ASSNNO-I ED PAPER IMCK1i 11- 111 SCKA ICH COAT \IOR'1 AR SETTING HED CUL Il'RFD S"I'ONE C MORTARJOI\1 ZX SPUD 1VAI.1. INSULATION I%VI IERI; OCC):ILMI FINISIi PF.R SCHEDULE SCA .=1.L� CULTURIMSI'ONE G PRODUCT . CUMBER INSTALLATION OVER OPEN STUD FRAMING SCAB. AS NOI'EU SEE SPECIFICATIONS SECTION 04730 FOR APFUCATJON REQUIREMWN OF CULTURED STONEcPRODUCTS CSD -2 . r...r.. ro...• Jnr 1 • r I ; r , i . YE— ATJV! ii ,71;)!51 k:1 /r,; /.Q11'fJ„1A7c`1(�' �rl•l�t7-�J1 tdA.v j �;.%.iC.; .il"'t Qi? 1r %7'tG SI�V�J s�Ui i•A.J.ih"f r'',�11' � . ,�•Zry�-tA �' •-r�,, ,T.Z-.z ,A^ t :�..• ,.�c�t r 7 s��-7� �� . '{.r• � ,r,} . ! p+.��r. � � f"+",�.✓j'•'�C�"'ej". �'��a { .�� � + �{ yc �* 'yR£l dl rai.` .�' , f ,.���, �' C �f`�,y"'+! f ?�r y/. T• �����"'a, +Y'E"',t�,r�" .�z�rEi"�•e�;9 ••� I ,�{�'+� y1 nix.a ` �x� 2r � ` ..'7 r t r � �,t •�i'q�A74�t..` d•i�• ,c �' F _ +,�j ' �-., '''+ Y"'t '!�' j ]}cam � ,�+•7-. is ""'�' l S � � ``. !�' r , +'!t i.y '�' �r x `x !�''� :� r a Y. .r� S, •t +r. ,�. �-jR. u U ��x ''t� 5. �{r-,'=.y�',tf F�• �l..:-�lii ,rr.......a .t::..� C _...r._.ti.Y a.. » �'ifr~ }_....i• .�,.. a... ..'Y __.-.. �-Zfi.::.:.�. .... M' •�`�.r+L ^�/L � Y � �' .1�•�C.R. `.= b'�-. � . November 26, 2001 Larry and Jill Warner 555 Flying V, Suite 3 Chico, CA 95928 Department of Development Services P Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Assessor Parcel Number: 066-030-013 Building Permit Number: 01-2719 This office reviewed building plans for the permit application referenced above. The plan examiner's comments are listed in PART - I below. Please respond in writing to each comment in PART - I by completing and returning the enclosed PLAN REVIEW RESPONSE FORM. Indicate which detail, specification, or calculation shows the requested information. Additional response information is included on the response form. Your complete and clear response will expedite the re -check and approval of this project. PART — I Provide additional information and/or make revisions to plans, specifications and calculations as follows: NON-STRUCTURAL COMMENTS: Provide location of HVAC unit. If located in the attic, please have truss sized for loads. �Y Truss E8 has a 36 -foot span on the plans, not 42 as noted in the truss calcs. �! Housewrap is required per your energy calculations and must be noted on the plans. Please put specific requirements for the housewrap directly on the plans. The energy manual has specific details. Please check the use of "fins" as specific, permanent attachments to shade /individual windows, only model when appropriate. 41 Please detail attachment of stone veneer. STRUCTURAL COMMENTS: 1. Provide F1 girder truss connection that is adequate to resist the 3026 lb. uplift at the covered porch. ol -77 ZD 2. The rear covered porch beam sizes on the floor plans do not match the roof plan. Please clarify. PART - II The items identified below must be submitted prior to permit issuance. These items were noted at time of permit application on the PERMIT APPLICATION DATA SHEET. Pay Balance of Building Permit fees in the amount of $1008.54 1 of 2 0 2. Impact fees: 2.1. Complete and return the Butte County School Impact fee certification form. 2.2. Sheriff fees = $360.00. . 3. Sanitation and plot plan approval is required from the Butte County Environmental Health Department. 4. Obtain Encroachment Permit for Driveway from Butte County Public Works Department. 5. Submit a Recorded copy of your Agricultural Acknowledgement Statement. If you wish to discuss any non-structural requirements in PART - I, you may contact the Plans Examiner at (530) 538-7541 between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. Structural questions should be directed to the Plan Check Engineer. The attached PLAN REVIEW RESPONSE FORM must accompany corrected items. Sincerely, Martha Christy Philo Hunt, P.E. Plans Examiner Plan Check Engineer 2 of 2 At'!LICANT: OWNER: PERMIT 1: A. P. h no 030 -01 3 WORK DESCRIPTION: DATE pFc['R TION OF STEL I - IS , p �� �� /�-�-e- •�D �1M l,� t 22L l2 0 0 l pc/► S�er� -'��- en- '� (aha � t J240.0 0 RESIDENTIAL PLAN REVIEW GUIDE SINGLE FAMILY, DUPLEX AND MISCELLANEOUS ONLY Owner: lCCh1U tQCV\�1 Building Permit Number: Plans Examiner: Martha Christy A. P. Number: 0(0 Co —030 —01 `�t> GENERAL: Zoning requirements — (number of permitted living units). Plans signed by the designer. �! Proper description of work on the application. Existing violations on the property. Recorded notice of violation. fir Building permit valuation. PLOT PLAN: ,% Complete parcel size and dimensions. 2� Setbacks, side vard, easements, etc. Other buildings or structures. Grading, fills and/or drainage. Flood hazard. Special conditions on P cel Map: Noise ❑ SRA Fire Sprinklers ❑ Water Tender ❑ Traffic and Drainage fees ❑ Federal Aid Route and/or Federal Aid Secondary Route setback requirement. Building or utilities across lot lines (Lot merger approval by Butte County Land Development.) F OOR PLAN: / Plans and specifications drawn to scale with dimensions and of sufficient clarity (UBC section 106.3.3). /7 10% of natural light and 5% of ventilation (Uniform Building Cooe section 1203). Escape or rescue windows shall have a minimum net clear openable area of 5.7 square feet. The minimum net clear openable height dimension shall be 24". The minimum net clear openable width dimension shall be 20". When windows are provided as a means of escape or rescue, they shall have a finished sill height not more than 44" above the floor (Uniform Building Code section 310.4). Skylights (Uniform Building Code section 2409 & 2603.7). Blazing in Hazardous locations (Uniform Building Code section 2406). Habitable space shall have a ceiling height of not less than 7 feet 6 inches except as otherwise permitted in this section. Kitchens, halls, bathrooms and toilet compartments may have a ceiling height of not less than 7 feet measured to the lowest projection from the ceiling (Uniform Building Code section 310.6.1). All habitable rooms except kitchens shall have an area of not less than 70 square feet and not less than 7 feet in any dimension (Uniform Building Code section 310.6.2 & 310.6.3). GFCI in baths, garage, kitchen, wet bar, and exterior receptacles (NEC 210). Water heaters which depend on the combustion of fuel shall not be installed in a room used or designed to be used for sleeping purposes, bathroom, clothes closets or in a closet or other confined space opening into a bath or bedroom (Uniform Plumbing Code section 509.0). (LO -)-Fuel burning equipment shall not be installed in a closet, bathroom or a room readily usable as a bedroom, or in a room, compartment or alcove opening directly into any of these (Uniform Mechanical Code section 304.5). Garage firewall separation - required on garage side including supporting walls and posts (Uniform Building Code section 302.4 exception #3). Under no circumstances shall a private garage have any opening into a room used for sleeping purposes (Uniform Building Code section 312.4). )3' Wood stove location - Alcove — UMC section 205 confined space & 223 unconfined space & 304.2): y�Smoke detectors (Uniform Building Code section 310.9.1). . Page 1 of 2 ,lWater closet clearances (Uniform Plumbing Code 408:5). ,k6' Shower compartment minimum 1024 sq: in. & 30" circle (Uniform Plumbing Code 412.7). .Bearing walls" shall be supported on masonry or concrete foundations that shall be of sufficient size to support all loads (Uniform Building Code section 1806.3). STRUCTURAL DETAILS: 1. Braced'wall panels shall start at not more than _8 feet from each end of a braced wall line. Braced wall panels must be m line or offset from each other by not more than 4 feet (UBC section 2320.11.3). Spacing shall not exceed34 feet on center in both the longitudinal and transverse directions (UBC section 2320.4.1.) Braced wall lines must be continuous throughout the-'structure. 2�A California licensed architect or registered engineer must prepare a lateral analysis for the areas of the building . that do "not comply with the Uniform Building Code. This must include the designer's "wet" stamp, signature, registration number and'expiration date on all sheets of plans depicting the designed elements and cover sheets of calculations. /3'.' Clerestory requiring balloon framing"and/or engineering. 4. Foundation plans complete enough to construct building (Uniform Building Code Table 184-C). 5. Floor constriction details complete enough to construct building. 6 Elevations-and mall construction details complete enough to construct building. Roof construction details complete enough to construct building. K. Fireplace construction details and calculations if necessary. Garage door header size(s):- 0. Porch header size(s). �+U_ccv 11. Typical header size(s).,�a-e t t�YC 12. Stud heights. 13: High expansive soil - special foundation design required. 14. Retaining walls requiring design 15. ypsum wallboard nailing inspection required. If the area below the lowest floor is fully enclosed, than a minimum of two openings are required with a total net area of at least one square inch for everysquare foot of area enclosed with the bottom of the openings no more than one foot above grade. Alternatively, certification may be provided by a registered professional engineer or architect that the design will allow equalization of hydrostatic flood forces on exterior walls. Building must be designed and anchored to prevent floatation, collapse or lateral movement. Construction / design requirements must be shown on the building plans. ,Y7 Electric, heating, ventilation, plumbing and air conditioning equipment and other service facilities shall be designed and/or located so as to prevent water from entering or accumulating with the components during conditions of flooding. MISCELLANEOUS ITEMS: '.Stairway details = landings, rise and run, head clearance, handrails (Uniform Building Code section 1003). Guardrails (Uniform Building Code section 509). 3 Brick or stone veneer (Uniform Building Code section 1403). 4`. Exterior plaster = weep screeds (Uniform Building Code section 2506.5). 4-n c 0 (f C,(/" Roof pitch for roof covering (Uniform Building Code Table 15-B-1& 2, 15-D-1 & 2). f ' Foam insulation -.protection. �,te d0 l Mk,�*tdov 36" halls and stairways (Uniform Building Code section 1004.3.3.2). Two exits on three - story dwellings. (Uniform Building Code section 1004.2.3.2). IX Underfloor access and ventilation (Uniform Building Code section 2306.3 & 2306.7). ') Attic access and ventilation (Uniform Building Code section 1505). `i1' So find "requirements. ' qEnergy design compliance and supporting documentation. CDF responsible area requirements: BUILDPERMIT REQUIREMENTS: 1. SRA. 2. ❑ , Flood elevation certificate. 3. ❑ Fire Sprinklers required. 4. ❑ Special Inspection requirements. 5. ❑ Use Permit conditions. " 6. ❑ Sub-Standard Housing letter. Page 2 of 2 Oct -22-01 01:46P P.01 • - COUNTY OF BUTTE SPARTMENT OF DEVELOPMENT' SER'�ES - BUILDING DIVISION ocr 31 2001 7 County Center rive III Oroville, California 95965 •Telephone (530) 538-7541 (Rev !2/961 APPLICATION AND PERMITyl a 7 jM'� NO yflffOrIIMCQ 14l1�01 ZOARrO d C713 BUILDING PERMIT OwM[A rsiE/IwNE L�►'L�Y !, \ l ` w 2.v� SO. FT. OCC. BUILDING VALUATION owNO 'S . AA r*P ADONIS / •'] '7 , 5S5 }= LY y17K- 3 conn" 10r1 / NAAtt CpNTW 047 mm" ADOmms Cole rAucrlON LANDem U0 0FA S UNUNO AOOK/s AAC-rr[cr 0I1 [NoiN[OI t.Aa4-( J . �. IL , a 1 o AACMl� 5 5' LADONIS YIN / � BUI DNO AoOA[SS `1 S I ( 3 C+s7, CA Fireplace Total Valuation x[Ns[ No. Filina Fee 64 Permit Fee I'� 1 �� Plan Checkina F Energy Plan Chi ,at NO /�eoWsoNsrwe .Allc[l Ise 3 ^A -7i -S USEOFSTRUCTURE SF 'P, Duplex O Mobllehome O Other / IY TYPE OF WORK New 'q Addition O Remodel ❑ L%%es O kutebtion O Other O Describe Work: _ % 3 1 n � S P--2— 2, *POWIT FEE PAM SRA . SHERIFF OTHER AMOUNT RECEIVED •RECEu'r PIIJAAm 0 � / " TO 0! PVI' INTp cpM1"Jim i Fee PERMIT BING PERMIT = 20.00 = j til i Filing fee 20.00 Each Trap 7.00 Solar or heat um water heater 23.00 Water piping 15.00 Each cas water heater or vent 15100 Gas piping system 1 • 5 oudote 15.00 Building sewer 15.00 Mobile Home S G W @20.00 PERMIT FEE I f ELECTRICAL PERMIT Filing Fee 20.00 Main Service •00V °" lEf/ SAL lose oA INS 23.00 Main Service if sow to IOWA 411.00 COIe / Ownim OccV►. wI AooNf.. ACC. an/. ) 3.5a:,° Cil G Ex. Occup. OunEr o/ /SRUAO So el ,." Ex. °ccuT1 r0I[0 APP INS. 04 SAL ovnEr310. a 5.00 Temporary Service 2 3. 00 Mobile Home Facilides 20.00 Mise. Wirin 23.00 PERMIT FEE 1 _ MECHANICAL PERMIT Filing Fee 1 20.00 Heetlno nw0 E.SO 1 (;'56 Venlilatlon V. SO I i, c// PERMIT FEE f � , Mobile Home Installation Fee i Energy Inspection Fee 146, cd TOTAL FEES � c � NAz. o. Rem 'up cos I.ae PO.o asu! This permit Is hereby Issued under the applicable provisions of the Butte County Code and/or Resolutions to do work Indicated above for which fees have been paid. By Date PERMIT EXPIRES ON �. t. . 90-4202112113 2 7 7. 9o-azo LARRY J WARNER AIA t OZ �, JILL M WARNER � DAA 6210 KILGO ; MAGALIA, CA 95954 i �) PAY 'f qq seu.. TO THE 2 DOLLAR O;�TTE DER OF Q�+ � 3 / BU5 EROMM UNITY BANK CA 95954-' MAGAl1A, FOR 664 - 2c -vat 9 781i' 32??/ . .. 2Lit.202So: 0300LLL 9 Q�6 036 O/3 7�O &a&-636 -0/ri INTER -DEPARTMENTAL MEMORANDUM TO: BUILDING DIVISION, OROVILLE FROM: � ENVIR. HEALTH, CIECO DATE: Z, RELEASE ENV. HEALTH HOLD ON BUILDING FINAL FOR: OWNER NAME: G. �tiy► SEPTIC: �_ WELL: AP#: 030 - 013 ADDRESS/LOCATION: Comments: GUmemos/relewchold nio Ow-ANEWR .. THIS Is FIBER : GLASs `-BLOWING WOOL `INSULATION FTC .FACT SHEET CLIMATE PROTM BLOWING WOOL INSULATION Bag Weight 25 lbs. Nominal (Minimum Net Weight of Insulation in this Package is 23 lbs.) R -VALUE MINIMUM THICKNESS BAGS PER 1000 SO. Fr. MAXIMUM NET COVERAGE MINIMUM WEIGHT PER SQ. Fr. To obtain.an Installed The number of bags Contents of The weight per insulation insulation per 1000 sq. ft. of this bag should sq. fl. of installed resistance should not net area should not not cover insulation should (R) of be less than: be less than: more than: not be less than: 11 5% in: 7.0 142 sq. ft. 0.176 lbs. 19 8% in. 12.5 79.9 sq. ft. 0.313 lbs. 22 10 in. 14.6 68.4 sq. ft. 0.365 lbs. 26 11:4 in. 17.2 58.0 sq. ft. 0.431 lbs. 30 13 in. 20.0 50.0 sq. ft. 0.500 lbs. 38 16% in. 26.3 38 ;0',sq, ft. 0.659 lbs. 44 18% in.. 30.5 32.8 sq. ft. 0:763 lbs. 50 2034 in. 35.5 28.2 sq. ft. 0.886 lbs. 60 23% in. 43.0 23.2 sq. ft. 1.076 lbs. Read This Before You Buy What You Should Know About R Values. The chart shows the -R-value of this insulation. "R" means resistance to heat flow. The higher. the R -value, the greater the insulation power. Compare insulation R -values before you buy. There are other factors to consider. The amount of insulation you need depends mainly on the climate you live in. Also, your fuel savings from insulation will depend upon the climate, the type and size of your house, the amount of insulation already in your house, and your fuel use patterns and family size. If you buy too much insulation, it will cost you more than what you'll save on fuel. To get the marked R value, it is essential that this insulation be installed properly with pneumatic equipment. 0 BIC -194 7197 0 1997 Johns Manville Corponnion 0 SAW Johns Manville Johns Manville Corporation Insulation Group P.C: 'Box 5108 Denver, CO 80217-5108 Internet: http://wWw.jM.COM pw�l* i$23 CLIMATE PRO@ FIBER GLAss BLOWING WOOL Your home has been professionally insulated to provide a guaranteed thermal resistance. HOMEOWNER'S NAME V. n ADDRESS CITY 't ' `� STATE ZIP RECORD OF INSTALLATION BLOWING WOOL NEW CONSTRUCTION IF RETROFIT: ❑ RETROFIT DEPTH OF PREVIOUS 14g INSULATION NUMBER OF BAGS USED INCHES i (,,Q P AREA INSULATED `(` O ESTIMATED R -VALUE OF SQ. Fr. PREVIOUS INSULATION t THICKNESS OF INSULATION 1 TYPE (S) OF PREVIOUS INCHES INSULATION IN ATTIC R -VALUE OF INSULATION 3`9 this bag should sq. fl. of installed BATTS AND ROLLS RNALUE THICKNESS AREA INSULATED CEILINGS -59. k .Z IN. 12-'B SQ. FT IN. SQ. FF. p WALLS ` ` S S IN. t SQ. FT. IN. SQ. FT. FLOORS IN. SQ. FT. IN. SQ. FT. CLIMATE PRO. BAG WEIGHT - 25 I.B. NOMINAL R -VALUE MINIMUM THICKNESS BAGS PER 1000 SQ. FT. MAXIMUM NET COVERAGE MINIMUM WEIGHT PER SQ. FT. To obtain an Installed The number of bags Contents of The weight per insulation insulation per 1000 sq. ft. of this bag should sq. fl. of installed resistance should not net area should not not cover insulation should (R) of: be less than: I be less than: ;f more than: not be less than: 11 5Y. in. 7.0 142 sq. ft. 0.176 Ibs. 19 8% in. 12.5 79.9 sq. ft. 0.313 Ibs. 22 10 in. 14.6 68.4 sq. ft. 0.365 lbs. 26 11/z in. 17.2 58.0 sq. ft. 0.431 lbs. 30 13 in. 20.0 �; 50.0 sq. ft. 0.500 lbs. 38 16% in. 26.3 38.0 sq. ft. 0.659 Ibs. 44 18% in. 30.5 32.8 sq. ft. 0.763 Ibs. 50 2034 in. 35.5 , 28.2 sq. ft. 0.886 Ibs. 60 23% in. 43.0 23.2 sq. ft. 1.076 Ibs. INSULATION \CONTRACTOR SIGNATURE Ir�)O1/V� l� Q/t�Q/✓\\ (� �� DATE �~� COMPANY CZ � f ADDRESS \7 !?> y �A (�JUV�-L.l] -PHONES CH -S(3(.--7 )-TOME BUILDER SIGNATURE COMPANY u Johns Manville DATE PHONE BIC -194 7/97 0 1997Johns Manville Corporation Johns Manville Corporation, P.O. Box 5108, Denver, CO 80217-5108, Internet: http://www.im.com. For more information call 1-800-6543103. A LIMITED STRUCTURAL CALCULATIONS FOR 11 SPEC HOUSE FOR WARNER JOB SITE SHAW GIR MAGALIA, GA A*E*C GROUP ARCHITECTURE + ENGINEERING + CONSULTING Lany J. Warner A.I.A., ARCHITECT 555 FLYING V ST., SUITE 3 CHICO, CALIFORNIA 95928 530-892-8008 0/-0-7/17 dpTTH eOvdTT BUILDING DEPARTMGM &PRR 0-Y.E. Q .C-„ { CEIJ Ti rl '' i #.j 57 Hi F , 5 ( /4h\` ��i',I'I i✓ ") i �_1.!!i' i_i✓`1•.�1f:I + 351[_l1 )TI7H )SIt, PROJECT: WARNER RESIDENCE PROJ. No. WD -1836 LOCATION: MAGALIA, CA DATE: 9/20/01 BY: LJW PAGE 1 OF CODES: Uniform building code, 19970 Edition AISC, Manual of steel construction, 9th Edition ACI, Manual of Concrete Practice, 1988 Edition AITC, Timber Construction Manual MATERIAL: Concrete: f c = 2,5000psi min. @ 28 days Masonry: f c =1500 psi Mortor: f c = 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 & Stringeis, 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 0 LOADS: Roof Live Load: 37 psf Gmd Snow Floor Live Load: 40 psf 25.9 psf w/ reductions Seismic Zone: 3 . Wind Speed: 75 mphO Exposure:, B-• Method 2 used unless noted otherwise. Allowed Soil Bearing: 1,500 psi' , 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, Lary 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 L Warner AIA, 555 Flying V St. Ste -3, Chico, CA 95928, 530-892-8008 6F.':`!/ .ov..f Ot I,t 3'JI4a- GIu3A A.jVAAM :T').iLOgq M\02\0 : H'I'AU AD .AIJADAY1 : 011"A: W ric.>i.fib::� i �?�?i .yf�cra �ni;�Iiud rzz•tcl�nL� :�?{IC�;� o ouib."I dtQ .tali,11t'+Irfioa hw?10 Ism -1114 ,021A It�,iiif�:l X�{�i .:��)it'�r.•1`I �i�tor�o�•i!> IldutisN ,I�r. Ir>ufie:If noisau-02noD -t-jdrniT PTIA. Y� i q, ok,2 oil --olt ao") :.l.r'=I313TAMI .,,o:,? iz t OR 1 = 31 :YWozs3,` ia(100? = ."i ;lucji� v- -A .dt 7N :),ini'j C 16-1- i'ATt?A :�jni5-jojrii.`iq 1`.1912 IM:W r �; it t ..1� �,fjf J r f:l�-A -TT2A 6 -1. UIT?''A :bwe bri{ii.7ini?, s �,bi�-O ��.it-: P/TSA :grill 155)? 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E)mD Izr CE :br -.)-: svUlouY. :aCL`ko'] E1ni'wi :ono 0ifnzis2 9%{;c/t 1{flri b`Aon ?;,t hf b5%iu Sc, botittoM : R :9tu'i qxa 'ffrfl OW., I : xdutz A lia2 bovfoIIA rti i�,� �bkti vth;A:)!� q, roo -,-u; wr1i 2mwi ifl7 rain 2-noct •its IsY n3mi2 vnA : SrOX Dis io bris armitalmkiga an1'v oll(A wil iii t}�:�iiFJl�:"t^�d .�':J� Eli l`.l'C�'i r.i-il.�:-fwi-iiW YtHiamocia*1 c't,riitl +' 1 e. !i'r.� !Ini.jr,3d Io f vitt q)>q , At mifm-n-5b of ojtf io'3toiq, b its •dlloiiIbriuo +.11 ,nQf :` I.,.:) (YiiIK) �Fwj el .1G V yni�f f W,AIA r,5ITmy/ I <IIo.1 ,.YU031i) D iA. PROJECT: WARNER RESIDENCE PROJ. No. WD -1836 ' LOCATION: MAGALIA, CA DATE: 9/20/01 FRAMING 2.0 GYP BRD BY: LJW PAGE 2 OF ROOF DEAD LOAD CALCULATIONS INSUL 0.3 CONVENTIONAL FRAMED ROOF TRUSSED ROOF SYSTEM ROOFING 2.4 PSF ROOFING 2.4 PSF 1/2" CDX PLY 1.5 1/2" CDX PLY 1.5 TJl @ 24" O.C. 1.1 TRUSSES @ 24" O.C. 3.0 TH @ 24" O.C. 1.1 5/8" GYP BRD. 2.8 5/8" GYP BRD. s` 2.8 INSUL 0.3 INSUL 0.3 MISC 0.0 MISC 0.0 TOTAL 9.2 PSF TOTAL 10.0 PSF USE 10.0 PSF. USE 10.0 PSF. FLOOR SYSTEM , (2x FRAMING FLOOR) (I -JOIST FRAMING FLOOR) 3/4" CDX PLY 2.3 PSF 3/4" CDX PLY 2.3 PSF JOIST . 2.2 I -JOIST 1.4 INSULATION 0.6 5/8" GYP BRD 2.8 GYP 2.8 MISC& INSUL 1.5 FLOORING 1.5 FLOORING 1.5 MISC 0.5 TOTAL 9.9 PSF TOTAL TOTAL USE 10.0 PSF. EXTERIOR FRAMED WALLS EXT. FINISH 3.0 PSF SHEAR PLY 1.5 FRAMING 2.0 GYP BRD 2.2 INT. FINISH 0.2 INSUL 0.3 TOTAL 9.2 PSF USE 9.2 PSF. CONCRETE FLOOR SLAB 15.0 PSF SHEATHING 2.3 FRAMING 3.5 INSULATION 0.5 TOTAL 21.3 PSF USE 21.3 PSF INTERIOR FRAMED WALLS 7.J 1 V1 USE 10.0 PSF. GYP. BRD 2.2 PSF FRAMING 2.0 GYP. BRD 2.2 FINISHOES N/A INSUL N/A TOTAL 6.4 PSF USE 6.4 PSF. AEC GROUP., Larry J. Warner AIA, 555 Flying V St. Ste -3, Chico, CA 95928, 530-892-8008 r►_(j Y H`3 CTI Iq AJ1.1,MW/ '1 J t)91q 170.-'Q : i. f / C A')A- JJ UANF :V:QI L A00.1 JMT �� t� •)2Il f N UOITAJ! 1 '),IA') GAOJ U1 30 100A =100A USMA R9 .IA'1n1TVl:iV VQ "12q P.S ?1 lUOiI i 12'f ? 3It()1 1 yjq Mo "5\l 1.I Iur D91MAA1 AS S.0 E.r QSIB `l I D 1,8,,Z £.0 ,1TRZ, 0.0 7clf/ qrq 0.01 -I2U ! 1 1!' f' it)IA3IV! Ty 1J 2.IJAW Q9MA34q qO! 513TX1- 4?q 0A 112I1+IN Jxii 2.1 i 12'f ? 3It()1 1 OS A( qlj 1 (3100.17 D91MAA1 AS S.0 HGI'f 1.1 TVI r.0?, l'✓.I 6.0 XOIT/, 1iJ2141 r, 01/15I0kM 1 Z.I OVIN00,11 Z.0 WHA !/''10 1 _IA.'I01 t'c.`i :l.0._ dAi0"I I2 =1 i+.0► }r' 1 .32q U.t;,i cl2i ! 1 1!' f' it)IA3IV! Ty 1J 2.IJAW Q9MA34q qO! 513TX1- 4?q 0A 112I1+IN Jxii 2.1 YJq MAZiH2 OS OVIMAN4 SS QSlfi WD S.0 HGI'f 1.1 TVI r.0?, l'✓.I X29 S.Q l?°t S.9 32U -I2q EAL eq E. I S a2t1 SA'i OT A00.11- 3T33DIAU3 i 8Al2 O�i1• I7'A3I.1 r. DV113�P,.'? i V;0ITA.l1l21`t ..'kJ0 i, �0+i8-rpl_;)�.;. .8�E'�(• �') .v�{E ; , •�;%' .;? `l znt�;,i�i c'LZ .�.iA �a�Vy' ,U ,a,F;.i-.�iUt�Si;) �3A G►4'� •2 . sr1- 4 Ava - 4T" F ,•VT•r-1-IS FI 12 Multi-Loaded Beam( 97 Uniform Building Code (91 NDS)1 Ver 5.05 By: Larry J Warner AIA CSI , AEC Group on: 10-15-2001': 3:17:08 PM Proiect:18362B26 - Location: GDH-1 Summary: Parallam ,Trus Joist-MacMillan 5.25INx11:25`INz-16"5'FT/-2.OE- Section.Adequate:By:.38.1% `Controlling.Factor: Moment of Inertia / Depth Required 10.1 In Center Span Deflections: DLD-Center= 0.19 IN Dead Load: Live Load: LLD-Center- 0.40 IN = U497 Total Load: TLD-Center= 0.58 IN = U339 Cuter Span Left End Reactions (Support A): LL-Rxn-A= 2756 LB Live Load: DL-Rxn-A= 1377 LB Dead Load: TL-Rxn-A= 4133 LB Total Load: Bearing Length Required (Beam only, Support capacity not c6cked): BL-A= 1.05 IN Center Span Right End Reactions (Support B): LL-Rxn-B= 2397 LB Live Load: Dead Load: DL-Rxn-B= TL-Rxn-B= 1094 3491 LB LB Total Load: Bearing Length Required (Beam only, Support capacity not checked): BL-B= 0.89 IN Beam Data: L2= 16.5 FT Center Span Length: Center Span Unbrac ed Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottdm of Beam: Lu2-Bottom= 16.5 1'0 FT Live Load Duration Factor: f Cd= U 360 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: Center Span Loading: Uniform Load: wL-2= 0 PLF Live Load: Dead Load: wD-2= 0 PLF Beam Self Weight: g wT 2= 18 18 PLF PLF` Total Load: Point Load 1 Live Load: PL1-2= 1507 LB Dead Load: PD1-2= X1-2= 764 1.75 LB FT Location (From left end of span): Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 266 PLF Left Dead Load: TRD-Left-1-2= TRL-Right-1-2= 110 286 PLF PLF Right Live Load: Right Dead Load: TRD-Right-1-2= 110 PLF Load Start: A-1-2= B-1-2= 3.75 16.5 FT FT Load End: Load Length: C-1-2= 12.75 FT Properties For. 2.0E Parallam- Trus Joist-MacMillan Fb= 2900 PSI Bending Stress: Shear Stress: Fr- 290 PSI ' Modulus of Elasticity: - E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb' (Tension): Fb'= 2921 PSI Adjustment Factors: Cd=1.00 Cf=1.01 FV: Fv'= 290 PSI Adiustment Factors: Cd--1.00 Design Requirements: Controlling Moment: M= 14705 FT-LB 8.085 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear. V= 4133 LB At left support of span 2 (Center Span) Critical shear created by combining all dead toads and live loads on span(s) 2 Comparisons With Required Sections: , Sreq= 60.42 IN3 Syron Modulus (Moment): S= 110.74. IN3 Area (Shear): Areq= 21.38 IN2 A= 59:06 IN2 Moment of Inertia (Deflection):, Ireq= 451.06 IN4 1= 622.92 IN4 8J -T=1 Y{ t %t rot P. N.08 rot Kf ,rc PY't fX1.�=it7 :a7ofarti� Snemlauiilh :21rOme11uPOR nwma ' • �Yt :fnstn�d pr�fio ttrc� (ncli? 191090) S nrra 11.) hogciui 1ts1 Imp P x80.8 r (2)NC,'12 00 a0wot evils t7„t; ebsof bseb IN3 gninidmoo Yd b91mia Iflomom iso111i”) �V :139de Rttfh(.p;;naO fltstti~ 1sfr1~l :) S nsg2 to 110fiqua )isl to S (z)R,c; -rug a:,sof svff Ons ?boo: bfmb 1!e pninidmoa Yd bets= lssrf2 Isodho anoitas-2 bsifupgq ruiW 8noahrgr no3 „G "t' :(tnamoM1 1, aufubor�, noim2 ='il?iill _A (if,edO,) wA •(noitooll9(l) slfran, to fn9rnohl G'O.d c9�. (li�t�l'i t (2) "t)QD pnihHug miolinU TP lmaiaEl b9bGo-s-U)uM ifs n; `, I f2;) A1A19n1e;W L ynsJ :vs r-HQ� :noilr,:,aJ FSSBScn,£8r :tasiol� nr;;i)<'vf;►sM• f2ioL 2ul t - rns!l81Si �t;.S \ •T'� s".a9rx 1•ti c;C f t- �•: fhf �;,� Isnlmu2 "I t 0r t'JILp:,P 511WC] fAlonf to Insmol'A :loiosj gntilolrncO a°r,a£ :v8 elavwbA nOona 1s1reo "E41J = 1,4� iIA.0 =ie1n9�•�..J f�crSJ clsst� i CL'V = frr C .O =�sln^�•t7 t :bsoi svU :bsoJ IWO' fJJ e'' .(A hagqu2) efioit vsgq br,3 11aj (Iscl2 i9trisJ 1 C`i t ia; i1X�•Jf! br,.oJ 9vU dJ P F. r F bsvj bssc (• t{, x Son Ytlasgsa hogquu' •Vino (Hess) b9liut!05; rf)Rr•,.f,p(v1rgJ ' �''F i i-1 tt�• ''Jb'E7 hS! i,*;jjj r!saja i91n9� ci..IT ben.; bed's, i''i Y. L 'e , is sr Kiri frit. /lids Otto u8 , ino iTta9n b911u j3 ri rgj .1j' i 107, '' g "qg Y 1 p 1 tp. g, t, .T'i ,G t $1sU trtat38 T 1 1 i).{} li0t-iL.i :r0pneJ of;q? -stns;) .frts, sto gaT-dilpns.l.bezcidnU rt5g2 isms:) 1:mS38 t'�r?$->l-` 10 1llo)1O8-rffgr sJ bsisidnU neg21Ofn9.) :1ob10 nr;ilmui bic! 9viJ lixS: Ushgttlwl f')9ROO bso-1 9v1.1 Qh91nD .fasflsc, Gso- tsloi pnibso I nsy21`3Jn&o riaoj qvi.; fey i" =4°1�8 'bso-111 + TY! :1nQJ9'1er 3i'ii? t(63 :bstl_1 IGtoT C:._' 1 Oa fJ•:1 tea. t bsoJ lnio'g T� 4; C ->-fX :a,o: oc�4U :(nsga to bns A31 mo';) not;rao_) :+Jl i pill r bro.J !sb7o3.ggmT :bG,)- i yvij iisi Qq _ -bsc_I brat f19J C , -� r-)rfEi,1.<,: b"C) fripii l T=i d. 3 t nstia bso.! brt bso.1 -rllpr�J bsoJ nslltlAaeM-fzfoL awT-mc;fsls9 30.S :1v=1 a:.aIgoi'3 P'(�1 _Y a Welt; prxibr�8 2(11&19 iC O;1t):;tx):� -.3 'a2�i121r;arf2 • :0oftrsO to aulubGM 12q Jc'C 'gt9q ` i :nfsj@ of m1uoibnsq*9 unij? asitlygol9 t?g121t(br . 1a�1 na': v..f 00 f =bO :2101069 !ngfvMU(bi 'vA 8J -T=1 Y{ t %t rot P. N.08 rot Kf ,rc PY't fX1.�=it7 :a7ofarti� Snemlauiilh :21rOme11uPOR nwma ' • �Yt :fnstn�d pr�fio ttrc� (ncli? 191090) S nrra 11.) hogciui 1ts1 Imp P x80.8 r (2)NC,'12 00 a0wot evils t7„t; ebsof bseb IN3 gninidmoo Yd b91mia Iflomom iso111i”) �V :139de Rttfh(.p;;naO fltstti~ 1sfr1~l :) S nsg2 to 110fiqua )isl to S (z)R,c; -rug a:,sof svff Ons ?boo: bfmb 1!e pninidmoa Yd bets= lssrf2 Isodho anoitas-2 bsifupgq ruiW 8noahrgr no3 „G "t' :(tnamoM1 1, aufubor�, noim2 ='il?iill _A (if,edO,) wA •(noitooll9(l) slfran, to fn9rnohl Muni -loaded Beam[ 97 Uniform Building Code (91 NDS) j Ver. 5.05 By- Larry J Warner AIA CSI , AEC Group on: 10-15-2001 Project 1836213213- Location: GDH-1 Summary: 5,25-03-17-25 . IN x 16.5 FT/ 2.0E Paragam - Trus Joist -MacMillan Sin Xdeauate'Bir. 38:1 u C'ontro(Gna Factor. Moment of Inertia /Depth Required 10.1 In 5000 2500 Shear (Ibs) 0 -2500 -5000 20000 10000 Moment (flab) 0 -10000 -20000 -.5 -.25 Deflectior (in) 0 .25 .5 f Controlling Load Cases: Shear. Critical shear created by combining all dead loads and live loads on span(s) 2 Moment Critical moment created by combining all dead loads and live loads on span(s) 2 Deflection: Critical deflection created by rive loads only on spans) 2 LOADING DIAGRAM P1 Center Span =16.5 ft r u) aboO pnib?iu8 Inld'.inU W IMSSO bsbsoA luM i'JUS 4' RO'-,UOl:D 03A, TO AlA15MZ r` t. yllsJ :y8 ' i-NQr7 :ncatsoo� - 8St?oee.t .Ls{ol9 :y±smmu? rs!!thl �sP�-ta?oG au1T - rnsticls9 30S l T3 8.81' v Vll aS T t x N( Cs.a ft 191,j Sihafil'o McMOM :lpfas3 �rtiroltno� fl�°t.8E :�83ib�ps�P,,�N#��a2 j 0081 ONE- oocloi 000011- 0 QUUi- rtoi;'oetiotl � ''''_-- _ _. � -- ----�..�_._ _ __--_--•------.-'_'"._--�"_'"'�� �' GAS. 1f4t11C43 - (c)nt<.ya nr. ah o! 3;,t bns abs,ol t)69b UG pniddmw Yd W6s=also 8 f !file} :lSst!z .1r absrl ool h;,f; abed; bssb fir. gninidmoo yd bplssla momom l,:a,fia :lnsrnoW '-jnu a no ln(no _abu ;_! svt�d b9fesp noiloshob luo0p :fioiiosli90 f iA!7,,')AlCi t')t41f14dJ ty Roof Beam( 97 Uniform Building Code (91 NDS) ) Ver: 5.03 By: Larry J Warner AIA CSI , AEC Group on: 09-19-2001 : 4:25:07 PM _ Project: 18362132B - Location: BM-1 Summary: 3.51N x 3.5 IN x 5.0 FT / #2 - Douglas Fir-Larch - Dry Use Section Adequate By: 38.9% Controlling Factor: Section Modulus / Depth Required 2.97 In Deflections: Dead Load: DLD= 0.04 IN Live Load: LLD-- 0.11 IN = U569 Total Load: TLD= 0.15 IN = U412 Reactions (Each End): LL-Rxn= 375 LB Live Load: Dead Load: DL-Rxn= 143 LB Total Load: TL-Rxn= 518 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 0.24 IN Beam Data: L= 5.0 FT Span: Maximum Unbraced Span: Lu= RP= 0.0 5 FT :12 Pitch Of Roof: U 240 Live Load Deflect. Criteria: U 180 Total Load Deflect. Criteria: Roof Loading: Roof Live Load-Side One: LL1= 30.0 PSF Roof Dead Load-Side One: , DLI= 10.0 PSF , Tributary Width-Side One: TW1= LL2= 3.0 30.0 FT PSF Roof Live Load-Side Two: Roof Dead Load-Side Two:DL2= 10.0 PSF Tributary Width-Side Two:. TW2= 2.0 FT Roof Duration Factor: + Cd= BSW= 1.15 3 PLF Beam Self Weight: Slope/Pitch Adjusted Lengths and Loads: Lad1= 5.0 FT Adjusted Beam Length: Beam Uniform Live Load: wL= 150 PLF Beam Uniform Dead Load: wD adi= WT= 57 207 PLF PLF Total Uniform Load: Properties For: #2- Douglas Fir-Larch Fb= 875 PSI Bending Stress: Shear Stress: Fv= 95 PSI Modulus of Elasticity: Stress Perpendicular to Grain:, E= Fcaerp= 1600000 625 PSI PSI Adjusted Properties FV (Tension): Fb'= 1509 PSI Adjustment Factors: Cd=1.15 Cf--1.50 F%'= 109 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 647 FT-LB 2.5 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear. V= 518 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 5.2 IN3 S= 7.1 IN3 Area (Shear): Areq= 7.2 IN2 A= 12.2 IN2 Moment of Inertia (Deflection): Ireq= 5.5 IN4 1= 12.5 IN4 -I..) CU 0 (a .')j ') :L V C-, I'M 'Y; ;1. I Cl CIJ (V Js 00 E7 sl :2 r3' Cr to _0 0 at cu v (M CL It If tu V- or a ::r 0 0 V4 0 V)OSO- C 00co to L-0 03 co L 0 0 _0 X ZY — -t7 r_ U Q — C) S) -- tD cl, r_- Q M 4,Lr cr X I,) :3 co G mi - - N 6 cro M C -Q M Cv f.� il, m U. cr 0 .-W Fo c7l. Q)!= two tp tzr-) > M (A) n �- r - -3 � 0 -5 o v) 0) -0 ry - �) a) it' L V < Elp nv�-) Rr I - L-0 M�L 0 3 ;I_,_ :�. --! — — . w =1 C.. Cj' — o .4 Cn zp OO ID (-T T , r ,z R� R -,,f Ij (T) g3 rj-icDcD>aMw--4M -AMM nj i- ir -4 t-- CO M --q C2 Y, O cr > X) CV x3 Sri 7l Ca oo:L Roof Beam[ 97 Uniform Building Code (91 NDS) ]Ver. V5010399 By: Lary J Warner AIA CSI , AEC Group on: 09-19-2001 Project 1836213213 - Location: BM -1 Summary- 3.5 ummary3.5 IN x 3.5 IN x 5.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 38.9% Controlling Factor. Section Modulus / Depth Required 2.97 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS J . ...►.:.....:.... c.i.n...n• rnn4mlftnn Chc7r/MnmantInaflarfinn Manrams 600 300, Shear (1bs) 0 -300 -600 700 350 Moment (ftab) 0 -350 -700 -.2 -.1 Deflection (in) 0 .2 I.VGV Wntyntauvn anv••n. vv.. •. v.•... .......... ... �... �..- _._ -_-__ 518 lbs @Oft -518 lbs @ 5 ft 647 ft -lbs @ 3 ft I i I i i i i --.145 in@.2.5ft Span '= 5 ft Controllinci Load Cases: Shear.. Critical shear created by combining all dead and live loads. Moment Critical moment created by combining all dead and live loads. n..A..w4;— r.: ;—1 AI Q—*Inn ^—#o d Iry nnenhininn *II AmnA 7nr1 Ihm Ina A B Span = 5 ft BiC t Uc:t ! L bo Qnt iu n71031r1 J )rttsee 1coF, 'IRA 1u _? A,'' %amGpN Y GJ 'y8 r -Ma irc: tW�4, 9Si�a��3t °J.;o(o�9 1� L. r r`'3ii r-a..t �'t l r;:�i�_1-iJl 2t !�u �l • S�.1 '? O.v x N G f, x VJt c -- - ri ' k L 3r1 f'; ter! t ei rt r'.: 7d'dEy .iQld � QtOMJ3 n'�.$v _Y@ 8S3i1p9t?A rlcgt�cjp, g _ G�1�f/Vi Nd•SiC �lUI�'✓J. �:i 41 ��iA.J �'}���'��n ����'iGY _ .�—. __ -- - E- Wl ITMG 1 n4orl3 dmn,,_t�so.'- morlu' 0 (cdl) CCC- 1 r llot'�g�j3�1 z�, r;7 rve�r rrr,'�nr�r �bsoJ �vtl nns bsol� ,fo p,�t;?dmca ,. ' �t��j;� �;.,r+z IsailiJ �s.+rc .74 brio bagb 6s prinjornoo yd r&:6e ro •'r-4tttan+ taotltJ jnsmotA -!naoi 1••4 .ic tabJi_ _s�n.,_,�� ,o �d b�i5e�:, r on76�jo�is:)170 noss:�tls.i n�A;�c'!r'�ltJ �i�lt7AOJ - jec Roof Beam( 97 Uniform Building Code (91 NDS)1 Ver: 5.03 By: Lary J Warner AIA CSI , AEC Group on: 09-19-2001 : 4:25:48 PM Project: 18362B2B - Location: BM-2 V= Summary: 3.5 IN x 9.25 IN x 11.5 FT / #2 - Douglas Fir-Larch - Dry Use LB Section Adequate By: 43.3% Controlling Factor. Section Modulus / Depth Required 7.73 In Deflections: DLD= Dead Load: LLD= Live Load: TLD-- Total Load: A= Reactions (Each End): LL-Rxn= Live Load: Dead Load: DL-Rbm= Total Load:-�_ Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: L= Span: Maximum Unbraced Span: Lu= RP— Pitch Of Roof: U Live Load Deflect. Criteria: U Total Load Deflect. Criteria: ' Roof Loading: r Roof Live Load-Side One: LL1= Roof Dead Load-Side One: DLI= TW1= Tributary Width-Side One: LL2= Roof Live Load-Side Two: DL2= Roof Dead Load-Side Two: TW2= Tributary Width-Side Two: Cd= Roof Duration Factor. BSW= Beam Self Weight: Slope/Pitch Adjusted Lengths and Loads: Ladi= Adjusted Beam Length: wL= Beam Uniform Live Load: wD adi= Beam Uniform Dead Load: WT= Total Uniform Load: Properties For: #2- Douglas Fir-Larch Fb= Bending Stress: Fv= Shear Stress: E= Modulus of Elasticity: Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb'= Fb' (Tension): Adjustment Factors: Cd=1.15 Cf--1.20 FV:Fv'= Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: 5.75 ft from left support Critical moment created by combining all dead and live loads. Ma)amum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): 0.07 IN 0.16 IN = U864 0.23 IN = U611 863 LB 357 LB 1219 LB 0.56 IN 11.5' FT 0.0 FT 5 :12 240 180 30.0 PSF 10.0 PSF 3.0 FT 30.0 PSF 10.0 PSF 2.0 FT 1.15 8 PLF 11.5 FT 150 PLF 62 PLF 212 PLF 875 PSI 95 PSI 1600000 PSI 625 PSI 1208 PSI 109 PSI M= 3505 FT -LB V= 1219 LB Sreq= 34.9 IN3 S= 49.9 IN3 Areq= 16.8 IN2 A= 32.3 IN2 Ireq= 68.1 IN4 1= 230.8 IN4 m - 1 7w. Vcnulc;ut of IIJG4!9 (Csuscifou). .VrL.ss (epsst): 26rpou wognFna (wowsui): Coulb9tiaou2 M3,v !j�mwq 29c4!ou? (,L il-C ; 21.lcsL CLG13J;A PA ccw011110 sii gena pug Fu,s :osg2 V! ambou, `'fsxn!)nw 2pssL: - Cl.jp"j wowmg cimtsq pk cowpFu oa s!l gsoq auq ,ins ioaaz 21e l; tiow Fsii R."Dou CouiLofffuo wottlGU(: psrlt3u t SOMIsuleui2: LA. Ngfn?ysusut Leclot2: Cq=!•ja Z 3G Q 1014 ILe+ 'fglmjwsLq Eggom Cq,J'1L) Ci=1'54 r,2,; It�t t - 5:3 brL );u;o;� E= 2P69L 21Lo22: �= Kc+'ii It93 loisi nuamw rosq: L: " t3sslu nuvilu pesq rosq: Bostu hultOLw 1 -!AG rogq: h2L yonaiai usGw rbuc!ip: 5� 21ab-"!b4cp ygir2isq rempa suq rosg2: 'fglmjwsLq Eggom Cq,J'1L) Ci=1'54 A: LF), (1eumu). Vglnai btauot:fEi2 "-''" 2tL62e bGLbsugictij9L io i?LstiJ brL yycxugne uE bFMMIA: E= 2P69L 21Lo22: jjGuolU-d 2jLsza: bWtGq?G2 LOU eta- DOM192 P-ratcp loisi nuamw rosq: L: " t3sslu nuvilu pesq rosq: Bostu hultOLw 1 -!AG rogq: h2L yonaiai usGw rbuc!ip: 5� 21ab-"!b4cp ygir2isq rempa suq rosg2: L4001 MU L3i1oL; LUCiot: �g� luonisal, l"�.f P-21gO Imo: bool (6s(4 rosq-21ge Lmo: r�! boot ring rosq-2lge .Lmo: rr3- 114pn SLn "J'llgilP2?gG ()U6: Ll tSc*j Df;s.l i osq -?IgG Olis: booi nAC- rO9q-21gG pus: r1:3 tYc;o} rosciow - 1 ilisf 16uq Qsgf;cf. CLusLfs: f"!rs ;'ouq ricu6cf' C41g3ps: IV1=(1Qd! hiiop Ot M=naeC pl9x?u;nul !jupLsc6q Lbsu: r rm 209u: Bequi ;J9j7: BOW -M rGaUdlll YGdniLeq (ljosw CODA' enbbo4 C,;becllA UU: C11�i8Q)• r-^ - o si rosq: if f;: Al, r.�g l-os,a riAG rosq. Dr K` = gege pout iEscp Cu41. (�- 6Q, - 10M i o9Q: rsrs rosq: ll -L= Cssq rosq• s .� Dopcipm: 01-0= 2ECilou-Vc,l6tlilsi6 8A. j2.3,\° Cougollwa f_'sClo1: 2GCP(-'tJ VVf:!)f1;112 t Drb;ti bw.*n!Lrq 3't lVI x 3 S2 IV- X 11.2 Ll 1 #S - Lr -,'102 b1L-rstCp - [)LA rlza 2nwwcwL -, btotsSCT 183ESi3SS - rccsilou- epY-S R -k: P'LA 1 Jt SWOL Md C2! HEC t;:ona1 c1:1: ry {'.:iCJ1 : d Ji? V: bZl' 1s00j gesuit as iFUltolUl (,-!J OD2) I A6L Q'd b2l �►� b2i S!2 • b?l �!J Erb brL l:G brL 3 : ^ .I_ 5'E L: " h2L r Ll 2 • 1S 1'2 W2 Ll 0,22V. S t� r1:3 13 0o3 IV1=(1Qd! ale M=naeC o'0� m a Roof Beam( 97 Uniform Building Code (91 NDS) jVer. V5010399 By: Larry J Warner AIA CSI, AEC Group on: 09-19-2001 Project: 18362B2B - Location: BM -2 Summary: 3.5 IN x 9.25 IN x 11.5 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 43.3% Controlling Factor. Section Modulus I Depth Required 7.73 In SHEAR. MOMENT, AND DEFLECTION DIAGRAMS 2000 1000 Shear (Ibs) 0 -1000 -2000 4000 2000 Moment (ft4b) 0 -2000 -4000 -.3 Deflecflor (in) 0 .15 .3 Controlling Load Cases: Shear. Critical shear created by come Moment: Critical moment created by all dead and live loads. ning all dead and live loads. nbininq all dead and live loads. LOADING DIAGRAM i = 1 Span = 11.5 ft �',c,, eoi, ' •,9 mn ,)mU TE .K s&Blood? aSBSbEBr,s{- °{tum ;,u2 .'9:;'EJ-!P ezlDVC+T9 L.t t X V' 8S.E x 141 a ,ii.0 :' r 'Y:,qa :101:)OI�mm in0 : _ C� 4 o*sua'!obA .TG'W2 clt,. "i�1R++' t,0�`i ��J�:�Q C]f�:� .�'V13►A�3;, ,fi,4�Hu - _ 4r:+1cr3nuO:iwoda no Of 4o_t'Fo + it 0 ^ adf r; r c r -- -- -� - _ 00Cf �-- F imo;. ar i• �r r• _ f in3moM ^�C , rtoi3�FR�q C �Gt:i 8�`•' L'1'. D69J li? :{1f ^'.{Jn10G �� Uri+. �?17 7Sd(t� tE•.. F'1� ,E+'Bfl� 2'�tr Iwai bu rscb 1:: p .,,dr.,oa �d bdsf ::aurvom ie, -x ijo ,,zmo%l ^A 3AIn OXIC1AO.i - - OM1! + r _ 4 Roof Beam( 97 Uniform Building Code (91 NDS)1 Ver. 5.03 By: Larry J Warner AIA CSI , AEC Group on: 09-19-2001 : 4:26:07 PM Project; 18362B2B - Location: BM-3 PSI Summary: PSI 3.5 IN x 3.51N x 5.0 FT / #2 - Douglas Fir-Larch - Dry Use PSI Section Adequate By: 38.9% Controlling Factor. Section Modulus / Depth Required 2.97 In Deflections: PSt . Dead Load: DLD= Live Load: LLD= Total Load: TLD-- LD=Reactions Reactions(Each End): Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing. Length Required (Beam only, Support capacity not checked): BL= Seam D Span: L= Maximum Unbraoed Span: Lu= Pitch Of Roof: RP-- P=Live LiveLoad Deflect. Criteria: U Total Load Deflect. Criteria: U Roof Loading: Roof Live Load-Side One: LL1= Roof Dead Load-Side One: DLI= Tributary Width-Side One: , TW1= Roof Live Load-Side Two: LL2= Roof Dead Load-Side Two: DL2=- Tributary Width-Side Two: TW2= Roof Duration Factor. t Cd= Beam Self Weight: I BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wDT= Total Uniform Load: Properties For: #2- Douglas Fir-Larch . Bending Stress: Fb= Shear Stress: Fw Modulus of Elasticity: ! E= Stress Perpendicular to Grain:, Fc_perp= Adjusted Properties Fb' (Tension): FW= Adjustment Factors: Cd=1.15 Cf--1.50 Fvl: I Fv'= Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 2.5 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: V= At support. Critical -shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= a g— Area (Shear): Moment of Inertia (Deflection):' Areq= A= Ireq= 1= 0.04 IN 0.11 IN = U569 0.15 IN = U412 375 LB 143 LB 518 LB 0.24 IN 5.0 FT 0.0 FT 5 :12 240 180. 30.0 PSF 10.0 PSF 3.0 FT 30.0 PSF 10.0 PSF 2.0 FT 1.15 3 PLF 5.0 FT 150 PLF 57 PLF 207 PLF 875 PSI 95 PSI 1600000 PSI 625 PSI 1509 PSI 109 PSt . 647 FT -LB 518 LB 5.2 IN3 7.1 IN3 7.2IN2 12.2 'IN2' 5.5 'IN4 12.5 IN4 X •.` {r _ _ fir. .: i g .: � ;,.i . .y. r v s i V • r+ . E4a,ia "r9'1 r is�''�!•} m�a3if�l? li'rr6s� NI '\�: V.3: � i v� 1"f: i' Cry;niafi�?TiJp rCP, ! C 0 :ice!: qua1� e SIA , �Lw AA 1ar9161"L rtssJ 'ya' -M� :rzc�iisooJ - c?S�i4W'8P :i091e�9 - ' gee vnG - 001sJ41 eeIp1)oO S#."%' T1 OZ x Ot' it ILII aX "4?.S bsvupg5, dksl] , auiuboM noiios2 --1 fort OniliovnoO 4XV,.8C N.8 f:-#rupebA noi.io98 'Qndi vJR3Q i ofr'' .1? C, JO :i-roJ basCl F=A LJ i�tl r."0 -roj i -boot -YviJ ;(bnB rbz3) aroitoceA r 5 ::'"E =rms.- U F :hr o f sviJ taJ ft : =fiyJi _IC3 :►be6j bseCl `ttxii-.,IT :bsoJ IsfoT of vjK �i "�� f_ }v)i 7E3fI1 ii''1 `•,tiJ&C(!i•1 ;IOC{t;11c�i .FJCRO m��) b3tlil�iA?I"flft7r �J,�sfti n~98 1 reset :slsnF3 T O.0 =uJ ;=18 bsas idnU roumimm St : it *vol ac; rloii� S iJ '.hs03 .toslieJ ho-1sv!-1 `' :sslati;O IosllT.'�'i bsa-1 IsfoT :Qnibbo_liorA : rQ ebi8-b.-oJ �viJ boR jQ ;enO 4h. J3 bsoJ bGq(3 tooP I t3 V i !v"I ;onO"ebie..-r;ibRM ;�rhfd.1 :owl' Jbi8-broJ evU looR 989 t;.OI ebi2-bsa-1 b8e* cl ica pl I T"-7 U.S .ovJT 9W8-ritbW virdudhT �•. t' =n:? :1�f'ab� frCtlsluCT is+�:� :zbsoJ bis artionsJ t:ef801bA slailyWcpj2 T:4 0.8 ;bGj AlpfieJ ms,.;S befauibA 9Jq oat ==..:t:' 'bsoJ evil rnno}inu mr59S ;-i9 iii -ibs h',' :broJ busCl rmollinU rns sg i_i�i "OS - Ysir :bsoJ s;stollnU IMoT + r`!�'i$ J-lil`i $B;Q!!}t� i�-1 ?�iJ �'i y^:�.w�y/y:(1�•�p[b+3r1"19y�n1Ci ,<'.i3'rf� Ni•ibr-W�7 -� it , :?I? -v14 :�; st�2 'rssr4+✓ :VFiOij3-r'13'4o 6Uit;iJW � i�� ":3 =!�1�y � a :e-ris7=3,,33 ts3tuoii�tt�te�i cae�lf'u. _ �'• '� G9ifi$c]fj7� bsJ�;ulbf,' r 08J= --}'v a I°.l'= bO ,,ewos! mamieoibA IGS' i?t;. ='v�+ « :',f�i • , ut.t=bO ziobts t:lemiauibA. 'a3ns m9llivgFl nipjasO J -T l \±•ii i,; :jngmom philjoll ro i R t1wue rel moil P 4. S .al)soi rwii brs3 bhob Iiia gniridmoo yd tetse- i Msmom Isuitho V :1459(iG fYtUffii}F!VI .A *qc(!1&?A .2bwi evP bns bx:Gb Iib Uninidmoo vd bolswu isor13 lsoltil•O :anoi!� b9iiu , tltit^J ano h sgmo: � : {ti'9MoM, Quiul,ofvl fa0it392 Evil a ' _ a,IrlI W1:(floito<a 100) efliefil to }r'smov, - i Roof Beam( 97 Uniform Building Code (91 NDS) ]Ver. V5010399 By: Larry J Warner AIA CSI , AEC Group on: 09-19-2001 Project 18362132B - Location: BM -3 Summary: 3.5 IN x 3.5 IN x 5.0 FT / #2 - Douglas Fir -Larch - Dry Use Scr4inn OrlwnuatA Rv- 3R 9% Contmifina Factor. Section Modulus / Death Required 2.97 In 600 300 Shear (Ibs) 0 -300 -800 700 350 Moment (ftdb) 0 -350 -700 -.2 -.1 Deflection on) 0 1 .2 16, chnmcnfmoflnrfinn ni2nramQ 518 lbs@Oft , -518 lbs @ 5 it 647 ft4bs@3ft I I . I f I I I I �.145in@2.5ft Span '= 5 ft Controlling Load Cases: Shear. Critical shear created by combining all dead and live loads. Moment Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. LOADING DIAGRAM Span '= 5 it obo,' urObi A rrrial;nU ,e 1maQa?Ooq ,.,� ;, • ;� .�..`�; ;� �' !Z� f4Assnzs'�'� L ins.! .lffl - i•�.'8.nc�Fean� :vlemm��? saU % G - riats_f 412s;21t0a - Rt \ T-4 0 �.�'� ;OiC lOfOf,� h�ri0lirTU� o`Y 8E_~1si! hr� nc;1�Sd t'a3_{,43:J .TM3MOM ,J9A3H inlolirl0! nwoda nOr1:.>rTC�rToo t)EoJ - - ------ - - - -- - -- —_ ---_ — — _ —`Cob- _ r{CE i noltz): Roo • 0r... i ��._ —•- �_ . __ ._ .,. — _ - - - - _.. _��<.. r; (fit) ansc J'vII bias Mob ris t .imidmoa v� t rre ;l Inds I-nfllo .lswic ?�, L,l :vi bnt herb its grim moa yd b, ls; r Ing.n.-m re:!filo Jngrnot,A ti`d ' Roof Beam( 97 Uniform Building Code (91 NDS)1 Ver: 5.03 By: Larry J Warner AIA CSI , AEC Group on. 09-19-2001 : 4:35:10 PM Project 18362626 - Location: BM -4,L 888 Summary:/ 3.5 IN x 5.5 IN x 8.5 FT / #2 - Douglas Fir -Larch - Dry Use � �� Sion Adequate By: 2.0% Controlling Factor. Section Modulus / Depth Required 5.451n Deflections: DLD= Dead Load:, LLD -- Live load: TLD= Total Load: 19.2 Reactions (Each End): LL-Rxn= Live Load: Dead Load: DL-Rxn= TL-Rxn= Total Load: BL= Bearing Length Required (Beam only, Support capacity not checked): Beam Data: � L= Span: ' Maximum Unbraced Span: Lu= Pitch Of Roof RP / U Live Load Deflect. Criteria: ' U Total Load Deflect. Criteria: Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= 1W1= Tributary Width -Side One: LL2= Roof live Load -Side Two: DL2= Roof Dead Load -Side Two: TW2= Tributary Width -Side Two: Cd= Roof Duration Factor: BSW= Beam Self Weigh: Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladl= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD adj= Total Uniform Load: wT= Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fpm -perp= Adjusted Properties Pb' (Tension): Fb'= Adjustment Factors: Cd=1.15 Cf --1.30 FV: FV= Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: 4.25 ft from left support Critical moment created by combining all dead and live loads. Maramum Shear. At support. Critical shear created by combining all. dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): 0.09 IN 0.23 IN = U450 0.32 IN = U323 638 LB 250 LB 888 LB 0.41 IN 8.5 FT 0.0 FT 5 :12 240 180 30.0 PSF 10.0 PSF . 3.0 FT 30.0 PSF 10.0 PSF 2.0 FT 1.15 5 PLF 8.5 FT 150 PLF 59 PLF 209 PLF 875 PSI, 95 PSI 1600000 PSI 625 PSI 1308 PSI 109 PSI M= 1.886 FT -LB V= 888 LB Sreq= 17.4 IN3 S= 17.6 IN3 Areq= 12.2 IN2 A= 19.2 IN2 Ireq= 27.1 IN4 1= 48.5 IN4 1 e 'Izvv C ic•`. V4 i ``sl'il:t1 J PfiiL'!!lt$ mletfirs:f T$'1f1113se 1bMA, ; 1'tii'`? l)r:.^,�,'lL i �Jr1fr-C'! -vid '1!'o i�Fiti7f7 �:�r<i iCry✓u� X44 1�n16V1f i. {ns.F .�%$ �'� c.�Agj :rcifs: o� 82&SBvi�tn '4a9jCy1` ? ,Y ?ZU VIC - Fixm_1-1!3'2s S'#1 T; Put(: - c. x P is v?I c.e �)st�ps�FbA �i c:r.•.n, - f :a/n�railo9�i'sC `•- :����' , Yll t, `� .1 _'G ={J.J.J y, - .'bso 1 ii.T•.gG Abso.l 1s)vT C4sr: 1 ( •(bfi f�JtCi�i ' 1X53 svtJ ei F, -! � trw j bsgQ `. n .Vis Q .bsoJ IsloT (G•. ?��'d'!'iJ ±;�± Y:1J�%? �'iC1t�C�FJ�i ,t(lt1G rz�£i} b31t41�"�r`z, fdfpfle.�;jilit'ifa3A ,A a' :sl Q f ase , �,j :n-q2 uc-,D63dnU fff(i115NaM . paM :top 10 doliq y :eilslll t)&t?_,' 1sfoT 3 1?r1 0.0r !wflbsoJ ioop , :9itiQ ebk:-bso l .9ti1 itSoR :9nC, sbt8-bboj m90 icoH ?w9.C;E _ `'a 1 J 3-'0 :*3LVT 9bir'.-bF3L=.t sv,' i 10o51 T? v S =�v41r .oWT r; ioaq :OMIT s(ii4-fiWIN u,>"i iJ ' T nodalliG 1009 :9f'.tiI�J� ila2 fnti5� T--1?.II :ab1 of bns edlt✓r eJ ..'cuib;; dojig*csl? - qjq 0141 .a �.1�r :dtt 00-1 ,mre�„ £1 halzujbA �,jq � `iC5_ �'! :bsoj e'tq.l mioiirtU msg9 :bsoj hr-90 fFlmo ift; mase 1, �1 3.( r" :bsoa (mulinU 1s10T ti71$.l=T;� a-u4put1a -9* not k;e iS4019 189 11"_9 Md :zd912pnibne8 ":Yllailasl3 x0 �FtltlF,lOi'\�i �!%`a �$�l ..�±JayJ•�' :PiSID ©f lslFfolpnggi99 zeolf? . -F: . ` o a,9"s9f31�? k;ci2tFjl - 'd1 .(ri0i3t'Ff;j ) f • 12�a � o;~.r��a �r.r=ba :afL~f��? 11r3`�lat<(�� . . �:zlalas'11 omlaujba 1 1 i i �±vF =r• 83nsm �'liup9l� nglzala f J"Ismoto paillu'F1S:o:) ' ' ftccC 4 fte" n±oll ft BS.0 brs b seb i!s pritnid(ricla yd bWssia fnomvm lsaiji,;O E!_1 af3 s =v :'FEi3F'I:; FfitJCiliXFiiV� .ticaqua lel .eric'ei 3111i Arte 6s9b !lid gninldmirm std befs9io tsr)ft !szd ,) 1;aftolbs2 brliupeq rli Jif Sr1c'211sgT103 C;•'t! 1 '' r :(ss+1i? "(1flemOM) :;a�lFri�0T�1 (?QFf+sBcu Sln. S S; -f.» A : (li9f l4�} s31r" R!/; !'.1;� =F.s971 :(n0i13811SC3) fi!f 3,21 Its inn 10M, AYi1 ::IIS Roof Beam[ 97 Uniform Building Code (91 NDS) ]Ver. V5010399 By: Larry J Warner AIA CSI , AEC Group on: 09-19-2001 Project 183621328 - Location: BM -4 Summary- 3.5 ummary3.5 IN x 5.5 IN x 8.5 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 2.0% Controlliing_Factor. Section Modulus / Depth Required 5.45 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS 900 450 Shear (Ibs) 0 -450 -900 2000 1000 Moment (ft4b) 0 -1000 -2000 -.4 -.2 Defiectior (in) 0 .2 .4 LUAU Wil IUulauvil- 888 lbs @ 0 ft -888 lbs @ 9 ft �--I RA -lbs 4 ft i l l l l l l I l l —.315in@4.3ft Span = 8.5 ft Controlling load Cases: Shear. Critical shear created by combinin Moment Critical moment created by com all dead and live loads. nino all dead and litre loads. Span = 8.5 ft ciCL;, "UCS ,q�'( rc''?.. ' E'} eh;.;; �n;o:�u6 rrrroiinJ �'P jrnss8 fioof� "H'A, iZJ AIA lsms'ry L y.Ije J :y8 U4 J r4 - rblsJ4q asigUOU - SA t T4 ?.3 r- Oil v.Z x Of c f oi e.? ' -1)9.;l r! G k,!UfUb(,'O: n0ta9c' .1ot3G� �P31i01tltoi7 ANQ.S :v$ etsupsbA nod -)98 u'Pt'i�lc;aft3 rifeir:�j..t�i3t?l�N,4 ,Tbt3RAO!!i =f1R3�i2 _ .---__ _ �. —_. mL nsl, �c rx�� a!i;ramoAA :c�ncr�iloliro�l 'nev_oriz roiJeric:cno� .iso! 888 ON '�'~-': �' lL_, cam' Sd� _ _- --.-• .__— _ _ . _ _ - __ r � — — �. ____ _._ — f �r'L' oi:oi oor" 1 nailaeii'sCJ U (M) zhso; ivo, ans blab lis gn;radmt� �y befsrlp rser z is x rte �r;sr1? el)SCl av!' bne nseb lis gninidrnoa Vd b9tcEiv Me, nom tsoltiO 'rwmo*h eok;oi evr i tris bleb «'s Qninidmoa_dbe,s.na nauoeft:3� 1&�itno .g6tae€tso MAPOAlO bm,aAOJ — ___ _ Roof Beamf 97 Uniform Building Code (91 NDS)1 Ver: 5.05 By: Larry J Warner AIA CSI, AEC Group on: 10-15-2001:4:18:59 PM Project: 18362B213 - Location: BM -5 V= Summary: LB 3.5 IN x 7.25 IN x 10.0 FT / #2 - Douglas Fir -Larch - Dry Use 28.16 Section Adequate By: 8.9% Controlling Factor: Section Modulus / Depth Required 6.95 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD-- LD=Reactions Reactions(Each End): LL-Rxn= Live Load: Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: L= Span: Maximum Unbraced Span: Lu= Pitch Of Roof: RP-- P=Live LiveLoad Deflect. Criteria: U Total Load Deflect. Criteria: U Roof Loading: Live Load -Side One: LL1= _Roof ' ' Roof Dead Load -Side One: DLI= Tributary Width -Side One: lw1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor. Cd= Beam Self Weight: BSW= SlopelPitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD adi= wT= Total Uniform Load: Properties For. #2- Douglas Fr -Larch Bending -Strew: Fb= Shear Stress: Fv= Modulus of Elasticity: ' E_ Stress Perpendicular to Grain: Fcaerp= Adjusted Properties FW= FlY (Tension): Adjustment Factors: Cd=1.15 Cf=1.30 Fd': FV= Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: 5.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear).- Moment Shear). Moment of Inertia (Deflection): 0.10 IN 0.21 IN = U561 0.31. IN = U386 845 LB 383 LB 1228 LB 0.56 IN 10.0 FT 0.0 FT 5 :12 240 180 26.0 PSF 10.0 PSF 5.0 FT 26.0 PSF 10.0 PSF 1.5 FT 1.15 6 PLF 10.0' FT 169 PLF 77 PLF 246 PLF 875 PSI 95 PSI 1600000 PSI 625 PSI 1308 PSI 109 PSI M= 3070 FT -LB V= 1228 LB Sreq= 28.16 IN3 S= 30.66 IN3 Areq= 16.86 IN2 A= 25.38 IN2 Ireq= 51.79, IN4 1= 111.15 IN4 h 40 c'. ;iwiV f �abrjO pnialits1i� mnolinU Te ims08 toog "Z� ? t�.L�{ ' _: f t,)1)S•C r -i i 'ftU { !f{�� :l_3 t . 180 AIA vnieW i, Vils.f -4$.,. • �-;Vfi3 :(ioir�it! + SSrS��:B� :iasio7�i TI 0: itos�I'G'iOiJS� pfifillfi4i r;l c`;�;.d bfi'lit;il'�' iitt9i.i 1 2�af+;brsr�}nc , � �isUl'�`!?� f'fU(1 bw.1 lasso ri`�Gi.l =• I�fl 184'1 i =!41 SS.fj re.0 =CJ_3_i :b13*J.i s++i.l Si i 8 :{k;ri��tios�) anoifoss� :bisoJ evU X3.1 8s r istoT -+)qba yiiII)Sgt;o hogque ,yIno mseEi) 69ilup9A r:tpmi..i'g,i; see :siE(J Mae@ Ti 0-6 :nrq3 f eknsidt,U rflumi~s1v1 Q " 'oUr� �t3 riolig 081' :rai7eff� .tur�itsh+Go�1 oviJ :GiVti12) Joe14.31 i s'.1 IstoT ' :?F+a � t : ; sri0 9bi2-krso.i Skiloogi o! took z r .1-1 0.?S (�.�ir ='.ia : nO sbi' -bsoi bij Co tooi•i 0.t C+.�S =s uhf l :anQ sbf8-rtbiWest udllT?q ;o,vrebi2-bsa�e�llioo` 2 0.011, . :oviTsbiu-b.a.]C11 34 t U :owT oblc?-tiNVVP hT r' nobeq nils? )Ci 100A :� '��"i'S?� :4r '3'Ai ll ? t fF3Ep :8fJ6oj .bAI%T 2111ww" Isngj i'.ibA rtoti9*of8 :rl#iaras i mssf ...t wibA :bwJ 9vIJI mioti u mass bsoj brii(I mJJlIrf11U MS913 ii.9,Gi a: S =d`l ro�s,l-il 1 zrlpuofl - :� a 3 2sfti got9 0p - :8w 7iC% prilka tsEl I?�i 189 011-0000d i =,:I = :2*amf? i"d? :vi;o42s13 to gultinom :nfsiD of isluoibnscfid : peen? 12 6 V�l,r ='di 2�i1't:3poi�i bzttauibA :snoiIrIgVo=q Ian CIO OE.t=30 i;r.r=bo :910!00--! fnsrnjau DA dr.r--ba :Ploios:4 tnsm12ii bA GiUf = ell, ,►rimiupsi? npipmi :Ina mn,IM 2riilloilno: + tiogqua tts{ molt ;1 0.8 ,ibr>ol evil bnr bpob 11s, pniaidmoo yd betssla inernom ia.-A o H.1 B St 1 Ined? priitlottro-D -bociou2 to .itif ui svif has bissh Its pninidmoo vd b9foelo !soda IealiflU E'Jil ;il R�. � - icy :2noftoy� f?9'iit,++1-,sS? ril{4'+J 2no�iTF,lrno� . . :;fnernraR�l} ?ul:i1 ui+P noitep SM -)x; a :N�Ae) Fe1A Skif a IE =A 4D E'i.rct pe I; :(noi)35fi5CI)ahsnitotrtsroofO r h _ Roof Beam[ 97 Uniform Building Code (91 NDS) j Ver 5.05 By -.Larry J Warner AIA CSI , AEC Group on: 10-15-2001 Project 1836213213- Location: BM -5 Summary: 3.5 IN x 7.25 IN x 10.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate BY 8.9% Controlling Factor. Section Modulus / Depth Required 6.95 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS _�_..._. n__i-_/c.•.. e6....ARA i.rne..+in fln"nn ninnroma 2000 1000 Shear (lbs) 0 -1000 -2000 4000 2000 Moment (ft4b) 0 2000 -4000 -.4 -.2 Deflectior (in) 0 .2 .4 LV OU VVIIIYIIIa UVII J11V n11• vv••u v•n•• v••�•..•••-••••••—••----•--- --- ---- - 1228 lbs @ 0 ft -1228 lbs @ 10 ft 3070 ft -lbs @ 5 ft i - • 1 f J { t { I i i I { I F- .31in@5ft Span = 10 ft Controlling Load Cases: Shear. Critical shear created by combining all dead and rive loads. Moment Critical moment created by combining all dead and live loads. n.,a.,..a:..... e1A4-;-1 A.fi—.Nnn ^mofoA by rnmhininn ail elp2d and lives Ina __._._._.._...._....... _...... _._.._:..._.................. ... ........ _....----- -----W_ Span = 10 ft . gr diu8 �'tto;inU T(lrnsaa tooq ��GS-. ��r •r � r1:,otc� �'1� , :�;� A'A �famslN', Lms.J :r� �-MEl •nu;s:,oJ SS�Sdf81 .t.slo�� �nsmm:,2 3, .� girl - rfvisJ-119 zWPuf)Q - SSE 1 T= 0-0r x 14" as:.N' x VI u ° _.�._- —---..-- _ - _ .�' �(.. 7 �:1�'• l!Sc�n til j��Ci 1 Z'JILi)y`fi ftC�l39G :iUlo_fi'i�ruu�Uno.7 o�$.S�i 6 3tbULF?bti noilJ9i " 21Y1k<< �:C NQl`sa3J�l��tJ�lA,i�i3tlid"r1,S�A3M*✓ --- _� _. _ .r _ _. - - -- �.." :J"d�{ _.� ,Jr-�•�tl rP.^v�,�11R4� = 'i�,lilU?7nC4 :RWQ!1P nU7Sh,dmQ� k140� _ _ - --- --- .. ___ — --• - _ ti 0 , Edi BSSt -- f% OOQS al :5!,11 • L __._,- • __..__.._ _ _-___._....,_ _ __..___. _��_.._._ __ __ _.._._... _ - _: �--:-•} p (cif -ii) eq, t � nUtt�4llCiQ ti �r = =tsgc ebad svt? brts bSSb>ls gn;nidmoo yd bq,,ret;r iS;gm : 4bii, Isar E! aL r� sva bns bseb Hs Qninid!nw yd h9Ssmt, tryumum laoitho -irttamoM oli yd bs+seiqnoi: sb Irina na:tvslisQ NZ Multi -Loaded Beamf 97 Uniform Building Code (91 NDS)1 Ver: 5.05 By: Lamy J Warner AIA CSI , AEC Group on: 10-15-2001: 4:17:22 PM Project: 18362B2B - Location: HDR -GT -F1 Summary: J ' t MacMillan 5.25 IN x 14.0 IN x 6.0 FT ! 2.0E Parallam -Trus %P - Controlling Factor: Area / Depth Required 12.77 In Section Adequate By: 9.70/6 Center Span Deflections: DLD-Center- 0.02 IN Dead Load: 'LLDCenter-- 0.04 IN = U1767 Live Load: TLD -Center- 0.06 IN = U1167 Total Load: Center Span Left End Reactions (Support A): LL-Rxn-A= 8551 LB Live Load: DL-Rxn-A= 4408 LB Dead Load: TL-Rxn-A= 12959 LB Total Load:BL-A= Bearing Length Required (Beam only, Support capacity not. checked): 3.29 IN Center Span Right End Reactions (Support B): LL-Fbm-B= 5130 LB Live Load: DL-Rxn-B= 2673 LB Dead Load: TL-Rxn..B= 7803 LB Total Load:gL_g= Bearing Length Required (Beam only, Support capacity not checked): 1.98 IN Beam Data: L2= 6.0 FT Center Span Length: Center Span Unbraced Length -Top of Beam: Lu2-Top= 0.0 6.0. FT FT Center Span Unbraced Length -Bottom of Beam: Lu2-Bottom= Cd= 1.00: Live Load Duration Factor. U 360 Live Load Deflect. Criteria, U 240 Total Load Deflect. Criteria: Center Span Loading: Uniform Load: wL-2= 0 PLF Live Load: wD-2= 0 PLF Dead Load: BSW= 23 PLF Beam Self Weight: wT 2= 23 PLF Total Load: Point Load 1 PL1-2= 13681 LB Live Load: Dead Load: PD1 -2= X1_2= 6943 2.25 LB FT Location (From left end of span): Properties For. 2.0E Parallam- Trus Joist -MacMillan Fb= 2900 PSI Bending Stress: Fv= 290 PSI Shear Stress: Modulus of Elasticity: E= 2000000 750 PSI PSI Stress Perpendicular to Grain: Fc -perp= Adjusted Properties FW= 2851 PSI Fb' (Tension): Adjustment Factors: Cd=1.00 Cf -0.98 FV= 290 PSI F%': Adiustment Factors: Cd=1.00 Design Requirements: M= 28868 FT -LB Controlling Moment: 2.28 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear. V= 12959 LB At left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Sreq= 121.52 IN3 Section Modulus (Moment): S= 171.50 IN3 Area (Shear): Areq= A= 67.03 73.50 IN2 IN2 Moment of Inertia (Deflection): lreq= 246.90 IN4 1= 1200.50 IN4 r .. ' a Wo:tJ�sg ur jl36"t;ls �prijFa^ Ic?tJ), j=' j, saw JSf:, G0 u�C'0 Evia 10.4 t?SC:ltdiR t(ifOQflfi}2 (;ii owouj): MC�[J;Yr32tf20t12 (!J'tljy) t��cclL� �scti('lJu�; ✓r� ' OL!jl:, rt 2j Wct CWV(;q PA Couippuili sill ?jt35Q jit?L;? 9JIC IAA 100gf f O!a z!bo- iI(%) Vi Irw# anbtr,4 oj; lDst,4 S (Ccug6t et)Vtl) CourLOtpuc ejJE)<,ic Ui!CSI UJOWGUI CLFsSlatt pt, could u, J& slE qG y !t; lqa s7Lir Ii,^.r- Ic)°iq,' -J±, ()S S 5�, L! laut js�� 2nubtlLf a� 2bsu 5 (GFr.ljfit`�su) - wCujL.t�tjlud tt�OU!€+ttj' ' i}j62ji3is }jS,inlLGii Su#c. t"t ARG#3 LITS ' yginll: J tr# f«gafO,:' ('q=4 ,00 Ck=O,bq 4162 l�E�.' Sr1 b2f {%jL6Z:''�;bGuglCrlts:S' i? C-wu lIi'�log�nqIrt? 0; EiKjlcijn epsa jjt 4C^.. i (,r1n�,,! all. .j'Cc L- ' � alUhstrte� c;t: $!7a E »LBgj ts12 j0jZj-MCENIIE u s a0-6 r•ocavo ti; t.Oiu j Rl, aisp): ,�u IT EOIN f'oriq J ag`i FG jogul -Oso- e6su) "?5jj J 1olajtg- s t?l1-�_: ? rir� ;-Ow pssql: 4 bT rlAe f-osq: #'AD- S= c ,rE - iiultmw rosjq. + r�! ___ t Crur®L ebuu rocjgi:)a: PAS rObq DS!!CW' Ctlisus: f-�, S i0'j �Ir 7 g�asq r }rtvjtou SGrOL M : jt� .X 0 , c,,Gu(GL '33su nupLscsq QI Sam- C6uj6L $bst,; IJjj 7t3Ceq Mdjp_.t.VO Ot ecsim�J f gitiil3 x.00 D' 0 L I Ceujs+t �t39:i ; FUGj}J: bra_ i �: Y�-� n'0 h1 SGSUJ Dsf�: SSt.!!1f} j oi1'�lRl 4`i�3 } 'F,�1'fliteaj {651kt t3Ut�' L! t:tjh Uvj C r C•' 6 GOy� , tfte� rosq: -.4Stca-R= r'l ; re CsujGL.,'eI)ctJ }SIT# E::uq LIGs; latta.(a&bott B)• i f••..K;u-p '4211 E � j38�Ll,ud 3"c4url.jp (ReSLU OuIA' 2n61704 Csyu * iii)j cpGcVf;'jj: ' l ogg! i'Usq. �- d� -' 3 rc� U/I Dsstl pew ;T. Hxu-v- ! 302r rE3 -i . Cstl#Gt. '?b311 fGll EDq bScScQOW (SnbbOtj V) f "- tt- KP F13 �olgl rosy: I'InG r s- q:RIACRA t rC� Muss' : {S Cu liii fi1i - ;;sLJlGt Lbst3 ;sjgi?c(Icxua: C)� Li Cr�•rsL_. 0,(11S t � cl{ou yrst3t !& RA: 6:lo\° COUAOII!ua L94- OL: WC -S 1 t7Grgt1 Bir aq r �CifltLltSi.A: �C ll'i x Jd 0 Ili X V'0 t.!: i S'OE 015113W - JIM 10'! 'V"rE+VtEEstJ v: rOcWfOu: HMS G3 (:J ' 9A r JLLA wstunt VII ca; } ICC, (3ionb 013' s r?'� :�' i? $:' .i`, ' ;i(irft�!�rosguq asslli a ('�Ulj;7mi er!iplid COC{(i t-,) vU�) Mul&Loaded Beam( 97 Uniform Building, Code (91 NDS) ) Ver. 5.05 By. Larry J Wainer AIA CSI , AEC Group on: 10-15-2001 Project 18362B2B - Location: HDR -GT -F1 Summary: 5.25 IN x 14.0 IN x 6.0 FT 12.0E Parattam - Trus Joist -MacMillan Section Adequate By. 9.7% Controlling Factor. Area / Depth Required 12.77 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS 20000- 10000 - Shear Qbs) 0 - -10000 .-20000 30000 15000 Moment (ftab) 0 -15000 -30000 -.07 -.035 Deflection (in) 0 .035 .07 LOW COM0111MV11 snvwn.. vYITY I'm - 12959 ' 12959 lbs @ 0 ft -7803 lbs @ 6 ft 28868 ft-Ibs @ 2 ft e i I k I —.061 in@2.8ft Center Span = 6 ft - Controlling Load Cases: Shear. Critical shear created by combining all dead loads and live loads on span(s) 2 Moment: Critical moment created by combining all dead loads and live loads on span(s) 2 P1 _._...___.___..._._..----..----._.._..._._..._....._._.._.__:....__.._._..-_...___..__.-_.-._------..._..._....._.____.._._.___....___.._..._._.._..._...-.---._........_....._- .--...___. Center Span = 6 ft cv .;s1 sF 'l;,(„C.,u8 neinU Ce jms98 bek,04PIQ Ta !vlsmmu2 MO.0 ; i' -q C a x v, 7 t-+ x Mf %'." d t�/1)37/y��a_nry('Jcy1�s�Uy��. /s•,17r1_A`lotas�l_pr olJncc') c� r p YS aJ� - } ,� r0j";aa VO I ,')9 4JQ WAA � 7l" 5f.,0 .1 �Ajf-. S�1�.. Pf;1t71`f10� fiW0:2 (?p i i'1 CfiflQJ'aQ.� _ t- UL )O'S-- gat ,I CC ,Yr 1 OG -c'r C� 10 • c£i) - r eci- - vra;i -- - -- ---- _ _ OF 01, 9':if .?�i6 a� E! ; bL9W lif pi-nldmoo Yd b;JkiBlo .S.'AO$ <: �^ ,, n: rs : a.Y br,3b us Ulnndmw (J Garr jio tnf3fvo l lF,.-0il3 .til£mom e capj bs9b '.s�!r;idm.1) yd t 2feo 3 rdl--.1i-:b I-t.oitil.. � ' _ nc� a,,1s(I rl IMAW _ A 0 ,y Roof Beam( 97 Uniform Building Code (91 NDS)1 Ver. 5.03 By: Lary J Warner AIA CSI , AEC Group on: 09-19-2001 : 4:43:06 PM Project: 1836213213- Location: HDR -1 3101 Summary: 0.90 5.5 IN x 9.6 IN x 6.0 FT / #2 - Douglas Fir -Larch - Dry Use 6.0 Section Adequate By: 9.8% Controlling Factor. Area / Depth Required 8.65 In 0.0 Deflections: DI-Di-- LD=Live Dead Load: LLD= LiveLoad: Total Load: TLD' Reactions (Each End): LL-Rxn= Live Load: Dead Load: OL-Rxn= Total Load: TL -s= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: L= Span: Maximum Unbraced Span: �_ Pitch Of Roof RP= U ' Live Load Deflect. Criteria: U Total Load Deflect. Criteria: 6.0 Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= LLL= Roof Live Loadade Two: DL2= Roof Dead Load -Side Two: TW2= Tributary Width -Side Two: Cd= Roof Duration Factor: BSW_ Beam Self Weight: Slope/Pitch Adjusted Lengths and Loads: Ladj= Adjusted Beam Length: W-_ Beam Uniform Live Load: wD adi= Beam Uniform Dead Load: wT= Total Uniform Load: Properties For. #2- Douglas Fir -Larch Fb= Bending Stress: Fv= Shear Stress: E_ Modulus of Elasticity: Stress Perpendicular to Grain: Fcjerp= Adjusted Properties Fb'= Fb' (Tension): Adjustment Factors: Cd=1.15 Cf--1.00 FV:Fv'= Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: t 3.0 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear. At support. Critical shear created by combining all dead and live loads. Comparisons. With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): 0.02 IN 0.04 IN = U1682 0.06 IN = U1221 2250 LB 851 LB 3101 LB 0.90 IN 6.0 FT 0.0 FT 5 :12 240 A= 180 IN2 30.0 PSF 10.0 PSF 23.0 FT 30.0 PSF 10.0 PSF 2.0 FT 1.15 13 PLF 6.0 FT . 750 PLF 284 PLF 1034 PLF 875 PSI 85 PSI 1300000 PSI 625 PSI , 1006 PSI 98 PSI M= 4651 FT -LB V= 3101 LB Sreq= 55.5 IN3 S= 82.7 IN3 Areq= 47.6 IN2 A= 52.2 IN2 Ireq= 58.0 IN4 1= 392.9 IN4 A << Baru - W ;ro u rIVU =tip J �1;'St� Bi Gas ai G!c =i'ccf 139 7 -ur qj _4 l:4 !E. q 1 PO lay-: ir;n iaq 18'3 „a tar r, r J�3J r Ft.�• r" e IP'' l 1mr99'oaq ':°^ 3G � A.a : UGS- � i •�'i� :rrG ;i:,c ';� ;,>�,^, . fc;� AfA lamsllV L yt1sJ :yE r-HQE; :naithan.i - 8�8�8r faa�i .4:rrnrnu2 tto!r;J-li'� is5!Dt10(i S l 'R (1 C X >/�! c'..p % !�l G.0 bsiiupe l rtg,C l ss1A :locos $nillaztno� de G :ya atsupsbA noi;3a2 •;t1JL :z7oi;c+siisG -rJ1J 'rsr).! besU =sir! bso.t sviJ bsoJ !sloT :(bri3 rias3) anoib6sFi :bGaJ : Roof Beam( 97 Uniform Building Code (91 NDS) ]Ver. V5010399 By: Larry J Warner AIA CSI , AEC Group on: 09-19-2001 Project 1836282B - Location: HDR -1 Summary: 5.5 IN x 9.5 IN x 6.0 FT / #2 - Douglas Fir -Larch = Dry Use Section Adequate By. 9.8% Controlling Factor. Area / Depth Required 8.65 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS h * C ntrolGn Shear/Moment/Defiection Diagrams 4000 2000 Shear nbs) 0 -2000 -4000 5000 2500 Moment (ft4b) 0 -2500 -5000 -.07 -.035 Deflection (in) 0 .035 .07 Load combrnation s own. o 3101 Ibs @ 0 ft g -3101Ibs@6ft �-4651 ft4bs@3ft I . I I i —.058 in@aft Span = 6 It Controlling Load Cases: Shear. Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and five loads. Span = 6 ft gbr,,) mitt u8 rmbi in U Te )msgs ioo zi -C, -1, qUo ': J3A 33 AIIA ismsW L oc� ye M�i(311.rtc,:600j- fIGM TItjp. 9?U Do flolaj-1i9 ariniG3 - r,# \ Ttj 0 3 a.e x V! ax 6ssiA iota I -,),,!noO ci?&B,S 9JSu POI)A rof',qP, KOIT33J4�0 0-14A,TMi;A041 RASHe -nwoda n0ilkin c1mog bEoj f 0 !BA 44 1, r 0 (df -fl) Was- a & J -I,iol m, D,s baeb 11,s RnInIdmoo yd b')%1W, IFI)d? 1401 ISQdE "Oso! T.11 one- osa""4 Ils qnj�Wr-om yd bifttmo Memom lcojijo Inamom i:b,,.c'qv2, drys br,-,b yq(�stL- ao nc,.t �3 08t).16D ned043 50 -f-- — , 3itop- - ft MA6J Column( 97 Uniform Building Code (91 NDS)1 Ver: 5.03 By: Larry J Warner AIA CSI , AEC Group on: 09-19-2001 : 4:46;02 PM Proles: 18362132B - Location: C -BM -1 Summary. 1.5 IN x 3.5 IN x 7 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 85.8% Vertical Reactions: Vert-LL-Rxn= 375 LB Live: Vert-DL-Rxn= 153 LB Dead: ' Vert-TL-Rxn= 528 LB Total: Axial Loads: PL= 375 LB Live Loads: PD= 143 LB Dead Loads: CSW= 10 LB Column Self Weight: PT= 528 LB Total Loads: ex= 0.00 IN Eccentricity (X -X Axis): eV-- 0.00 IN. Eccentricity (Y -Y Axis): Cd -Axial= 1.00 Axial Duration Factor: Column Data: L= 7.0 FT Length: Maximum Unbraced Length (X -X Axis): Lx= Ly= 7.0 0.0 FT FT Maximum Unbraced Length (Y -Y Axis): Ke= 1.0 Column End Condition: Calculated Properties: dx= 3.50 IN Column Section (X -X Axis): dy= 1.50 IN Column Section (Y -Y Axis): A= 5.25 IN2 Area: SX-- 3.06 IN3 Section Modulus (X -X Axis):Sy-- 1.31 IN3 Section Modulus (Y -Y Axis): Lex/dx-- 24.00 Slenderness Ratio: Ley/dy= 0.0 Properties For. #2- Douglas Fir -Larch Fc= 1300 PSI Compressive Stress: E= 1600000 PSI Modulus of Elasticity: Fbx= 875 PSI Bending Stress (X -X Axis): Fby= 875 PSt Bending Stress (Y -Y Axis): Adjusted Properties: Fc!= 707 PSI Fc': Adjustment Factors: Cd=1.00 Cf=1.15 Cp=0.47 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) f& 101 PSI Compressive Stress: F& 707 PSI Allowable Compressive Stress: E;).a :,aV ; i'tit! I F.) 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Columnf 97 Uniform Building Code (91 NDS) I Ver 5.03 BY: Larry J Warner AIA CSI , AEC Group on: 09.19-2001 : 4:46:45 PM Project: 183621326 - Location: C -BM -2 Summary: 1.5 IN x 3.5 IN x 7 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 66.8% Vertical Reactions: Live: Vert-LL-Rxn= 863 LB Dead: Vert-DL-Rxn= 367 LB Total: ; Vert-TL-Rxn= 4230 LB Axial Loads: Live Loads: PL= 863 LB Dead Loads: PD= 357 LB Column Self Weight: CSW= 10 LB Total Loads: PT= 1230 LB Eccentricity (X -X A)ds): ex= 0.00 IN Eccentricity (Y -Y A)is): ey= 0.00 IN Mal Duration Factor: Cd-A)aal= 1.00 Column Data: Length: L= 7.0 FT Maximum Unbraced Length (X -X A)is): Lx= 7.0 FT Maximum Unbraced Length (Y -Y A)is): Ly= 0.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X -X A)is): dx= 3.50 IN Column Section (Y -Y A)is): dy= 1.50 IN Area: A= 5.25 IN2 Section Modulus (X -X A)is): Sx= 3.06 IN3 Section Modulus (Y -Y A)is): Sy= 1.31 IN3 Slenderness Ratio: Lex/dx= 24.00 Ley/dy= 0.0 Properties For: #2- Douglas Fir -Larch Compressive Stress: Fd-- 1300 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress (X -X A)ds): Fbx= 875 PSI Bending Stress (Y -Y A)as): Fby= 875 PSI Adjusted Properties: Fc': Fc'= 707 PSI Adjustment Factors: Cd=1.00 Cf=1.15 Cp=0.47 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 234 PSI Allowable Compressive Stress: 1 Fc= 707 PSI L - Vv i O'Vl N) s"rro Pn.blillp fitlorirll..i W) lnmuloo &kt- . 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L Column( 97 Uniform Building Code (91 NDS)1 Ver. 5.03 By:Larry J Warner AIA CSI , AEC Group on: 09-19-2001: 4:47:03 PM Prom 183626213 - Location: C -BM -3 Summary. 1.5 IN x 3.5 IN x 7 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 85.8°% Vertical Reactions: Vert-LL-Rxn= 375 153 LB LB Live: Dead: Vert-DL-Rxn= Vert-TL-Rxn= 528 LB Total: Axial Loads: PL= 375 143 LB LB Live Loads: Dead Loads: PD= CSW= 10 LB Column Self Weight: PT= 528 LB Total Loads: ex= 0.00 IN Eccentricity (X -X A)is): ey= 0.00 IN Eccentricity (Y -Y A)ds): Cd -Axial= 1.00 Axial Duration Factor. Column Data: L= 7.0 7.0 FT FT Length: MaAmum Unbraced Length (X -Y �s�: Lx= LV --0.0 FT Maximum Unbraoed Length (Y- Ke= 1.0 Column End Condition: Calculated Properties: dx= 3.50 IN Column Section (X -X A)ds):" dy= 1.50 IN Column Section (Y -Y A)ts): A= 5.25 IN2 Area: Sx= 3.06 IN3 Section Modulus ()(-X A)is): Sy= 1.31 IN3 Section Modulus (Y -Y A)is): Le)r/dx= 24.00 Slenderness Ratio: Ley/dy-- 0.0 Properties For: #2- Douglas Fir -Larch Fc= 1300 PSI Compressive Stress: E= 1600000 PSI Modulus of Elasticity: Fbx= 875 PSI Bending Stress (X -X A)is): Fby= 875 PSI Bending Stress (Y -Y A)is): Adjusted Properties: Fd= 707 PSI Fc': Adjustment Factors: Cd=1.00 Cf --1.15 Cp=0.47 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) 101 PSI Compressive Stress: Fa= 707 PSI Allowable Compressive Stress: r tP nbo.r r l;NIU$ nno3inU T$ ;nmafo� f4;=r �L,:S,�:P : f�0 :•fir -�� :nc uuo�u �fti , I2� FiA t&ms�i t, ,�ztsJ :v8 F-It'18-0 :ncitso:�J - �SBSC£�f :3ssia3� nnsmmu? 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Y 'Columnf 97 Uniform Building Code (91 NDS)1 Ver: 5.05 By: Larry J Warner AIA CSI , AEC Group on: 10-15-2001 : 4:23:25 PM - Project: 18362B213 - Location: C-BM-4/5 Summary: 3.5 IN x 3.5 IN x 7 FT / #2 - Douglas Fir-Larch - Dry Use Section Adequate By: 75.3% Vertical Reactions: Live: Vert-LL-Rxn= 1483 LB Dead: Vert DL-Rxn= 657 LB Total: Vert-TL-Rxn= 2140 LB Axial Loads: Live Loads: PL= 1483 LB Dead Loads: PD= 633 LB Column Self Weight: CSW= 24 LB Total Loads: PT= 2140 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y A)is): ev= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 7.0 FT Maximum Unbraced Length (X-X A)is): Lx= 7.0 FT Maximum Unbraced Length (Y-Y A)is): Ly= 7.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X A)is): dx= 3.50 IN Column Section (Y Y A)is): dv= 3.50 IN Area: A= 12.25 IN2 Section Modulus (X-X A)is): Sx= 7.15 IN3 Section Modulus (Y-Y A)is): SV-- 7.15 IN3 Slenderness Ratio: L.ex/dx= 24.00 Ley/dy= 24.0 Properties For. #2- Douglas Fir-Larch Compressive Stress: Fc= 1300 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress (X-X A)ds): Fbx= 875 PSI Bending Stress (Y-Y A)is):. Fby= 875 PSI Adjusted Properties: Fc!: Fc'= 707 PSI Adjustment Factors: Cd=1.00 Cf--1.15 Cp=0.47 Column Calculations (Controllina Case Only): Controlling Load Case: Axial. Total Load Only (L + D) Compressive Stress: fc= 175 PSI Allowable Compressive Stress: j r. Fc'= 707 PSI e, ".d 20 AIA 19MSW L \(IisJ v8 ?'3-M8-0 'no ov,)o ! . IST'.s3e8j jzypolo. 9eLl''00 - O9I&J-1I I dsletjoo-M-19'� XtAl Z" fi x 61. dMaT A8 oliaupbA nw,--n2 MolbrqS Isoi119v P -J14% -Y I slyd vrz j 113 j 11 11 IT-Jry 8.1 UP :zbw.J qviJ ajllt3P, abEoi bGeG- f'j T, ;'hGo.j PACT VI I o"10 :1 . aixA X -X) , I iohso i.- -x,,3 I-)0 I ,(ZkA Y -Y) 3WOSI floilUll)(1, '-.iXA :st-hcl nmulCyl T:1 C. i :(ziAA X -X) -ilpre)J b.,,msidnU mumb(W. TI :(eixA WO (fignei bsimcitiu InurlwUNI noilibnoO br.3 nrnl.j,'cO -a9if)tKj019 bwfiluolr') oi., =xu (W X -X) notma nmuloo a, . P, -(aixA Y -Y) aoiloq?, nmit.oO 1 �X2 -89A - :(aJxA X X) euluboM notlDga - I --v? '(ZiKA Y -Y) aulubalo. flai.;Iqa ju.hs oiJrq aaernsbnelP IpIq G4£; 'GN 00011 i; MbilzrM to z0oboM, 10 v Fi :(aixA Y -X'; �:zsiP' peibqsS ,pq =vd-i :(AA Y -Y) znqllinn�ibnoS IP'Ll 7 'pQ-ieqm9 Yl %.G=q' PM r=rt CC rmbO :violoa i i :(YfrtO a2F4-'-) onlUmllo,10) anoilsluolf,;D nmuloo (Cl 4 J) y1n.0 bEo-I IsloT lslxA:9asO bso ' prijjjc-jjrjG3 219 tag '16- :aawV? wwasiorrioD Column( 97 Uniform Building Code (91 NDS)1 Ver: 5.03 By: Larry J Warner AIA CSI , AEC Group on: 00,,19-2001:5:03:30 PM Project: 183621326 - Location: GBM -5 Summary: ( 2 )1.5 IN x 5.5 IN x 7.0 FT / Stud - Douglas Fir -Lard - Dry Use Sion Adequate By: 8.1% • Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 Vertical Reactions: Vert-LL-Rbm= 5520 LB Live: Vert-DL-Rxn= 1989 LB Dead: Vert-TL-Rxn= 7509 LB Total: A)aal Loads: PL= 5520 LB Live Loads: PD= 1957 LB Dead Loads: CSW= 32 LB Column Self Weight: PT= 7509 LB Total Loads: ex= 0.00 IN Eccentricity (X -X A)is): ey= 0.00 IN Eccentricity (Y -Y A)is): Cd -Axial= 1.00 Axial Duration Factor: Column Data: t L= 7.0 FT Length: Maximum Unbraced Length (X -Y �ss): Lx= LV --0.0 0.0 FT FT Maximum Unbraoed Length (Y- Ke-- 1.0 Column End Condition: Calculated Properties: dx= 5.50 IN Column Section (X -X A)ls): dy= 3.00 IN . Column Section (Y -Y A)is): A= 16.50 IN2 Area:15.13 Section Modulus (X -X A);s): ' ' Sl►-- 8.25 IN3 IN3 Section Modulus (Y -Y A)is): Lex/d)= 0.00 Slenderness Ratio: Ley/dy= 0.0 Properties For: Stud- Douglas Fir -Larch. Fc; --825 PSI Compressive Stress:E= 1400000 PSI Modulus of Elasticity: Fbx= 675 PSI Bending Stress (X -X A)ds): Fby= 675 PSI Bending Stns (Y -Y Axis): I Adjusted Properties: Fc+= 495 PSI Fc: Adiustment Factors: Cd=1.00 Cp=0.60 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) fc= 455 PSI Compressive Stress: Fc'= 495 PSI Allowable Compressive Stress: a t . F-0.2 lev f f2G>r; Fe) sbo:.l oi iblil s !iT otirtu TP InmuloO 'ia qucnc) OEM , 120 AIA tsrfsVIV L ygros -;V i , r c-AR f J':ncfts:,ra.1 &SESBe8t :ibsiolrl ' Pau nQ - f lri isjfl ZRIPu00 - iJu 4 , :IDs .. m i .li )i MJ �i. D ` f'. ' e X ;v a\'#3 er sisu)sbA nolk", 2, L.0 1' nolta32 !�cr;Dt!'rt2nCl i 'd r �c�) rnaitr;�ili,9t;2 nplLl IE;nfliisf� ;�q lcrit98a1 b�#inn Sd at 2rtcl#GnisJ e jr 'rig ` naitvs3A isclflsV `J_i :�(?I ::^',r;•1-JCl-i'�t� :sdlJ =rDcq- T—t. ,;v :n Asto I o ej Kaa =jtl :absoJ !siYA SJ �U t r�� eiisQ t 3vi� Eli 'ebso.l bsgG :tiielskA/ 1198 nmullo") l 00.0 - (s] 'abt of !s4,o T f� 00.0 _yy (i;ixAX-X) Ytioi,fn6ao3 00, t -Ii;IXf -!'}'; :(81xk Y-Y) vti5iitnso-,►q �.yafa�� nQifs�uCJ IsiXA 0•7 =j :stsQ nmulQ;D ( •i :l o o 0.0 =g..; -,v,; AlprisJ :(2ixA 1,.••X) (11MraJ bsaslcinU mum'I:resM 0.� :(alx Y-Y) 4t rfsJ b"idn'V murnUrAill -. ;nof#ibfjoO W1 nm.tiloo ' tali 02 =�+h;�93#tsgrn� hspbfu.71s7 :JO.F i�h :{// ixA nsrsl�loO 1V11 0F,.3t .f'., �X/,-�X)'ncitas2 ,(aixA l-T, noil lsi✓ ii i:'I iiQtJ ZVl �v1i c S 2 may? :(eiyA X-: l eoluboM noita92 00.0 Xw 3 j :(&A Y '') 2ifi.sCQt<ri na.f 2 �).f.► �vb'�{eJ . , :Qit�iS# 2zsn-�l�re#2 ,. 12 i:S9 = rba'isJ-Vl 2&lpuoC!-bts38 :toy esitjqqojy 12a r,�?oocr t =w :Zealt'; 9vizesltI no3 2,9 'vttz.itzsfo to 2u11jbom :(eixA X-%) R2slti✓'pn0ns8 :,afyA Y-Y) a asll?,Qni[lc'eS Ga-0=0 00. t_bO :n1Q.t,^,s ? f(7sMt2ujbA w :ivfMJ 9260 PM110itn03) PROUSSIUaisO ntnu!00 (0 J) yInO bsoJ irt6T,ieixA :wsO n)s - f?nilfQltnrio ICiei Vic: ., ; :22sgf2 civinglt7inoo :8881t2 svi2.0 :cvnc 3 sldswrollA Column[ 97 Uniform Building Code (91 NDS)1 Vee 5.03 By: Larry J Warner AIA CSI , AEC Group on: 09-19-2001: 4:57:48 PM project: 18362B2B - Location: GGT -2 Summary:' 1.51N x 5.5 IN x 7 FT / Stud - Douglas Fir -Larch - Dry Use Section Adequate By: 46.4% Vertical Reactions: Vert-LL-Rxn= 2400 LB Live. Vert-DL-Rxn= 816 LB Dead: Vert-TL-Rxn= 3216 LB Total: A)dal Loads: PL 2400 LB Live Loads: L PD-- 80Q LB Dead Loads: CSW= 16 LB Column Self Weight: PT= 3216 LB Total Loads: ex= 0.00 IN Eccentricity (X -X A)is): ey= 0.00 IN Eccentricity (Y -Y A)ds): y Cd -Axial= 1.00 Axial Duration Factor: Column Data: L= 7.0 FT Length: Maximum Unbraced Length (X -X A)is): Lx= Ly= 7.0 0.0 FT FT Maximum Unbraced Length (Y -Y A)ds): Ke= 1.0 Column End Condition: + Calculated Properties: dx - 5.50 IN Column Section (X -X A)is): dy= 1.50 IN Column Section (Y -Y A)is): A= 8.25 IN2 Area: Sx= 7.56 IN3 Section Modulus (X -X A)is): Sy= 2.06 IN3 Section Modulus (Y -Y A)is): Le)r/dx-- 15.27 Slenderness Ratio: Ley/dy= 0.0 Properties For. Stud- Douglas Fir -Larch Fc= 825 PSI Compressive Stress: E= 1400000 PSI Modulus of Elasticity: Fbx= 675 PSI Bending Stress (X -X A)is): Fby= 675 PSI Bending Stress (Y -Y A)ds): Adjusted Properties: Fc'= 727 , PSI Fc': Adjustment Factors: Cd=1.00 Cp=0.88 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) fc= 390 PSI Compressive Stress: Fc+= 727 PSI Allowable Compressive Stress: a - T„ 8J oon cli a It- 8 8-1 a r Ee 8j 0,042 8,j 008 Lf 0 1 1 G j lig a 13 p u o 0 » b vilp, A "R T x bill a. a at Q.16 yy uo.() 00,0 00. T13 o.N TI 0-0 OA MI =.Iq :Zbsoj iSDA rn,q ipoj ovij Evil CIA" =Tq 3ripiew lisp, f1muloO ;2bsoJ ISIOT =y,q 00000Ar 29 3T. a la? 8TO '23 T- M, IeV (PC)O'PO) sboO onib,U lj�ja mj�jif Te 10muloo" mq wva-4� rOos-'O, ;.,00 110 qUoIr' ) 103A , 1P,0 AIA )smp,,A, L Vic -i tya 8984IMB t :JaSjoI9 Lf 0 1 1 G j lig a 13 p u o 0 » b vilp, A "R T x bill a. a 00 a:Y8 S�SvpsbA noijz;98 :svLJ :besO J-WoT =.Iq :Zbsoj iSDA rn,q ipoj ovij :ebmJ beso =Tq 3ripiew lisp, f1muloO ;2bsoJ ISIOT =y,q .X -Xi OU11.19Z)OB Y -Y) =Y,j rllpnsj baoaidnU mumixsm =0>1 :(aixA Y -Y) djpn$J hsovidnLJ rmom, i%u,-M =Vb :tz" X -X) "lollos?'hMulo, =A :(&A Y -Y) nkjoasLo, nfilulo' X -X) WiubulVo :(eixA Y -Y; PjjjjjboM,,fjojbea , 'ORaq 8eqn1lbriela d:m;_j-,R 2SIQDOO -bu.113 :'.09 *Shgqolq °= d=1 :vfioif2si3 to (,:ixA X -X) nal2pnibnaS -801-hsqvI9 b-ilaulbA 88-0=0"O C0I---bO':2-'Ot0,S9 j('9mJa,.,!-hA -'01 :(vlr,O oai3o pnfllmyao�) arjoit iu,,)Iq.0 nr J) yInO bro:oj bsoj Dnill6ifflo") eldswoliA Column( 97 Uniform Building Code (91 NOS)1 Ver. 5.05 By: Larry J Warner AIA CSI , AEC Group on: 10-15-2001 : 4:21:13 PM Project: 18362B2B - Location: GGT F1 -B Summary: ( 2 )1.51N x 5.5 IN x 7.0 FT / Stud - Douglas Fir -Lard - Dry Use Section Adequate By: 4.1 % • Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 Vertical Reactions: Vert-LL-Rxn= 5130 LB Live: Vert-DL-Rxn= 2705 LB Dead: Vert-TL-Rxn= .7835 LB Total: Axial Loads: PL= 5130 LB Live Loads: PD= 2673 LB Dead Loads. CSW= 32 LB Column Self Weight: PT= 7835 LB Total Loads: ex= 0.00 IN Eccentriaty (X -X Axis): ey= 0.00 IN Ecoentricity (Y -Y A)ds): Cd -Axial= 1.00 Axial Duration Factor. Column Data: L= 7.0 FT Length: Maximum Unbraced Length (X -X A)ds): Lx= LY-- 7.0 0.0 FT FT Maximum Unbraced Length (Y -Y Axis): Ke= 1.0 Column End Condition: Calculated Properties: dx= 5.50 IN Column Section (X -X A)is): dy= 3.00 IN Column Section (Y -Y Axis): A= 16.50 IN2 Area: Section Modulus (X -X Axis): SX-- SV-- 15.13 8.25 IN3 IN3 Section Modulus (Y -Y Axis): Lex/dx= 15.27 Slenderness Ratio: Ley/dy= 0.0 Properties For: Stud- Douglas Fir -Larch Fc-- 825 PSI Compressive Stress: E= 1400000 PSI Modulus of Elasticitv: Fbx= 675 PSI Bending Stress (X -X A)ds): ; Fby= 675 PSI Bending Stress. (Y -Y Axis): Adjusted Properties: Fc'= 495 PSI Fc': Adiustment Factors: Cd=1.00 Cp=0.60 Column Calculations (Controlling Case Onlv): Controlling Load Case: Axial Total Load Only (L + D) frr 475 PSI Compressive Stress: Fc'= 495 ' PSI Allowable Compressive Stress: c0.c 33v 1 J2C1.1 N) gbo'0 pnihlj>.J2 MAW Te inrnuloo mo qutnJ 33A , 120 AIA tsniskk L vnE;J :vA 2-f �-T? J :naifs7o,1- $Sf,�S0Ef3; taoiolri r0's 1 -ti? ssIQuG0 - btt2 t T:I 0,1 x �li'u.0 x Irl z t { �stYtlfu2 i7: nr)i!jbgIan; b,-Ok'v '01 efJollwar*q nl4! *0 )snoits!�l Teg 19,1en sd of 2 hfs+�im' si EJ OetL =rf64 JJ ?tai.' :ancif � 16aif�vV C-1 'i]iS =rxSi•.l;� h�4' :rviJ tro t ftsetj Into F l,s f 2 -"q :BbsoJ IsixA 82 C76 abs ! 9v1J 8-1 Sf �,,��; abroJ bss(J 2J I-9 :ft'Q4V i1:+2 nntu)n� "11 :felxA X -X) vfiJitJns.-?J'- :iaN A Y -Y) sofas ; �.aifstuQ IsIXA TI 0.7 =j sts(3 ornu!oo T= T= `? ' ;) --x I =Ya :(aixA X Xne ) dIp.1 IeornrinU mumixsm :(aixA Y -Y) dfgn91 baasvdnU mumixrPA :noiiibnoa bi73 ninuloO V. :asgMo�q betaluols,) of :(a!XA X -X) noif3s2 n,Ytu)oJ V.i t7?.3t a :,2ixA Y -Y) stc3if:)eS nrt;uto;.i 1:101 L f :tys-sA =�,- :ieix `+ X -X) aulubrtA noifae2 ;. r =nftlX91 *60k Y-Yn eviuborA no,! -q.? ) � ,yL.,,vsJ �3ifa51 2asm�anc�l2 rtainJ-dA ulouo(3 -buf2 ioj 2e,J>;eguj'i 12`4 v) !i}t}i}A l 23F)3t�u 3vi2Z ,Qmoo 12=i CJ -xci-{ 'vdfaiiara{3 fn atJlufx�fJ1 IPII c` -a -vcii .(zJxA?C-X) znjrd onibnc-8 abxA Y -Y) aeove 11n,onse t2;': cf ^ = a { 2eitt5gotq bsf2uihA 00. O=qD CO. t=bO tnemfauibA 01(1O a nD pniiioitno:312rra'sl.;ltn:s5 r,cnulo.;, _.)i 'U + J) ylr'O bi6oJ 1sIoT 1sixA :ersO bso-1 RnHIrAnoJ l2q ��'t+ -a� 2aeiA3 avinsif,mo-n :22eifC tavtayszgnwO sldrwollA Column( 97 Uniform Building Code (91 NDS)1 Ver: 5.05 By: Larry J Warner AIA CSI , AEC Group"on: 10-15-2001 : 4:20:42 PM Proiect: 18362B2B - Location: C -GT -F1 -A Summary: 3.5 IN x 5.5 IN x 7 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 41.00/6 Vertical Reactions: , Live: Vert-LL-Rxn= 8551 LB Dead: Vert-DL-Rxn= 4445 LB Total:Vert-TL-Rxn= 12996 LB A)dai Loads: Live Loads: PL= 8551 LB. Dead Loads: r PD= C SW= 4408 37 LB Column Self Weight: PT= 12996 LB LB B Total Loads: ' Eccentricity (X -X Axis): ex= 0.00 IN Eccentricity (Y -Y A)is): ev= Cd -Axial= 0.00 1.00 IN Axial Duration Factor. Column Data:' L= 7.0 FT Length: Maximum Unbraaed Length (X -X A)ds): Lx= 7.0 FT Maximum Unbraced Length (Y -Y A)ds): Ly= 0.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X -X A)is): dx= 5.50 IN Column Section (Y -Y A)is): dv= A= 3.50 19.25 IN IN2 Area: Section Modulus (X -X A)ds):' Sx= 17.65 IN3 Section Modulus (Y -Y A)is): SV-- Lextdx= 11.23 15.27 IN3 Slenderness Ratio: Ley/dy= 0.0 Properties For: #2- Douglas Fir -Larch Fc= 1300 PSI Compressive Stress: Modulus of Elasticity: E= 1600000 PSI Bending Stress (X -X A)is): ' Fbx= Fby= 875 875 PSI PSI Bending Stress (Y -Y Axis): Adjusted Properties: Fc': Fc'= 1144 PSI Adiustment Factors: Cd=1.00 Cfi=1.10 Cp=0.80 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: f� Fc'= 675 1144 PSI PSI Allowable Compressive Stress: COUInte a"I's 2sieea: `= C �? b2i Coy-':fit}ua i"osQ Csao; "Et lout !'ujq 01jfA (;' ; volmou (E;icnj9j, )Ur (COUIL0111ua C926 ouiA): bq!s+rtwc;ut bsctota. Cq�,:.1•ih) C't=1'J( Cb-� t>;� iC,. H4. "tom �. ' - b bct Reucliucl ?Teen (A-A Vx}2): gbugiuo 2;1c. 2 (X'X VX12)' NN111,12 C) Eiy?r,C!tA: Cou7inaa2lA$ eft522: btol�fatts2 Eo. :,�•5• ��vrsts}ya �}�-rscr,;► ?0^ i:'a �ifIJLj9t(Jtii2 tj£�tf0: '0 aE;Ct}Au Wogrlina (A-A VM2): M2 2sC;!Ou vx0mine (X-X vx!e): VI iI+.7 Co}nwu Zt'•Cf101i a Y j7 •� }2 1VIC CO,rtuu r?scpvu (X-X vxlp): Y ,n ;�• CEEiCq%eq tcS.nitiE[te2: Coirlwu f=ur{ Cmgg ou: INVAu}s w nuptscs;q C6u3;p WA yxl,): rs }..; emn: tnu; nuptscoq ra►�at►1(X-X v)(m): f Y : t1 i relj4o. CO;nwu pals: kl tfxts,l Only(!OU LSCtOI: [cC ; Column[ 97 Uniform Building Code (91 NDS)1 Ver: 5.05 By: Larry J Warner AIA CSI., AEC Group on: 10-16-2001 :09:29:12 AM Project: 18362B2B - Location: C -GT -F1-@ CORNER Summary: (3) 1.51N x 5.5 IN x 7.0 FT / Stud -Douglas Fir -Larch -Dry Use Section Adequate By: 5.3% " to be nailed together per National Design Specifications for Wood Construction Section 15.3.3. Laminations Vertical Reactions: Vert-LL-Rxn= 7660 LB Live: Vert-DL-Rxn= 3936 LB LB Dead: Vert-TL-Rxn= 11596 Total: Axial Loads: PL= 7660 LB Live Loads: PD= 3886 LB Dead Loads: CSW= 48 LB Column Self Weight: PT= 11596 LB Total Loads: Eccentricity ()(-X Axis): ex= ey= 0.00 0.00 IN IN Eccentricity (Y -Y A)is): Cd -Axial= 1.00 Axial Duration Factor: Column Data: L= 7.0 0.0 FT FT Length: Maximum Unbraced Length (X -X A)is): Lx= LV__ 0.0 FT Maodmum Unbraced Length (Y -Y A)is): Ke= 1.0 Column End Condition: Calculated Properties: dx= 5.50 IN Column Section (X -X A)is): dy= 4.50 IN Column Section (Y -Y A)ds): A= 24.75 IN2 Area: Sx= 56 Section Modulus (X -X A)is): 18 IN3 Section Modulus (Y -Y Axis): i Ledx= 0.00 Slenderness Ratio: Ley/dy= 0.0 Properties For: Stud- Douglas Fir -Larch Fc- 825 PSI Compressive Stress: E= 1400000 PSI Modulus of Elasticity: Fbx= 675 PSI Bending Stress (X -X A)ds): Fby= 675 PSI Bending Stress (Y -Y Axis): Adjusted Properties: Fc'= 495 1 PSI Fd: Adjustment Factors: Cd=1.00 Cp=0.60 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) fc= 469 PSI Compressive Stress: I Fc!= 495 PSI Allowable Compressive Stress: : 'V((2cJ� tQ) 9bOJ rlr iifrliuS mjaTinU Te MMU1« O - ;AA ,;i : RRO . (Qf;S•G' 01' -no :'JH qUaO , 180 AIA IsnisAl V-IlsJ :VS no,#GD()s-2S8S$£Er :+oaioic:, ` U >nO . ttm I -tib aslOuat7 - bui21 T9 0.1 x mi a.c x v';1 r r E Ytt sit, -r u2 t E. f. I roll >�? ricrta nr'rIOD bc.ol'J toi ar�oitroR� v��? n&30 1011081,4;sq 'to Sas; r- ii baits rf iJanim c� GC'i w1ofroseR Isoillov snr-JC3 J'12V :,,V1J L '^KSI .I" ,v )s5L A_I asro'fi :abses lakA sr3t;f _r•t ^.i ' t_A ae *; = 'Na')t = 7 Vt '2;sfxlJ•b6aCl Jdt igvV }i!iG �tmlJiA`i fi ati % 0^ UTbeoJ rrJoT Y. -X) vtbijJr::g0o3 >3t t --<s'AA t;, :(abcA Y -Y) Ytiaijlnso,•+3 r :jorU�n r;oirajuQ WxA -_� :816c) nmutoo 1'4 1'1 _•:.) :(zlxH X -X} rili?nsJ b5�.°.1Q:. tZ'1L'fi�fX$jf (.t _ :(ZiKA Y-'rj d.IgneJ>a4�rj[try?J itG;r;ixc�4 .noiribno') `,n3 nrriuio*,) viI �c'.a ,rb :<41hfwjiq tyaldi,)lso :(eixA X -X) rnuilcpcjJ nmijJoO Wf t•S =! -(81x.A Y -Y') noir�.3 r;rnulo� Elul t:B.SS c2 :esjA EYii $ t .--V;?lahc A X.X" -Ulvbal/t ijoi;:,s2 O,O - +rakes J -:(eixA Y -Y; 2;u abat3'nair 2 u.C� b�,,��,J :airz;Fi p2eM,tbljeiv lac, t'. riotyJ-lid aslp:JOG -burn, :Io! a iirlaclojci l?Iq COCOOAI -3 :223tr2r:Vi2astgrl,o3 129 2% 'YJi ,fkr 03 to aul:iboM :(eixA X -X) PPSIJ?. pnite-48 (abrA Y -Y) 2zsjrc' pnibnse a9R*gOi9 baJau(bA :'0i i38.0=g0 UQ, i =b;D ;ajokjs , Jrl:jmt2ufbr, t2q F ?A = ,Y irnO g2� pr;illotlnoO) anoltsruolr_) nmuloO (0 J) YInO baoJ into r ISIxA :sEFO bsoJ anllfUjfnoZ) :ea�itJ2 evieagvilloo :s 29 2 evien-M 05 elc6-,vollA Footing Design 197 Uniform Building Code (91 NDS)1 Ver: 5.05 By: Larry J Warner AIA CSI , AEC Group on: 10-16-2001: 09:29:20 AM Proiect 183621328 - Location: FTG-C-GDH Summary: Footing Size:1.67 FT x 1.67 FT x 12.00 IN • Footing has been designed without reinforcement Footing Loads: Live Load: PL= 2756 LB Dead Load: PD= PT= 1397 4153. LB LB Total load: Ultimate Factored Load: �_ 6841 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: PC= 2500 PSI Footing Size: , W= 1.67 FT Width: Length: L= 1.67 FT Depth: Depth= d= 12.00 10.00 IN IN Effective Concrete Depth: Column and Baseplate Size. (Wood) Column Type: Column Width: = 3.50 IN Column Depth: n= n 3.50 IN Bearing Calculations: Ultimate Bearing Pressure: Qe= 1539 PSF PSF Effective Allowable Soil Bearing Pressure:(With increase) Required Footing Area: Areq= A= 2.71 2.79 SF SF Area Provided: Baseplate Bearing: Bearing Required: Bearing= 6641 LB Allowable Bearing: Bearing -Allow= 33841 LB Beam Shear Calculations (One Way Shear): Vu1= 7 LB Beam Shear: ; Allowable Beam Shear. vc1= 8684 LB Punching Shear Calculations (Two way shear): Bo= 54.00 IN Critical Perimeter: Punching Shear. Vu2= 3627 LB Allowable Punching Shear: vc2= 46683 LB Bending Calculations: Factored Moment: Mu= 16636 IN -LB Nominal Moment Strength: r Mn= 54275 IN -LB { } r I y I U.� 1aV f iaGO i?)!Dbo' pnlili!u.! 1n,Q1ir1U % 1(minQ P0003 :nc, quo, J l GF? , 12D AIA 1amsW L'vnsJ F�Q;��-aT� :noiJaln - SS OSR josioia :vls(Tlrurp, A OO.Sr x "'Mt x7a tv.t :ssl2 pnifoo'� J(9meO101nisl fiiariliw banelaeb need as l n mtoo'1' -Jq :abMl gnifoo� 8.J `i j =CIP •br of .)VLJ 9J Uf4 ,T.q bsoJ 5ssQ r ra=y =;,q :t)so_i WOW :boo.l bszo.*os'q SterTIiflll 8q int; C1.5ar as1r+aga19 piloe=l nn'rlseS lio? 5.dvvoNA M12M12siva2e'Nl . �:�'� :rlfgtisltu� 9V18ZJ1q,fT1G�' 9f01Q+'iQ� 3 %a r �t.rr ssi8 U6100=11 Ti +c? i -J rflbMI of 1 fasC3 1111 013 ,ir •:r; 'tif{l�� 919,Jno:J fiY13�9i1� (iioov%llE�Si%3 etslf]sasa rbna nfrOOD 1,1; �1 r I -(11 :9'1VT nmuloo AlbO nmuloo :r)lgsfl nmuloO q8� � $Ai = :f,'10i1siuo!sO Unlise8 :97U829�q pnlleat� els, l2 ; '� a = (9%r.,41:,ni rlfi:"1}:siif2wl� �ni1&9E3 li0e; �Id5t�0i�!`� sYi1�.;r13 }.51H :sa1A Qrift���t t�1ntA;3R :bcnivolq esiA S i to c r =vro},A-railrs►; :D91r'1p;M pni:seb :rr;;lse8 sidsv�a!!A ;Ossri8 qsW en0) ana,ssr:lutfyJ �ssri? msy8 $J 11,805� r �v 13.318 mse8 .I802 msad aldsmilA bit O;).*••5 °8 :(7scq;ia yaw W) enoucluo!r;3Islip, pnirlonLA 31�� 3E =Sue; :lsfsmiloct lwil'no i3 ` �`�'�';' `bv •iLkr118 pnilionu9 ISSd?, rrlrfcnu9 slds•NallA uIvi ;enoifaluolsD prilbneS JnSMON! tislobBq L J lel' i i1 ` -r1 ! :rOnsita 1nOMOM lsr1lmom Footing Design f 97 Uniform Building Code (91 NDS)1 Ver: 5.05 By: Larry J Wamer AIA CSI , AEC Group on: 10-16-2001: 09:29:36 AM Prolect:18362B2B - Location: FTG -GBM -4/5 Summary: Footing Size: 1.25 FT x 1.25 FT x 12.00 IN • Footing has been designed without reinforcement Footing Loads: Live Load: PL= 1483 LB Dead' Load: PD= PT= 657 2140 LB LB Total Load: Ultimate Factored Load: Pu= 3441 LB Footing Properties: Allowable Soil Bearing Pressure: Os= 1500 2500 PSF PSI Concrete Compressive Strength: F'c= Footing Size: W= 1.25 FT Width: Length: L= 1.25 FT Depth: Depth= d= 12.00 10.00 IN IN Effective Concrete Depth: Column and Baseplate Size: (Wood) Column Type: { Column Width: m= 3.50 IN Column Depth: n, 5.50 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1370 PSF Effective Allowable Soil Bearing Pressure.(With Increase) Qe= 1418 PSF SF Required Footing Area: Areq= A= 1.51 1.56 SF Area Provided: Baseplate Bearing: Bearing Required: Bearing= 3441 LB Allowable Bearing: F Bearing -Allow= 53178 LB Beam Shear Calculations (One Way Shear):. Vu1= 0 LB Beam Shear: Allowable Beam Shear: vct= 6500 LB Punching Shear Calculations (Two way shear).: Bo= 30.00 IN Critical Perimeter Punching Shear. 2= 344 LB Allowable Punching Shear: cv 2= 25935 LB Bending Calculations: Factored Moment: Mu= 6452 IN -LB Nominal Moment Strength: Mn= 40625 IN -LB W �'.� . isV f i (-CJA tn) :+b•;;, pribiuO m linU Cf? } nQi25C) pnifoo9 ' r£ pS BG . t()t?, • t no :uvi� 39A. 1,30 AIA 19insIN L ynsJ -V9 r?1A-t�IS-�-c�T3:noilsoo! �3s�3Sr?E8t '1�i0t9 r3J CJJ Cr:i -nq -12q K;r4 = -) i 7':' 00. i btu AN) of ;2 ;b At 0J 1q.: 411 Jt ,Ii m post x'ri as. r x TI ate.' :e -%:a pnitoon,, JMM90101 iat luoft%u bsnpiamb need asri pnitoo=3 absoJ gr(iiool� :bs0.1 ,avi! .tsoJ b,39CJ :�scJ Is;oT .bsoJ b;,to!xI etsmiiiu .aeitisaotq gnito0 + :9\u22etq p111689 lio2 eldswo!IA :Wgnent2 ,\+(a2Q;gmo ; s1✓»n0 pnitoo? rftf)i1�! rlrgst} stgtano'3 9'Jr' wti ssi3 ntsk"'ine b(Is rrmuloo :oav" nmulo') *.ritbiA nmvhO .sthx8(l nfr lbo :anrjJsluoisO pnhao8 atu2xetg Rn(aw8 3tsr;,itll! {ensr.)nl rl)iM:etu2?ot9 pnilssS 1102 aWTmollh eviloA3 :estA gn+too; bs riupsii ::moi; votq eo:A nitr qe etsigsase :b9tiutraR ptiftP.f�R 'p'lires$ sidswollA MAI?, qWN onto; jssria rrs•36 nw)r 2 mss8 :tr;odP, mceR eklewuf)A :{tficrrfi; vew owT) anoftslu-fF�) teeda gnirY,a,;uq .13i9(n(tsq 133ijrt,,) 'awia r,nf z)nuO. tssrl2 pnabnO eldswoilA 'ar7o3sl+ MG3 prnbn98 :inemo,V br3tvior3� :rtJpn9tia tn3mo,%l Isnimot� Footing Design f 97 Uniform Building Code (91 NDS)1 Ver. 5.05 By: Lamy J Warner AIA CSI , AEC Group on: 10-16.2001: 09:29:41 AM Proiect: 18362826 - Location: FTG -GBM -6 Summary: Footing Size: 1.0 FT x 1.0 FT x 12.00 IN ' • Footing has been designed without reinforcement Footing Loads: PL= 645 LB Live Load: PD= 399 LB Dead Load: PT= 1044 LB Total Load: Pu= 1655 LB Ultimate Factored Load: Footing Properties: Qs= 1500 PSF Allowable Soil Bearing Pressure: PC= 2500 PSI Concrete Compressive Strength: Footing Size: 1 W= 1.0 FT Width: L= 1.0 FT Length: Depth= 12.00 IN Depth: Effective Concrete Depth: d= 10.00 IN Column and Baseplate Size: (Wood) Column Type: m= 3.50 IN Column Width: n= 3.50 IN Column Depth: Bearing Calculations: Qu= 1044 PSF Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Qe= 1350 0.77 PSF SF Required Footing Area: AreQ= A= 1.0 SF Area Provided: Baseplate Bearing: Bearing Required: Bearing= Bearing -Allow= 1655 33841 LB LB Allowable Bearing: Beam Shear Calculations (One Way Shear):. Vu1= 0 LB Beam Shear: Allowable Beam Shear: vc1= 5200 LB Punching Shear Calculations (Two way shear): Bo= 0.00 IN Critical Perimeter: Vu2= 0 LB Punching Shear: vc2= 0 LB Allowable Punching Shear: Bending Calculations: Mu= 2483 IN -LB Factored Moment: Nominal Moment Strength: Mn= 32500 IN -LB I U :79'1 l 200 rn; eba0 pnibii IB miouni3 7131 nQ:Le(3 prrlloog 'A P4 0t ,;, 4uoi�) 12;) AIA tsn7„W L vns.f yrj �•t�iA•,�-aT=� mojGJu.I - &S9S8F. r :fs5b? Gll r34.St x T V x T9 4.i :9s;2 tattilool :�;n?r>uG ir�m Yn3nis7 :;rctttiw berg;2Qh nesd asci gnaoo= Ej �.3a Aisoi p"10,001 9.1 i?at; ter, _i 'beo-1 -ji.i X3.1 M4) r -T <.i :b39.7 bang a! eat, 11 =uq 'bso] is16T bEC i b© oisSl Qls.7tiflU :87U22:rY9 Qni?S9fl lion 9ldhwoliA :rtJgn9?f2 9VIE2.^.'1CITnU� S��i9�1p:i :oxi2onifoo� T t? : j :flti3i{ .^1 iiO,Sr =#Iq,,r� :rtlQres.t :rltq� sJs7crtn:� s�U:i:,911� t,covti+l :ssi2 ens+vgtsrj bns nmuloO I'll t,1c E ninulo3 ` :rllgeo nmuioO -,pD :$rK�itffL+ols� pnll.s98 leg (w1 =,"0,:8tuaas7� �rr?��r,l� etsmWu :alueee?9 gni7Fs8 Roe elft ol1A s} ttosiiif 92 tj. P -t; :soiA. gnl=9 bdiwp ;A :bsv,vo)l ss?A Pnl,wsss gle4o9r-F9 AJ i'r BEE ~ vo iA-enne t3 :b}�uniHua;�[[s (p/�♦hsA 8s ; r.u'V :hssrt? ysW snO) ano: blU;►i,)1Ei )dp. mF�'g :I=ii- Maeg sldswUIiA 11. X ^, '(1u,4 Z ysw owT) eno;isitr,isz) issri2 g(airlor•A ; =K74' :t$9r1 ,7rrcl;+nu4 :7 srlu' etd! woli^, >i_.�qy �,:• =U. :anoiisju:)ls:) gnibnaig 8.l im ;nDmoM beicizol :rlJgns?f2 fr.9rnoA7 tani,;,4ln i I U Footing Design 197 Uniform Building Code (91 NDS) ) Ver: 5.05 Bv: Lang J Warner AIA CSI , AEC Group on: 10-16-2001: 09:29:28 AM Project: 18362B28 - Location: FTG -GGT -F1 -A Summary: Footing Size: 2.75 FT x 2.75 FT x 12.00 IN ' Footing has been designed without reinforcement Footing Loads: PL= 8551 LB Live Load: 4445 L Dead Load: PT= PT= 12996 LB Total Load: Pu= 20760 LB Ultimate Factored Load: Footing Properties: Qs= 15oo PSF Allowable Soil Bearing Pressure: PC= 2500 PSI Concrete Compressive Strength: Footing Size: W= 2.75 FT Width: L= 2.75 FT Length: Depth= 12.00 IN Depth: d= 10.00 IN Effective Concrete Depth: Column and Basevlate Size: (Wood) Column Tow m= 3.50 IN Column Width: n= 3.50 IN Column Depth: Bearing Calculations: Qu= 1718 PSF Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pr�sure:(With Increase) Q� 1823 7.13 PSF SF Required Footing Area: Areq= A= 7.56 SF Area Provided. Baseplate Bearing: Bearing= 20760 LB Bearing Required: Bearing -Allow= 33841 LB Allowable Bearing: Beam Shear Calculations (One Way Shear): Vu1= 4089 LB Beam Shear: vc1= 14300 LB Allowable Beam Shear: Punching Shear Calculations (Two way shear): Bo= 54.00 IN Critical Perimeter: Vu2= 17285 LB Punching Shear. vc2= 46683 LB Allowable Punching Shear: Bending Calculations: Mu= 85634 IN -LB Factored Moment: Mn= 89375 IN -LB Nominal Moment Strength: i30 a 79V ,1A 8S: S:6cJ { (2(`I0 ta} ebcD apibliva m�ofiinU Cn nr?i�s0 t nifoC� rt;0y.{,r-Or ^a - J3A , 123 AIA 1smaW L VTis.! :Ya A4940-3-@T9 :noitsool - BStJSc�£8t .rasioti� 14100-2 r x Tq C~.S x T-9 4C,S :esi2 Gnli:�ni �sn1fi312 Momamini9l tuodlivv booft9b nqsd awl tniion: aj :Zbsl-�J bni;oo IIJ bso.l wyo 8J 3gL'S; =,,; :baoibeeQ bsoI 1p,46 :bso-1 bsiuloeq f;rrrjtilli ley ODcS �,'a .89it;9gO��i Dnitn^� 43jua2qjq onhc58 fie2 sidswollA :flti�n81t:9V12c91Cfifl��i 0ty1Jtlo� gn!tooi n ;s =J V1l 9uSl' =111,190 rti nsJ e4a.0r twb i:�o9t1 :ritgsL? ntsi�fin, `i 5; r103s (boolAf` :ssi2 ytslosa;a bns mmiloo 01 OF- - , At A nfruloJ :nt(lsl7 nmuloz) 3$'? b'T E -u{J as�oitrtuatr,„a gnhssG q? Er .; =;t;�Fi :alLfze91l:1 pnhr sea 9S61fli4,lU (sa69�ar. r+r�Y)zu�aslq pfuls98 lion ©ldrmvA- svaz�arla -qai dG C :;1 as7A onlroo- ba?aJZ'9 ! :'a3biuoi� �SiA £?J OKOS Pnnf39Ei etGigs?,F.ri 8-1 e �L:%� :<Q!�Q-(Nitlfirif:-.btivupor l jrlhr--ga :PnhwO g!dswol)A H r 4,V :(7Asfi? VSW snO) anoitawieJ lw,,ie M699 HJ 0r C4r r,^,V 7f3afl?, inssB nrsn2 mj398 elldswollA Vit 00.48�, :069dZ YF:v OW �} l(n ZrloitF(1)JjGD 2 pritiorug 8 M1� i?rs, .. -SuV :l�Jt3n11�8�1 Ir�+ri)J 191:ts9rt2 £ i ili �' v t?nitt mucl �t ri2 gniftonUq yldswollA aJ-01 :frtoileh:olsD qnibns8 s.!-iii ar£f?t3 =,00 :rnamolM bslo:oe9 :fbnnsyt2 1nemotai !srdmoh Footing Design f 97 Uniform Building Code (91 NDS) i Ver. 5.05 Group on: 10-16-2001: 09:29:31 AM By: Larry J Warner AIA CSI , AEC Project: 18362626 -Dation: FTG-C-GT-F1-B Summary: Footing Size: 2.25 FT x 2.25 FT x 12.00 IN * Footing has been designed without reinforcement Footing Loads: Live Load: PL= PD= 5130 2705 LB LB Dead Load: Total Load: PT= Pu= 7835 12508 LB LB Ultimate Factored Load: Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 2500 PSF PSI Concrete Compressive Strength: Footing Size: W= L= 2.25 2.25 FT FT Width: Length: Depth= 12.00 IN d 10.00 IN Effective Concrete Depth_ Column and Baseplate Size: (Wood) Column Type: m= 3.50 IN Column Width: n= 3.50 IN Column Depth: Bearing. Calculations: Qu= 1548 PSF Ultimate Bearing. Pressure: Effective Allowable Soil Bearing Pressure:(With Increase) Are_ 88 SF Required Footing Area: A= 5.06 SF Area Provided: Baseplate Bearing: Bearing= Bearing Required: Bearing-Allow= 12508 33841 LB LB Allowable Bearing: Seam Shear Calculations (One Way Shear):, Vu1= 1621 LB Beam Shearvc1= 11700 LB Allowable Beam Shear: Punching Shear Calculations (Two way shear): Bo= 54.00 IN Critical Perimeter: r Vu2= 9381 LB Punching Shear: vc2= 46683 LB Allowable Punching Shear: Bending Calculations: Factored Moment: Mu-- Mn= 42215 73125 IN-LB IN-LB Nominal Moment Strength: ribliu3 mlolimu SQ I npiasr7 Gn4009 "Y1A r�.i a;r~r, : rQ�S 3i or . .t'o q!ahrtc? 33A. 183 AIA 19n1 ,,"J t, y17G:1 'Y8 0100 Sr x T3dS.S x T-1 CS.S :I+2 !,nitca;�srnma3? insm�otni97 fuortiivr banpiesb n9sd asft gni;ooa . S -t � i : awt- T��c :2�+60J ni1QGj 8.i 8.i ;% -, q :�oJ pvU bsoJ besO ea nC!irS 1' 'aso.! tlts7o'3s ! &tf�mifi; 29"C' �S =,)'_! 31t}28ti7 Qnno-ge li!+? "61r3GrrotlA gnilofl .ritpnolta ovinLelgffro") e19'nsoo alt ti. rJCl7r ^�jj�Zt:3 rifR'19-! Woo d3y9c7 sto7or!Qo ev: sties in ihpn�',f� �.t� ySii= 31 rfg3art'i has nmulor, fi? :0Qj o nuio; :r?1fliLP! nmuio =jO .also runtlw :anobsluolso unilsy8 91r;a,i's IU g,111Gs£31io2 eli7swollA. svi*gne BJ FJ_t 6,jLS1 -noh&913 •v$bA/011 GoiA .Qf;( ;q2 $tslgeasa ; r =+'fa'.r 1-gni7s4 f3 :t>y7iun;�'a nni?ss� 8 rc� r = r f,v Wdlk!.98 eldswollA :Ossr'P, ysw en :0), anoilsh ow lf; dp, frnr� r f r �,u :lfi 3;t2 roses 11i E)G.? c', : �r� :"bsri2 M6398 sldiswolfA :;?Gaffe YG:v QwTj 2nr�itslu:•1r71Gsti2 pniriartuq GJ 8-1 i Eg U3 - A _rli'ii :7819ff iKf� lsoif!1;J >�v �suri� unir!aru9 8-14414 t S w =,rt:1 :1GOI QniFbnuq N&vvo1lA .2n^st;luofs3 ignibn3$ BJ -V1 -JIM hismoM bsloSas� :ri,` Dlt2 frinmom isnimom Column( 97 Uniform Building Code (91 NDS)1 Ver: 5.05 By: Larry J Warner AIA CSI , AEC Group on: 10-16-2001 :09:29:01 AM - Project: 1836262B - Location: GGT-E1 Summary: 1.5 IN x 5.5 IN x 7 FT / Stud - Douglas Fir-Larch - Dry Use Section Adequate By: 33.9% Vertical Reactions: Live: Vert-LL-Rxn= 2616 LB Dead: Vert-DL-Rxn= 1344 LB Total: Vert-TL-Rxn= 3960 LB Axial Loads: Live toads: PL= LB Dead Loads: PD= CSW= 328 1328 1 16 LB LB Column Self Weight: PT= 3960 LB Total Loads: Eccentricity (X-X Axis): ex= 0.00 0.00 IN IN Eccentricity (Y-Y Axis): ey= Cd-Axial= 1.00 Axial Duration Factor: Column Data: L= 7.0 FT Length: Maximum Unbraced Length (X X Axis): Lx= 7.0 0.0 FT FT Maximum Unbrac ed Length (Y-Y Axis): Ly= Ke= 1.0 Column End Condition: Calculated Properties: Column Section (X-X Ards): dx= 5.50 IN Column Section (Y-Y Axis): dy= A= 1.50 8.25. IN IN2 ,Area: Section Modulus (X-X Axis): $x= Sy= 7,56 2.06 IN3 IN3 Section Modulus (Y-Y Axis): Lex/dx= 15.27 Slenderness Ratio: Ley/dy= 0.0 Properties For. Stud- Douglas Fir-Larch F� g25 PSI Compressive Stress: Modulus of Elasticity: = EE= 1400000 PSI Bending Stress (X-X Axis): ' F Fby= 675 675 PSI PSI Bending Stns (Y-Y Axis): Adjusted Properties: Fd= 727 PSI Fc`: Adiustment Factors: Cd=1.00 Cp=0.88 Column Calculations (Controlling Case Only): Controlling Load Case, Axial Total Load Only (L + D) fc= 480 PSI Compressive Stress: Fc'= 727 PSI Allowable Compressive Stress: s c'Q.,- Jev 1 (i;Q i M) oboZ) pribituB nnolinU S'81nrnulo,-) ; Tr:'i �: ?f1 'OC' at•,;i ro Citjotc) AA , 12:a Alla 19msW L 119J :y9 P3 -7c -a :noitSaoJ •4Ei8r8r s2l' y�rCJ - M16J-IR 8slpu00 - but2 Mi i x tAi c.d x o, a.t 4l°8.££ :yL ©feupsbA nodnoe A + c.'rc�5; =r.xs�-!.:( *IE'v :2noifas9s isoitnv 'EIJ svi.! bs:3v 8 t >? E =mr�i 1T ;�.jv Into S i -absu 1 !,svA` pboJps,yy{ evi�Jy 8jr'. fIq "'Y�J4' .71��5i1 l� � rrrl�iiV�1 00.0 :(aixf% X Y) V""Uh)rqw3 0Q.. �ir�:iE�-tPv (iI:,1t:(7 wtkA T i (j.' = ! -SIGG ;7m jf,)� T? Ta C.S ��,� :OlonsJ :(aixA X -Y,) riton9J bso incinU' muniiye.h9 C C. ,. V{J '(81xA Y -Y, r!ignod bans-ooU mumixsM :noit h"Oo brr? nmulo;J :zei*tif gnzq i:r39�;iuofsa :(aixAX-X) nob,)) W! S�1t 66t 4 R.0 =,i, �'rtta�' ,,)mufo3 • fai�cA Y-YI no;". P, nntuloo 11) =V;a A :(eixA X-X� euloWM noinea tS �t -xb'x9J :(EixA Y -Y) eulubo`A noi;392- :Qit&� e2en{9:1ngi:? iMaj-(i'•� zewuoo -t olte 'tr,•i 2Jingg0jq ti?i �'���p _��' :iZ3it�i yVrY.ZBlgfPi0:1 219 ci:! - 'Ytioit2st3 30 L'UhibOh1 l8q r',iu =Yri a '(aiXA X -X) EP-SiT8' Qnibma . :(ebcA Y-Yt aeslf, pnitln> t0llieiO19 it<.OuibA. 88.0-q0 CJ. f =ba :alom:j Mamteu:bA :(klrto Baso anillollnoo) afluIts)uaisa nrn>_doa lte�"t C,&-ZC3 Jt ylno btsoJ lsfo., fsix.A •9asa bst:�J Rnilioltnoa 129 i;T o� :azslt2 r�vta29?;ir?aJ :E�sZtnG 3VlE$9��i(tra3 $��LNCJli:1 Footing Design 197 Uniform Building Code (91 NDS) By: Lang J Warner AIA CSI , AEC Group. on: 10-16-2001 Project: 18362132B - Location: FTG -C -GT -F1-@ END Summary: Footing Size: 2.67 � 2.67 FT x 12'IN • Footing has been designed without reinforcement Footing loads: Live Load: Dead Load: Total Load: Ultimate Factored Load: i Footing Properties: Allowable Soil Bearing Pressure: Concrete Compressive Strength: Footing Size: Width: Length: Depth: Effective Concrete Depth:. Column and Baseplate Size: Column Type: Column Width: Column Depth: Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure:(With Increase) Required Footing Area: Area Provided: j Ver: 5.05 :09:29:45 AM PL= 7660 LB PD= 3936 LB PT= �11596� LB Pu= 18532 LB Qs= J500 PSF PC= 2500 PSI W= 2.67 FT L= 2.67 FT Depth= 12.00 IN d= 10.00 IN 74222 (Wood) Factored Moment: m= 3.50 IN n= 3.50 IN Qu= 1627 PSF Qe=! o1 �A= SFF 7.13 SF Baseplate Bearing: Bearing= Bearing Required: Bearing -Allow= 18532 LB 33841 LB Allowable Bearing. Beam Shear Calculations (One Way Shear): Vu1= 3482 LB Beam Shear. vc1= 13884 LB Allowable Beam Shear: Punching Shear Calculations (Two way shear): Bo= 54,00 IN Critical Perimeter: Vu2= 15242 LB Punching Shear: vc2= 46683 LB Allowable Punching Shear. Bending Calculations: Mu= 74222 IN -LB Factored Moment: Mn= 86775. IN -LB Nominal Moment Strength: I c' IP ::e rgf sbfa,) ori IAuR na;efiinU TP I nGiaet) Gnitooq 'ala 4r fSC : c;G�� of -pt i:) I:1A .nu 4+�c , 183 A€A iarmW L ynsj :ye -OM3 041,1.0-D-OT7 :noitc,���J - £ s St3E8t :iasio��t Al OO.Sr x T3 Ta,S x TI 6.S ,3s+3 pn!lao �&rnmuu ain tmfnaoiiel JUC)dtiw bengiasb rrssc ax,ft pnitooy BJ Way =J4 :zb,ocJ gn000=i 'bRoJ bs-30 :baoJ €woT X84 JU? t a�� :beuJ i)si(1f✓Ei�?tEirni!€li €� OncS �U"' asillsC1019 gnitrie* l 9,UE29i�1 PNI698 lioe sfrisv+L,!!A T9 f � rligns,iu Evi42s1gn►aJ etcnano3 7 i �d.S =y+�:Ssi2 = t gnitoo t iii ttO.Cf =rilq:�f1 :ri t iW rttg,i�J tZ1 00.0; , :r;tgso stsi•:�rzaJ sv,ia�t13 (b00Vb} :9si3 a,LlQBib bns rtniuloU V) bl! Oc. r 0,2 f-PAA -rr :e'vT r,m:jlo -n . .fi,l,rn.!,�€oma X29 rS r ~UU dtgc'� f,rm+la0 an :ut�ehlols,3 gniias8 €?q r�figr .) :sivaEel4 annss,'s!'smi#!L€ (9$aEi onl f€tiW):eluaaslq g,-j€1698 lio2 oldswoilA 98 ul .` =A 69A ps000-i 1�91:11R9SZ :bMikio"P ssiA 0i 5:.�:£f! �pr,,5t� nnitss3 olslgoz,$ a_l it` ::t/lt7li�.-4'. iliEin^� t/9ii1J1a.7�€ R�fiYBH@ •pni:sye 31tis�voilA 8J Sa «L u,'v :(16362 +SSW snO) onoitslu3ji3 lssf12 mese 5J 4WE; =iov :'tss i2 m398 ;16968 fnss8 eidawo€lA t1i OD.�? x y8 :(laola vrw owT) ano' slu3lso Isl3da anirlafiu�i P ! S€a r -Sup; :19if3mii3a fs;rii;i ,9J F'E.1 P -cav •1s9ti8 Oni(lonuq 16962 gniemnu4 oldowo!lA 3J-Vtit.'$:S.`-•s .:,t;ri :�r,Ssislu3ls:� gniUc�-;�e 8J-t7! 4i iJ8 =nr,p :Insmakl bglc)jos? Afenelt2 insfnoM Isnimoil o a Co a0-------------- ko Qe ....Q 30! . .,..:a. �`i yy��"i .� ._ _ r�ik•Tea�, are'7Mgira f �...iiIC4"Jw� w i' 1 r.� N OF H.D. TYPE N/A N/A N/A A N/A A A A NOTE SHEAR WALL SUMMARY Proj. No WARNER -SHAW -1836 DATE SEPT 19 2001 SHEET GRID WALL SEG. LOAD PANEL PANEL H.D. LINE SEG. LGTH PLF TYPE No. LOAD 1 b-1 6'-0 52 A 1 55 b-2 7'-0 52 A 1 N/A c 7'-6 52 A 1 N/A d-1 52 A 1 85 d-2 4' 'r 52 A 1 175 f 2 a N/A b c d e f 3 a 4'-0 123 A 1 612 b c 11'-0' 10.5 123 A 1 6 d 4'-3 J 123 A 1 584 e f 4 a N/A b c d e f 5 a b-1 T-8 113 A 1 734 b-2 4'-6 L 113 A 1 734 d e f 6 a b c d e f 7 a b c d e f 8 a b c d e f OF H.D. TYPE N/A N/A N/A A N/A A A A NOTE YAAMML)8 ..JA 59A" 338 ?t1 r13H'u f "log F. t Tg38 37AG 8£8t -W, H8 -R3- M5lA`)V 00 X019 v. ILI 3V.At't AVA9 UA©! 038 IJAV1 01,g7 ;n�'T t� '.,; 1 u+l 3'�Y�' �.tR HT -1 038 —Ali A S8 0-18 t d t NIV t A Ca ii•'i K -d A S2 8-'C AW 6b t A S? Wa P -b x XV, s S d b J i St? t A +:sr AMM A £c f ' an r a t ' Al�i s b s i 2 b 9 G a d b 9 d 0 b ;i 0 , G R d b t OF H.D. TYPE N/A A A A A NOTE 8d cz-C,IVz N/A A N/A N/A N/A N/A SHEAR WALL SUMMARY Proj. No WARNER -SHAW -1836 DATE SEPT 19 2001 SHEET GRID WALL SEG. LOAD PANEL PANEL H.D. LINE SEG. LGTH PLF TYPE No. LOAD A 11 2 4'-6 28 A 81 3 4 6 B 1-a 3'-8 176 C-2 9 985 1-b 2'-9 176 C-2 9 1085 3-a 2'-3 176 C-2 9 1152 3-b 2'-8 176 C-2 9 1096 C 1 N/A 2 3 4 5 6 D 1 1- 92 A 1 N/A 2 5'-7 92 A 1 287 3-a 06 3-b 3'-6 92 A 1 506 5 6 E 1-a 4'-0 - 59 A 1 158 1-b 41-0t, 59 A 1 158 2-a 4'-0 59 A 1 158 2-b 4'-0 '' 59 A 1 158 5 6 F 1 2 3 4 5 6 G 1 2 3 4 5 6 H 1 2 3 4 5 6 OF H.D. TYPE N/A A A A A NOTE 8d cz-C,IVz N/A A N/A N/A N/A N/A '1l) :3 9I'f% FQOS et Tg32 STAG 8E8r-WAH2-S314,9AW -f3t�A.Cf _f.3;�iA9 uAoa oo .iolq =' JAO.< far 3�1YT i.j� .032 JJAW 0,sia 14 -:)J I' Akv A r A C • t -� -17 d-1 Lz .7 E -'s J -E AU I r r a E JK C A„ XVI f A A'!f Al0 3cf8 �' 64 3' 8c A .04, d•f A OR 0 a c r s a r H S 4 c'. J SHEAR WALL SCHEDULE per NER-272 Upadated 9/16/01 PAGE PANEL PANEL LOAD 7 SHEATHING 1,2,5,7 EDGE 8 FIELD 8 A.B. SIZE & SILL 3,4 A -35F 6 TYPE No. PLF NAILING NAILING SPACINQ NAILIN_ CLIPS 7. All shear walls with load plf of over 360 shall have 3X min framing menber at plates and panel edges 8. Nails based on following 6d .099 dia 2" Ig, 8d .113 dia, 21/2"4, 10d .128 dia, 3' Ig. DW Collers 5d .086 dia, 1 518" Ig 6d .092 dia, 1718" Ig, 8d .113 dia 23/8" Ig 1 125 1/2" GYP BRD ONE SIDE 5d @ T' , 5d @ 7" 1/2" 72" 16d(-- 12"-----42° 0 . 'B " - '2 - -180 THREE COAT STUCCO '- '•" '-' '16G 7/8" @ 6" 16G 7%8"@6" - - I/2" @ 48" 16d @ 630" .C. n B-1 3 170 FOME- CO R ICBO # ICBO REPORT #3335 1/7'@ 72" 16d @ 6" 30" O.C. 420 112" B SID 5d 7" 5d 1/2" @ 48" 16d @ 4" 18" O.C. -3 1 5 ' CDX 1/2" @ 48" 16d @ 6" 30" O.C. z:L-4 2 THREE C CO /8" @ 6' 166 7/8"676- @ 48" 16d @ 4" 18" O.C. & 1/2" GYP INTERIOR FACE 5d� 7,.---------- -@---4-8-"--.-.-.-.-.-----1-6-d- --5-/-8 -_@---4--.-_-.-.-.-_-.-2-4-". ._:- "::------ ------ ............... --------- ''- 1/2"CDX PLY "- - --'------'C7220 10d@6"150dd -�@°�-12" O.C. C-1 8 250 3/8" CDX PLY ONE SIDES 8d @ 4" 8d @ 12" " C-2 8d @ 6" 8d 12" n1/248" 18d @ 6" 30" O.C. /2" GYP BRD { R 5d @ 7" 5d @ 7" '3 X 1 C-3 10 330 3/8" CDX PLY BOTH SIDES•---------------- .::................... 8d.� 6°_---.____-8d 12"---._-_--42°•-.___.16d-(a 3:'------16° O.C. -�D---::::11:---��- ................. _ '325 -----112"PLY EXTERIOR '10d @4" ------ '10d @ 12' ------ 5%8" @ 42"------ 16d @ 3" '-- 16" O.C. D-1 12 360 7116" CDX PLY BOTH SIDES 8d @ 6" 8d @ 12" 5/8" @ 36" 16d @ 4" 12" O.C. D-2 13 420 1/2" PLY EXTERIOR 8d @ 4" 8d @ 12" 5/8" @ 36" 16d @ 3" 12" O.C. 112" GYP BIRD INTERIOR 5d @ 7" 5d @ T' D-3 14 390 1/2" CDX PLY BOTH SIDES--_--_.•__-__-___ 8d_Q 6'__-.___...-8d (�-12° -1/2" ...... 5/8'_ . 36.'__.._._ 16d_(c� 31' 12" O.C. .. E ......_.15._......_435 CDX PLY EXTERIOR ::................ 10d @ 3" -- 10d @ 12" ------ 5%8" @ 36""" (2)16d @ 4" 12" O.C. E-1 16 490 3/8" CDX PLY BOTH SIDES 8d @ 4" 8d @ 12" 5/8" @ 36" (2) 16d @ 4" 9" O.C. E-2 17 540 7/16" CDX PLY BOTH SIDES 8d @ 4" Bd @ 12" 5/8" @ 30" (2) 16d @ 4" 9" O.C. F 18 545 1/2" CDX PLY EXTERIOR 10d @ 2" 10d @ 12" 5/6'@ 30" (2) 16d @ 4" 9" O.C. F-1 19 650 318" CDX BOTH SIDES 8d @ 3" 8d @ 12" 5/8"@ 24" (2) 16d @ 4" 8" O.C. F-2 20 720 7/16" CDX PLY BOTH SIDES •-------------- -1/2" 8d Q. 3"__- -12"-_•-___-- 5/8'1 a 24°_-__-_(2) 16d_(c�-3-__-_-6"-O.C:• , G 21 780 • CDX PLY BOTH SIDES -"--'-'-'-•-- '8d @ 3"' "---'--8d"(cD" 12"' "--" 5%8" @'18"'-' (2) 16d @3" --'6" O.C. G-1 22 830 3/8" CDX PLY BOTH SIDES-------,_--••..__ 8d i 2°--_-_-----8d (� 12"-_----- _ 5/8" 18°___-_ (t) 16d @-3''-----6::0_C:.-, H 23 870 1/2 CDX PLY BOTH SIDES 10d @ 3 10d @ 12' 5/8"@ 18 (2) 16d @ 3' 6 O.C. H-1 24 1110 1/2" CDX PLY BOTH SIDES 10d @ 2" 10d @ 12" 5/8"@ 12" (2) 20d @ 3" 4"O.C. 1. OVER DOUGLAS FIR FRAMING 2. ALL PANEL EDGES BACKED W/ 2 -INCH NOM, OR WIDER FRAMING U.N.O. 3. STAGGER ALL SILL NAILING 4. PRE -DRILL ALL 20d 8 LARGER 5.58"T-1 -11 SIDING MAY BE SUBSTITUTED FOR 318" CDX PLY. 6. A,35F CLIPS +440# EA. 7. All shear walls with load plf of over 360 shall have 3X min framing menber at plates and panel edges 8. Nails based on following 6d .099 dia 2" Ig, 8d .113 dia, 21/2"4, 10d .128 dia, 3' Ig. DW Collers 5d .086 dia, 1 518" Ig 6d .092 dia, 1718" Ig, 8d .113 dia 23/8" Ig Asp PT4--qrAI jppA%qxIeq *Me qrjLgj,jqq IV-,. 16, 1 Va. #a, qq I I:? I!W.3sv, ul vit -,PsSL "1190 f,4fI I pcp I a2f; Lfusl p9AG ?X. U:U 4-lil:;Ua UA-.i-,il s, t ucj tL eE klin-LED V--V-L cl R111-1 I-;t.ft FAII* OINIb 9-c- �!.YMOD ;- - 3: i1vi" -c CD,< Juj 10 RUG .. ......... ............ .............. 41-S, Cc,),\ I-A PO,,� 1-4 ......... . .......... .......... ........... . ...... .................. . cc.X :�o LH 9-11', 4:s., --- ----- -- ?R� --- ----------- bf A .... ........ . "::::. ... ..... . . !_.o,:_.... .... ...... 's .......... ....... .:: C, UX , - - . . 0 ,,D �., ..... ............ .... MX 80.04 1,uc2 Sa (,r: aq U i-h 5 151 -4 . Pl. 0 (.1 -5 b!-, ECIH aC u, 4.:-- .ton Ro. E 4 %!3i*) ---------- -- r�:DX bFA cq ------- cz, cl, --- ----------- * ------- ---- ------ . .......... 3" 0 J 11" b r .9 0 E 2 .. .. ................ ...... C, G -:50 x7F� EY LF @ 4 pq kK;n tS, ,Fv 10 --<' Q) - I'-- r)Fb ............ vD * :.:r:J ;\o,.. t, ler; cl! i rj 220 318 (-'D)< bF), 60 -1,L4 -------------- ell 4 4 air D 1, L E k i 10 b -s-kq-, q Co V. Cox br.-, E-,x-,, EwQ14 @ P, 5. i eq ell 2C C-4 9 320 ITL cl c: CIX b f- Ik O:-1E a I D F 2 qq t eq 13" 4,qq --- 4$3a-c- 5-50 1151. CDX bi-A .......................................... .... I oq ell 4 Oq V�S., ------------------------------- d$:'.-.._..-!eq ------------- *-. jeq ------------------------------- .. .............. ........................... ........................ EVCE ....... ........... Q 2v, Va. Bey @ qq J e) q @ e. 301, 0,C S� Aoc� 'It A& CIA4, 7 @ pq I, -L)q de'. eq je., 0 c, 4-10 LOVE- Cog MELS ICB0 I080 LSEbO-W. -lM32 ks. @ n. jo-q @ P- 30, 0,C 8 5 460 .............................................. IHf�EE coni aincop 1�9 (�) C,.• je,-- IV*). ;eq 9 e. 20.1 0 C, ...................... ............. ... . ..... ....... .. ....... '"I'D', E- ........ ? .. (( ------ --,,, q (?) j -------- - I DO jAbE- �10 'W-i_ 14 v I I VII A v I r bVWEI bVOEF FOVD I 2HFViHI14e MOP= d !--IErD I v*p* cairr 2HEVE< MVFf - KHr=DfT[-: brt. tjpj3-N-jS 8%,49\04 L- I v 01 L: ROOF DIAPHRAMS R-1 1 110,x: 1/2" CDX OR OSB 6d @ 6" 6d @ 12" SOLID 2x R-2 2 135 1/2" CDX OR OSB 8d @ 6" 8d @ 12" SOLID 2x ` R-3 3 150 1/2" CDX OR OSB 10d @ 6" 10d @ 12" SOLID 2x R.,4 4 -215- 1/2" CDX OR OSB _ 16d @ 6" 16d @ 12" SOLID 2x R-5 5 ' 155 1/2" CDX OR OSB 14G STPI @ 6" 14G still @ 12" SOLID 2x R-6 ,' 6 130 1/2" CDX OR OSB 15G STPL @ 6" 15G STPL @ 12" SOLID 2x R4 7 105 1/2" CDX OR OSB 16G STPL @ 6" 16G STPL @ 12" SOLID 2x FLOORDIAPHRAM ................................................•---...._...------.................--------------•---•----; F-1 1 210 3/4" T&G COMPLY OR CDX 10d @ 6" 10d @ 10" SOLID 2x F-2 2 280 314" T&G COMPLY OR CDX 10d @ 4" • 10d @ 10" SOLID 2x F-3 3 420 3/4" T&G COMPLY OR CDX 10d @ 21/2" 10d @ 10" SOLID 2x F-4 4 480 3/4" T&G COMPLY OR CDX 10d @ 2" 10d @ 10" SOLID 2x F-5 5 340 314" T&G COMPLY OR CDX 16d @ 6" 10d @ 10" SOLID 2x F-6 6 380 3/4" T&G COMPLY OR CDX 16d @ 4" 10d @ 10" SOLID 2x F.7 7 460 3/4" T&G COMPLY OR CDX 16d @ 2 1/2" 10d @ 10" SOLID 2x F-8 Is 508 1 1/8"" T&G COMPLY OR CDX 10d @.6" 10d @ 10" SOLID 2x F-9 9 540 1 1/8"" T&G COMPLY OR CDX 10d @ 4" 10d @ 10" SOLID 2x F-10 10 .590 1 1/8'"' T&G COMPLY OR CDX 10d @ 21/2" 10d @ 10" SOLID 3x F-11 11 600 1 1/8'"' T&G COMPLY OR CDX 10d @ 2" 10d @ 10" SOLID 2x F-12 12 640 1 1/8'"' T&G COMPLY OR CDX 16d @ 6" 10d @ 10" SOLID 2x F-13 13 700 1 1/8"" T&G COMPLY OR CDX..............16d.�° 4°........ 1Od ,10"........ SOLID 3x .............. ...... ..._....� �1.OVERDOUGLASFIRFRAMING-- 2. ALL PANEL EDGES ARE UN-BLOCKED .......:................ ---................. 3 STAGGER ALL SILL NAILING 4. PRE-DRILL ALL 20d & LARGER 5.5/&'T-1-1 I SIDING MAY BE SUBSTITUTED FOR 318" CDX PLY. 6. A-35F CUPS +4400 EA 7. All nalls ars as follows 6d .099 dia, 2"19, 8d .113 di% 21/2" Ig. 10d .128 dia 3" Ig 16d.148 3114"Ig . ='iDA9 '�`VS-RU ;Sq (03NOWS-MU) 3JU03HO,3 %lAgHgAl(i 900JAV100,9 T2101, MR `810L MIR GJ3i1 30413 a.S,r @W1HTA31- 8 OAOJ AWAq AWA9 )W10Ag2 OT737AQe. 001>1010A qJq .0:4 39YT P,M.A,gH9AIG =1009 XS GUti2 "sr b8 "8 @ ba 880 n X30"Zr ;0r'° r r.S . xS MOP, 'Sr 0 bS "a _a b8 880 AO XCD "Sit at, 11 s S-A ' xS M.SU8 Sr bar "a @ bOt 820 Ro X03 "str oat £ £-A xS CUOP, bet "8 0 bar Sao Siff )(03 "ter arS xS Uil42 "Sr @ tqti �)4ir "$ @ rq*2 deo so X03 "Sir ear v' a-S xS 01.JU8 "St 9.6CJT8 0'r "a cnt Yll'?, DLP 880 Rn XCJO "Sti QB i; a 8_P xS CUM "St 9 JgT81 roar "? & J973 oat 880 HC XtlO "Mr a0r C V_p ::::::.:::............................ ..... ...... ...... ._.._ - .._._._._ h4AqH9AICJ qCOJl xS CliJ08 XO:) 90 YJfgM00 o iT "*t V,S U s _.... :...:_: r x fli_;02 -or g v)r "t. @ f;t;f :S �3F_iti2 "t�� t'E�r "S?; S L7! bili XC;j po r'J9>v+00 @,&i ''At4' xS 01 1" Xs Gj1 .0r or bor bOt "a Xii::.`"i0'(_q,,V.Oi-, 0$? ,+%V _y_ bar X01) flr) Y.ictmo,) OAT "NX as£ �. Wiz (21joa "Ur bi`Ir "A iCi i}fJi il:.! A 1_:�ifi:)7 Virl i '{1�G CticL $_ xE il. X03 ROYjg,j`CI;3, " Gct x5 :"1-0P `i U , .... — tt c. XS �tJt1r �� n ";tr (� b �t P 3; ;,. X�t=) 90 YJg11,1 0 -1° 1-8 .; 7.G 01_! 'd l)' Iv71 CJr v "ali F " `x ,4 u�, t Y ;q 13•.. itqq0f0 �_. �a�~ '�``ir XX(trys.) ti 0�_� 1! !+ h4'! �ii) Llvi (P./i�s xo:) Fi0*y 14(,1().) C)�. i'�w!C3ir • ,�f11��3j� Ll JLt 7t i r r <S Q, L; g tf3i 'c3 } ba, XCID Sita Yi9Mo,,) O41''"8kr r (),%a St �. ,, "? rCI40YJ9r,I(,c°i J11A1JA5aAr� _.... .r ..... .... `f-19 X(XX ",ME Ft0:! f} 11T$$Lc 3F YAM.-AH IP? *t-," I .i. f..-DlA.1 .'t. t]L� -LiA 2 yl"Ai.r ., ct-.' r0l, P+' T sfF. ijSt :{-!.^ :j: ,%� ,mb U r i,`Z ti-4- ,210 g9kn ", ow, _ '.!A t PLATE SPLICE NAILING .SCHEDULE / CAPACITY DOUGLAS FIR PLATES 2x4 MIN EA 48" LAP MIN. No. SPLICE LENGTH NAIL No. OF ROWS SPACING TOTAL NAIL CAPACITY S-1 48" SPLICE 16d 2 6" O.C. 17 2057 # S-2 48" SPLICE 16d 2 4" O.C. 25 3025 # S-3 48" SPLICE 16d 2 3" O.C. 32 3872 # 0 4 # a r .a rte, U D S VI ti -i O -i a O O O U s tr D LU x � LU v C� a; im U co cc w U iU oo Ss > LU L, .. LU FTOOTING/SLAB HOLDOWNS :SINGLE OR..DBL POUR .: 2500 PSI CONCRETE H.D. H.D.. A.B. STEM :' :NAIL /"SCREW LOAD WOOD TYPE NAME TYPE WALL BOLT REOD. CAPACTY. MEMBER A LSTH68 NIA 6" 24-16d SINKERS 1825 2-2x B STHD8 + NIA - 6" 24-16d SINKERS 2210 - 2-2x C STHD10 WA 6" 28-16d SINKERS 2880 2-2x D STHD14 N/A 6" 38-16d SINKERS 4285 2-2x E PAHD42 N/A 6" 7-16d SINKERS 960 2x F HPAHD22 WA 6" 9-16d SINKERS 1315 2X G HPAHD22-2P WA 6 12-16d SINKERS 2030 2x ' H PHD2-SDS3 SSTB20 6" 10-SDS1/4x3 3610 2-2x i PHD5-SDS3 SSTB24 8" 13-SDS1/4x3 4665 2-2x K PHD6-SDS3 SSTB34 6" 18-SDS1/4x3 5860 2-2x L PHD8-SDS3 SSTB34 6" 24-SDS1/4x3 6730 2-2x M HD8A SSTB34 8' 3-7/8" 7460 4x N HD10A SSTB34 8" 4-7/8" 9540 4x O HD20A 11/4"x36" 8" 4-1" 13380 6x P HD15 1114"x36" 8" 5-1" 15305 6x NOTE 5/8!'A307 5/8" A307 7/8"A307 7/8" A307 7/8"A307 1" AW7 1 1/4" A307 1 1/4" A307 Ci y 1 ✓: a 7 5< is •a: !x/� Y? v) Ian CL t !L ti /C, AL rCG�$] d cud n) cn LU Q J r ,. LU - CIO CQ (u cu M nSOiArb LU III a !A }U j N C3 U N (`J N N N U N co Ncr trg 'h co may, zp Ji l/7 (li g LU i► D N S f `1 C) Cl} C W a, C) A CU ►M- ,i n .r ,^ i•, ;'1 � � CryLW � Ci y 1 ✓: a 7 5< is •a: !x/� Y? v) Ian CL t !L ti /C, AL rCG�$] d cud n) cn LU Q J r ,. LU - CIO CQ (u cu M nSOiArb LU III a !A }U j N C3 U N (`J N N N U N co Ncr trg 'h co may, zp Ji l/7 (li g LU i► D N S f `1 C) Cl} C W a, C) A CU ►M- ,i n N, s J Y f' N p v � Tr 0 .o mo Co �a Cd ill HOLDOWN SCHEDULE ALL HOLDOWNS.ARE SIMPSON STRONG TIE U.N.O. _ FLOOR TO FLOOR H.D. H.D. ANCHOR END- NAIL / SCREW LOAD WOOD NOTE TYPE NAME TIE SPAN BOLT REQD. CAPACTY MEMBER. 1 CS18 N/A 9" 18-10d SINKERS 1066 2x - - -- - - - 2 - CS16 . N/A - - . - 11" 22-10d SINKERS - - -1386 - - - - .2x - .3 CMST14 N/A 34" 74-16d SINKERS 5707 4x 4 LFTA N/A WA 16-10d SINKERS 1012 2-2x 5 FTA2 N/A N/A 4-5/8" 2820 2-2x 6 FTA5 N/A 12" "4" 3725 2-2x 7 ST6224 N/A 19" 28-16d SINKERS 2116 2-2x 8 MST37 WA 30" 22-16d SINKERS 1764 4x . 9 MST60 N/A 14" 48-16d SINKERS 4019 4x . 10 ST6236 N/A 18" 40-16d SINKERS 2881 4x r � ;'�, � "SK: • •.fir R"'' f crr... ti ri1„b. , i ".'.! e ' I ui h x LU tfi t�' v3 cw do -� tL 7 .fa i tU x LU o u� u� N NC) m � cv w x uj LU LIJ Cu CIO %) c i fly LTJ X13 (` ILU Q (U CD � � tri •Tr C' rV 0 p- C` �/ V: ••r ••s NLij N Q DESIGN AND NAIL VALUES FOR ANCHOR BOLTS AND SILL NAILS SILL NAILING NAIL SPACING CAP. PLF 16d.148 6" O.C. 240 PLF 16d.-148 4" O.C. 360 PLF 16d.148 3" O.C. 484 PLF 16d .148 (2) ROWS 6" O.C. 480 PLF 16d.148 (2) ROWS 4" O.C. 720 PLF' 16d .148 (2) ROWS 3" O.C. 968 PLF 20d .162 6" O.C. 284 PLF 20d .162 4" O.C. 426 PLF _ 20d .162 .3" O.C. 568 PLF 20d .162 (2) ROWS 6" O.C. 568 PLF 20d .162 (2) ROWS 4" O.C. 852 PLF 20d .162 (2) ROWS 3" O.C. 1136 PLF ABC,HOR BOLTS 1/2" A.B. 72" O.C. 140 PLF 1/2" A.B. 48" O.C. 206 PLF 1/2" A.B. 42" O.C. 235 PLF 1/2" A.B. 36" O.C: 275 PLF 1/2" A.B. 30" O.C. 330 PLF 1/2" A.B. 24" O.C. 485 PLF 1/2" A.B. 18" O.C. 646 PLF 1/2" A.B. 12" O.C. 970 PLF 5/8" A.B. 48" O.C. 296 PLF 5/8" A.B. 42" O.C. 338 PLF 5/8" A.B. 36" O.C. 505 PLF 5/8" A.B. 30" O.C. 606 PLF 5/8" A.B. 24" O.C. 758 PLF 5/8" A.B. 18" O.C. 1010 PLF 5/8" A.B. 12" O.C. 1516 PLF "ILS. 16d SINKERS OR P -NAILS (.148) 93x1.30= 121# / NAIL "'I M, OR P -NAILS (.162) 109x1.30= 142# / NAIL .::ANCH..OR.BOLT 1/2" A.B. CAP @ 2x PLATE 620x1.33= 825#/A.B. :ANCHOR BOLT 1/2" A.B. CAP @ 3x PLATE 730X1.33= 970# / A.B. ANCHOR.BOLT 5/8" A.B. CAP @ 2x PLATE 890x1.33= 1184# / A.B. ;ANCHOR BOLT 5/8" A.B. CAP•@ 3x PLATE 1140x1.331516# / A.B. �J�At�3 _Jj,2 GVA ?TJOS 53OHOWA ,#O9 23UJAV J(AW CMA UiCAP,30 9J9 JAS 0.10 "a 84t. bat -IJ9 .O.0 "A 84W b8r :ij,:i ;.r, : o 'E O t. ba r (s) sir. b8t ..G (.IV Vti.J 7i (J) `,t��. kaU at Sat. WS. C "A Sar. boss -i_lri Bad U '£ Scit. bOR =lJq "£z �;.� "a?,WOA sat. bos 0 "4 avvc l (s) Ot. WS .3.0 "£ pwo5f (S) Sat. DOS � STJO8 340H09A , .0..0 "SA .B.A "Srt ! 0 'lot .E.A "Srr :'9 eC£ DO '3£ .8.A "818 ;4J9 ack r O "G8 S.A "M 9jv,) .. "8 t 8.A "8V-19.ia a1 vi 0.0 "at S.A"8ra r _FALL r r =0 rxC^ (814.) 8JIAM-9 90 ZX3;4 tl2 bat SJIAM AVt r r = G£ rraCt (Sat.) cJIAA-q RO 83iBXA18 bOS 2JIA51 -££ rxoa 8 i AJ9 xS . 9AO .S.A "Sr" TJOS POH011A z . i Xut=r 8TAJ9 x£ 9A0.8.A "SI t TJO8 5104, 0VIA .8.A 42-1"C ==Fr;. i xC'(:8 STA.J9 xS c;Au .S.A "8rd TJOS ROHOMA .S.A Oqr t .£s. tx0at t 8TAjq xC .@ 9A0 .S.A "Bra 1%108 F.OHOOA STRAP TIE SCHEDULE OCT 23 2000 REV 11/28/00 No. STRAP / TIE NAILS / BOLTS QTY OF CAPACITY TYPE NAILS / BOLTS 1 LSTA18 I 10-d SINKERS 14 885 2 ST6224 16-d SINKERS 28 2115 . i f 3 MST27 16d -SINKERS 30 2315 4 MST37 16d -SINKERS 42 3204 5 MST48 16d -SINKERS 48 4460 6 MST60 16d -SINKERS 56 4870 7 MST72 16d -SINKERS 60 5800 8 HST3 3/4" BOLTS 6 6195 9 HST6 3/4" BOLTS 12 12465 10 MST172 10d X 1 1/2" 72 4415 LOAD REDUCED TO 0.84 OF THE RECORDED VALUES IN THE SIMPSON CATALOG COLLECTOR SCHEDULE No. COLLECTOR CAPACITY C-1 2 x 4 2231 a C-2 2 x 6 3506 G3 2 x 8 4405 C-4. 2 x 10 5800 C-5 2 x 12 6440 C-6 (2) 2 x 4 3125 C-7 (2) 2 x 6 4900 C-$ (2) 2 x 8 6160 C-9 (2) 2 x 10 8310 C-10 (2) 2 x 12 11170 C-1.1 91/2" 1- JOIST 2150 C-12- . 117/8" 1- JOIST 3480 C-13 14" 1- JOIST 5140 C-14 9 1/4" LVL 6880 C-15 11 1/2" LVL 7645 C-16 14" LVL 8650 C-17... 14" 350 -1 -JOIST 6052 i t - OC Ea roo 3.J'UC13HOe 3fT qA,9T2 x S 71c, P, 9AM,ra ow 811 Cu 1 C"j I A V 39Y7 Or R a 0 8fATaJ &r x -3P3AAtP, b-81- 4MT2 TMWI 4�a r j x 8 - b a r 3(C3 caZ d-3 CTftr 8#,T8M 0f-;) mr e t-3 0682 T810L - 1 08\7 r r St Tem !01 1 2-ucjs wt -1vi "lair 0 _iv i nr t t Z)T8H C, Jvj 1- "St. r t X bo r &Marv. 73110L-I-OaC "ot A Ti�.3 Vo-c-,qIP, I 3BUJAV C13GRO099 BHT 90 M.0 01'(330'14919 CAOJ 3jU(13HOP, ROT%"'/,-:Ijjo,:) Y 1*1 -')A9A.0 90,i*:)3jj0o x S E c axs SZ Or R a 0 44a &r x 4�a r j x 3(C3 ot x S (S) d-3 CTftr sr x 5 (9) 0f-;) mr e t-3 T810L - 1 08\7 r r cis r� TeIOL - i "Ar -1vi "lair 0 _iv i nr t t at -3 Jvj 1- ar-0 S Ga 73110L-I-OaC "ot Vt-3 Lateral Loading: Area, Height & Weight Data Page 1 Date: Sept 12001 Finn: AEC Group Job: WD -3 -2 -FR -1836 By: Larry J Wamer AIA CSI F •I h, I LOOR PLAN AREAS & SHEAR WALL GRID SPACING hRe= 44.375 hRl= 182.025 istabllsh Grid Spacing oo C rata Eac el• Left 2 3 7 B or Wall Spacing 12.5 9.5 17.5 6 l .mBack Z= 3.2 We= 51.2 Wi= 312.8 Roof Gyp.Bd 4.4 (lock Block Perim Overall Sheathing 1.5 Framing 2 M Area Wail Width Framing 2nd FURf 4 Int Finish R Snow Other 46 45.5 1st FI 6.4 1 Ceiling Roof at 2nd FI 45.5 Insulation at Roof Exterior Wall 1472.5 TypOH framing 1.5 Ext Finish 3 1411 42 L to R Gyp. Bd. 2nd FI/Rf 31 R R R R Framing 2 481 A HzPmj 1 st FI 1 1 1 1 Gyp. Bd. 2.2 Flooring Roof Int .Finish 435 83.25 Sheathing 2 Other 375 12.5 hRi= Framing 2nd FURf 11.6 R R R 0.5 391.95 Other 1st FI 1 1 1 10 We= p04 Roof FLOOR HEIGHTS .& WIND AREA 51.2 e0stabllsh Flom to Floor and Roof Heights (ft) - w= Roof Roof 2nd FI/Rf 30 R 561.6 Pitch Height X/12 Height NL Plan w/ both 1st FI 1 >150of Plan.Y? Roof Area 5 8 Roof 26 FI/Roo vRe vRi 2nd FI Depth 2nd FI/Rf Roof Area 2435 FI to Fl Height 8 1 st Floor Floor Area WI Perimeter 1st A Dp - S If Slab 1st A Base/-6r�wl F vRe 1345 Ave. S81 to Fl Ht 'Ri 1334 Roof Slab/Foundatiar Floor Area 2282 Wind HL@Ridge 1s WI Perimeter 244 Wind Ht.@Gable 2nd FURf Ridge F to B L to R Mean Roof Ht. 12 Runs? Y Y 1 st F1 Htos? Y Y ej Roof 2nd FURf 1st FI rant Roof Roof Block Area Overall Depth 2nd FI I Roof Roof Block Area Floor Block Area Perimeter Wall Overall Depth 1st Floor Floor Block Area Perimeter Wall Overall Depth Ness 0100/6 of Typical Overhang F to B 1 -71 Z= hRe= hRi= 76.6 Overall Depth of Roof at 2nd Fl 932.5 461.7 780.5 198 76.6 Z= 3 hRe= 44.375 hRl= 182.025 TYPICAL DEAD LOADS We= Wr= 907.5 442.7 745.5 186 102.6 8 11.6 31 76.6 Z= 3.2 We= 51.2 Wi= 312.8 horiz. dim. or 40% of ht but not less than 4% of least horiz. dim. l MaxQuake All Rights Reserved Q99.03We7 ©1995 Archforms Ltd. Lateral Load Analysis & Construction Design Software TYPICAL DEAD LOADS •Establish Dead Loads pbslsfr Right Roof Interior Wail Roof Floor Roofing 2.5 Gyp.Bd 4.4 (lock Block Perim Overall Sheathing 1.5 Framing 2 M Area Wail Width Framing 2 Int Finish Snow Other 46 45.5 6 6.4 38 9.5 45.5 Ceiling Roof at 2nd FI 45.5 Insulation 0.5 Exterior Wall 1472.5 TypOH framing 1.5 Ext Finish 3 1411 42 L to R Gyp. Bd. 2.8 Shear 1.5 9 Other Framing 2 481 A HzPmj 4.8 Insulation 0.5 458.2 27 hRe= Floor Gyp. Bd. 2.2 Flooring 4 Int .Finish 435 83.25 Sheathing 2 Other 375 12.5 hRi= Framing 3.5 9.2 Insulation 0.5 391.95 Other WI Area 10 We= FLOOR HEIGHTS .& WIND AREA 51.2 e0stabllsh Flom to Floor and Roof Heights (ft) - w= Roof Roof Floor 561.6 Pitch Height X/12 Height NL Plan w/ both ftoffLegs >150of Plan.Y? Roof Area 5 8 26 FI/Roo vRe vRi 2nd FI Depth Roof Area 2435 FI to Fl Height 8 1 st Floor Floor Area WI Perimeter 1st A Dp - S If Slab S Base/-6r�wl F vRe 1345 Ave. S81 to Fl Ht 'Ri 1334 Slab/Foundatiar Floor Area 2282 Wind HL@Ridge 1s WI Perimeter 244 Wind Ht.@Gable 12 Ridge F to B L to R Mean Roof Ht. 12 Runs? Y Y Htos? Y Y 'a C. •r � ru �� Itti. i? 731 `' (r7...t� � ., r' � pC^ w CO X w .�. a t t � ►� ( x. ' G i r w cu i S * tT MMCL f C 141-u 'a C. •r � ru �� Itti. i? 731 `' (r7...t� � ., r' � b• �i w CO X w .�. a t'3 i ' G cp w cu i tT ti r ,Y;��(iic Ctrs j,`d Z'jSCv 1.7 .ASN AJ CT C Or I zr T> {/1 r• lam' ...l1 1j. . C �t t �? Qy d C•J ty tx, :CS iT l:z A i U c,,� h �� !„ 1 r r7 0 p t:t :� .ii 4 :✓ ,^ � :.i: �C: � r� CX�t-"a S �i tir C1 V> ti 00 CO fU xv « C:, y � I ti 1 ! •r � ru �� Itti. i? 731 `' (r7...t� � ., r' � b• �i w CO X w .�. a S �i tir C1 V> ti 00 CO fU xv « C:, y � I ti w I f,� .moi% 1 is p 6 c 1 ! •r � ru �� Itti. i? 731 `' (r7...t� � ., r' � b• �i CO t'3 i ' G w cu w I f,� .moi% 1 is p 6 c 1 ! ( i cu i .•-.w; ..wv 7-71, 1} r ,Y;��(iic Ctrs j,`d Z'jSCv 1.7 .ASN AJ CT C Or w I f,� .moi% 1 is p 6 c i yr,i Lateral Load Date: Sept 1 20( Page 2 MaxQuake 019% Archforms Ltd, Group All Rights Reserved Lateral Load Analysis & . _­_ SEISMIC LOADS BUILDING CODE oEstablish Dead Loads- ,Select Code, Mat Weights 2nd Floor 1st Floor Base Level 96 SOCA Item DL(psf) Area (sQ DL(Ibs) Area(sl) DL(lbs) Area (sf1 DL(Ibs) 97 SBCCI Wt Roof 6 2434.9 14609A x 97 UBC Wt Cell 4.8 2281.7 10952.2 Wt Ext WI 9.2 976.8 8986.56 Wt IM WI 10 Wt Floor 10 Sum 2nd Sum 1st 34548.1 Base interior wall default: 10 psf of floor area Sum 2nd,1 st & Base 34548.1 -Distribute Welahts to Various Levels - Tributary Weight Wt Roof 2nd Wt Cell 2nd 112M Ext WI 2 Wt Int WI 2 Wt Floor 2 Wt Roof 1 st Wt Cell 1 1/2 Wt Ext WI 1 Wt Int WI 1 Wt Floor 1 1/2Wt Ext WI Bsmt Wt rail Bsmt Line Sum 34548.1 W= 34548.1 Roof 2nd R 1st FI Wt Line Line Line Sum 14609.4 14609.4 10952.2 10952.2 8986.56 8986.56 -Determine Base Shear - UBC Section 1630.2 Zone 3 Fig.16-2 Seismic Source Type A Table 16-U Soil Prof SD Table 16-J Fault Distance 20 in km to Seismic Source Z= 0.3 Table 164 Ca= 0.36 Table 16-0 1= 1.0 Table 16-K Cv= 0.54 Table 16-11 T= 0.13 Formula (30-8) Na= 1.00 Table I" R= 4.5 Table 16-N (Tied to Pg 9) Nv= 1.00 Table 16-T -Distribute Shear to Various Levels• UBC formula (30-15) Force at Level x = V 0w)(Hb(ySum(WtiXHti) Ft assumed = 0 Ht is measured from plate to foundation E=Eh'p (30-1) Wt x Ht x (MXHt) Fx p F .to B p L to R Roof 2 2nd FI/Roof 1 34548 8 276385 4935 1.00 1.00 1st Floor 1.00 1.00 Sum 34548 8 276385 4935 WIND LOADS -Wind Pressures UBC Section1620 rr-----tt P=gsiwCeCg L� Vp 75 Figure 16-1 Ex B Section 1616 Iw=Table 16-K qs 12.6 Table 16-F Ce 0.62 Table 16-G hCq 1.3 Table 16-H, #2 vCq -0.7 Table 16-H, #2 Ph= 10 Hz. Force (psf) Pv- -5.468 Vt. Force (psf) -Total Wind Load In Each Direction At Each Level (Ibsp Trib Area F to B Trib Area L to R Wind Load End Z Inter Z SumP'At End Z Inter Z SumP'At F to 8 L to R Roof 2 Roof 1 44 182 2,299 83 392 4,826 2nd Fl 2,299 4,826 1st Floor Up Roof 2 Uplift Up Roof 1 1,345 1,334 Uplift 14,650 14,650 GOVERNING LATERAL LOADS *Maximum Total Load In Each Direction At Each Level pbsr Front to Back Side to Side Roof 2 formula (30-4) (30-5) (3H) (30-7) E= CvIW/RT but not > 2.5CaIW/R but not < 0.11CaIW zone 4 not< O.SZNAWIR 2nd FURoof 1 4,935 Seismic 4,935 Seismic 32151 6910 1368 E/1.4= 4,935 lbs E/1.4 --V 1612.3.1 formula (12-9) 1st Floor P. rM. Thio rafaranrac «cad by MaxQuake see Code Sections cited or Appendix A (below) ___ % Z aiaylenA bsoJ lGists.i hmnseaR aldaiA RA p,,sq_ — p ' 2ivtiQ �?fi'J.� rS't8$,.i qmw 33A :m, -R tis ' ime :etso slr;u,ftne nP,'290� nobuta^o? Ngwco.eQO ---- ..�,.... ImoJ AIA is,mM L ,�e' :v€3 aF3i-A3-R-£-CVV JoL far-i'Vy sicrr;±xli 38tr •2iatr3J 2ttur3r:V G# `!£4f���ffJ1fP�'trt�- ��C� c�i�i��:.si�$ ?QAOJ OVA,181.32— 4 X (SY3./ 16 33**U'i •000 bsr3a• -ttJ6A � btyD i�@iltlG:2�* 94410 fil0,t bo ttZbY n 2t %('? A30-8 68r~_ R J leva-f 92tle.. ,«iia tet _ voli b(iSi $if1paii1Jrll 0) r, r? ai ? x *1 � x ilil 13:�fl2 Ti' j ^'�ZSif.k !� gtrl 2dttJ� MC -MA tzdt,Ra) smA feq {0_ 53v03 'Flu Te r finasa�)� bns A.eOarsi B.isi)yS sp�S��eWtirQ spr$cs(�i a� rcxrSl;W 8. t- W.r �• � - �o1.1 tEf RON$ O.axe 11��(:�7 �Ayv S.0 1w fX3 A 8hc'tF r ff2 or lln frti rW C r tooi"i ri'� �rt bnjw. GJ LIV114rs QAO _ gaga r 89 z 3zr rfmi2 rt brtS fw� �iSBtfK` 3 3G O&M r 8t,2M mzs to P t,br!S fmxi ; s9%i t03t110 i2q it JkOwb llsw -,oheli'ti EDew ap=9 -0-4vs l tuohzv f:f d4l.06 t' OV-40jzio. t-ar gltiV3 ar RV 1w !a ret 1:4 biis 1003 i ifi 7t r,ira9� a! x3 mu2 0, sfii ! _ ` liJ sni i t t�.,+'> i ! ^.studnT ?i•8r s1dr-T=wl _ brl ; laeA }U;' •3t M61 -:.p bd ife0 h- �� tiutc�ffiFT f nofi t^!h!!1`.;i � 1ttC1= i 18Jr' ;t Ai'i . �:l `i I � dq � : q�Ai a+ ��!L7a i ; � • 1r..' rta =3 .r`J 8�b a- =.9 ( •) (2cil) i9vqj 7A rrntr, t'ti itUe3 !1! t;7iW i hits- oscJhah'/ vioiii nA. `... (=,7,_ tTs, wt_( . .L , rC v: �i0 i o A ;..%1 .f! :. ✓j .r.'.t '1;t5�".:"' \-o: .Ot-i r, �-n� Z -0A tJ JASFr. at�4'O93V0O ,, „ p a f�'J to nD:L-�97iu $.3 ryl :.__� . �Oi �RufCiXi:R1+ . �I:.!= �.. �'.:.: �_� "" _ ! ti' .,ani ) 49•;; f gi ',. � ? :_�{;-c, 1 AN r, i 100,91il I ., - ' n iu i -3 SFr urea IMC ,00t� 1tr (e -sr) skam0} tXStar V;:�ju eat 6,4 =�.t\; t'F.)!P�. ......+_...�.. ....� _..e....., .... _,. _ ....,....-._............_....,.-�...._._,....,... _.,..,......,.,.. a..,. �..... �...__...,', �I� K'I �k'i N:;?3 I>. �r 3 .I ! ; h• rn } L r 1 k•"� . E' ^ 9c y 7 z ttf:t,i., x.; y � ;., . ; �. 1: 9' c4..r�� tr • • mu7 cc >_' U) �� co co Cl) c �m > > cn W Q C m J to v, 0 %I J p 1 o J nj.6o m co m IID co m �I C ,- _ > > U c�f cr n - c m �N �03 S� �n �S m •. m CD co c m i" t5 O to m m m > > I 17 E CD d E It EE i � �cr m W W _ m ~ c O CV W m U CO ; C.t .Ci. co W� V m .Ci. 17. r� y) Shear Wall Segments Data, Lines A -H Page MaxQuake O 1ss5 Archforms Ltd. Date: Sept 12001 Firm: AEC Group All Rights Reserved Lateral Load Analysis & Job: WD -3 -2 -FR -1836 B : La J Wa ner AIA CSI Q99.03We7 Construction Desian Software Line A Line B Line C Line D Line E Line F Line G Line H Segment (Seg) names 1-7 appear to straw possible quadrants (q). Remove Segs not used. Wove and add a,b.Jo denote multiple (m) segs in a quadrant, ie., 2b. S Variables S I Ht: S t from Wall Variables 1 . B: Beari Wall? Seg all Variables - 13 --yes. Ell: Ext. or Seg Wall Variables Int. Wall? - E=Ext 1=Int Seg Wall Variables S: Stacked above Seg Wall Variables same row. &m &5 Seg Wali Variables Seg Wall Variables n Level Seg Wall Variables q&m Lg Ht B E/I Seg q&m La t B E/I q&m Lg Ht B E/I q&m Lg Ht B Ell q&m LHt B Ell q4m Lg Ht B Ell q&m Lg Ht B Ell q&m Lg Ht B Ell A,B,C.. Wall _ Lines Run From Side to sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst — sum Syst Side 1st Seg Wail Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wail Variables Seg Wall Variables Ht B Ell S Seg Wali Variables &m Ht B Ell S Level &m L Ht B Ell S &m L Ht B E/I S 1,a 3.8 8 B E &m L Ht B Ell S 1 8 m L Ht B Eli S 1 13- 8 BE Ht B E/I S 1-a 4 8 B E q&m Lg Ht B E/I S &m L 2 4.5 8 B E 14b 2.9 8 B E 2 8 2 5.7 8 B E 1-b 4 8 6 E 3•a 2.3 8 B E 3 8 3-a 3.5 8 B E 2-a 4 8 B E 3-b 2.8 8 B E -4 8 3-b 3.5 8 B E 2-b 4 8 B E sum 4.5 Syst SW sum 12 Syst SW sum Syst sum 26 Syst SW sum 16 Syst SW sum Syst sum Syst sum Syst load trans to adj line aseSeg Wali Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Ban Ht B E/I S Level &m Ht B Ell S &m Ht B Ell S &m L Ht 8 Ell S &m L Ht B Ell S &m L Ht B E/I S m Ht B E/I S &m L Ht B E/l S sum Syst sum Syst sum Syst sum — Syst sum Syst sum Syst sum Syst sum Syst load trans to adj line Shear Seciment Height/Lencith Height/Len load trans to adj fine ratio is limited Iload trans toad] line to 211 for edge blocked Iload trans to adj line panel. "Ht/Lq >2limir appears lload trans to adj line if exceeded. See Code Ch. Ii for H limits for other assemblies. 01 a :� y L r tU e? ti r. u' �t w :^ L �: �+ n) r• - u, FA :� C toco `a o Li tT a x N {Syy co r. S '►e�.. Ltt LU rD N T 'l, M`+' ^i 7' W. 111 a Q :L: G •(t, cn W v �; }; ' t7 ip 03 cr O toot lif �. •� Yu +� �.} - C7 ;,'a t;J CJ L:i P. � cl ySJ � y I*`J) CU c-, c> co �q "a :n; i PJ ttZ N ro r W VL rti ^� x cx oj1: tU < L*LU W Zu Ll 11: `("' N ; •� n � ,fit l.r 3 ill Cit J, a T 1 Ca - 1 1 `i �,t Cr . .r .p .Y�i Rl -1 y ' 3 •r •' v, vs en `�� IreR;. Z is fC!�•••-.� '� � •--• �; jµ.._......___w...._._..........._.. fr: til.► t� {...._ � iii � � (ii 'rr :w 1-5jM 3 U �� mac°'"3-A4u9�`�� �iv, tp Cl n C. �V. . Lateral Load Distribution & Overturning Moment Page 5 MaxQuake ©1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Sept 12001 Firm: AEC Group Job: WD -3 -2 -FR -1836 By: Larry J Warner AIA CSI Q99.03We7 Construction Design Software Lateral Line 1 Line 2 Line 3 Line 4 Line 5 Line 6 Line 7 Line 8 Force Sels %= Wind %= W/ft-- if W, -snow RW it W.67,°s°.85 OTM= if SVk Vnerht Vadj= V= SumV= Distrib trib fl A/Sum flA Crib vel AISum WA Sum lev. Wtrib area VVYWI- 212k SumV'HtLaTLa SumV from adi Ln Ln%'Vmax SorW Vadi+Vabv+V 2n Level % S/W Seg Will RM OTM % SM/ Seg W/ft RM OTM % SMI Seg Wlft RM OTM % SM/ Seg W/ft RM OTM % SM Seg W/ft RM OTM % S/W Sag W/ft RM OTM % SMI W/ft RM OTM S SeA W/ft RM OTM SW r -V wall MAN I V level Frame V frame/ Vadj line 2 Vadj line 1 or 3 Vadj line 2 or 4 Vadj fine 3 or 5 Vadj line 4 or 6 Vadj line 5 or 7 Vadj line 6 or 8 Vadj line 7 V level 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V Sum V Sum V Sum V Sum V Sum V Sum V Sum V Sum V 1st % SMI 19.1 13.7 % SM/ 28.6 24.2 % SM 25.5 29.7 % SM/ 20.1 25.8 % SMI 4.07 6.59 % SM %SMI % S/W OTM Leve) Seg W/ft RM OTM Seg Oft RM OTM Seg W/ft RM OTM Seq W/ft RM OTM Seg W/ft RM OTM Sag W/ft RM OTM Seg W/ft RM OTM SS Wlft RM Seismic a 219 1.49 3.94 4,935 b-1 141 2.16 2.49 b-1 106 0.65 3.44 b•2 141 2.94 2.9 c 219 10.3 10.3 b-2 106 0.91 4.07 C 141 3.37 3.11 d 219 1.72 4.24 p= d-1 141 1.81 2.28 . 2-201 d•2 141 0.96 1.66 (r max Ab^.5) Vadj line 2 0.61 Vadj line 1 or 3 Vadj line 2 or 4 1.06 Vadj line 3 or 5 Vadj line 4 or 6 0.74 Vadj line 5 or 7 Vadj line 6 or 8 Vadj line 7 1.00 r- V above r- V above r- V above r- V above r- V above r- V above r- V above r= V above 0.11 1st lev V 0.95 1st lev V 1.41 0.25 1st lev V 1.26 1st lev V 0.99 0.23 1st lev V 0.2 1st lev V 1st lev V 1st lev V s Sum V 1.56 s Sum V s Sum V 2.31 s Sum V s Sum V 0.94 Sum V Sum V Sum V Base % S/W 19.9 13.7 % SM/ 29.6 24.2 % SM 26 29.7 % SMI 20A 25.8 % S/W 4.08 6.59 % SM/ % SM % SM/ Wift RM OTM Level Seg W/ft RM OTM Seg Wit RM OTM S W/ft RM OTM Seg W/ft RM OTM Seg WIft RM OTM Sea W/ft RM OTM Seg W/ft RM OTM Pm 2-201 (r max Vadj line 2 Vadj fine 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 1.56 r- V above r- V above 2.31 r- V above r- V above 0.94 r- V above r- V above r= V above ft Bsmt V Bsmt V Bsmt V Bsmt,V Bsmt V Bsmt V Bsmt V Bsmt V Sum V w Sum V w Sum V w Sum V w Sum V Sum V Sum V Sum V 71. r, �C rZt`J�r_ t •v�� to y� :U 9v CU CJ <� Cb .' J -mss (Q 12 < IF ( <' + > w fi fi I 7 cr t� O r� N * N 6 cs Cla I� V7 IA a a a �►� : �'yC I•"y` • �� 'V' n" ry �� iJ s�. 5 CV 4 •� L ' 3 CO u; lU •- Y iY; � ! i.',�. ,x 111 50 A.�a' w Lam. .5� 0. +_ rMy�� !;za: CA( ,-1,v' •+ 1' ; ,IC 1Y� Tui > CQ 01 71. r, rZt`J�r_ t •v�� to y� :U 9v CU � <� Cb .' J -mss (Q T �, G !L ( <' + > fii 4V W C, L,.. fi fi I 7 cr t� O r� N I� V7 �� •- Tr : �'yC I•"y` • �� 'V' �� iJ s�. 5 CV 4 CO u; lU y c� + _ • � o� � 111 50 0. +_ !;za: CA( ,-1,v' •+ 1' ; ,IC 1Y� Tui > 01 < w N < } h �= a v iv q.•! 71. t� - �c< CCS r, rZt`J�r_ t •v�� to y� :U 9v CU � <� Cb .' J -mss ( <' + > fii 4V W C, L,.. fi fi I 7 cr t� O r� N I� V7 t� - �c< CCS cD r, rZt`J�r_ t� to y� :U 9v CU ( <' + > fii 4V W C, L,.. to r� N I� V7 •- Tr : n j s�. 5 CO u; lU y c� 1 • � o� � 111 50 0. +_ t iii j crcr ,-1,v' { ccad� ``'cr cD Lateral Load Distribution & Overturning Moment Page 6 Ma%Quake 019% Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Sept 12001 Firm: AEC Group Job: WD -3 -2 -FR -1836 BY: Larry J Warner AIA CSI Q99.03We7 Construction Design Software Lateral Line A Line B Line C Line D Line E Line F 'Line G Line H Force Seas %= Wind %= W/ft= if "ul',-snow RW if '1W'.67,"s".85 OTM= if SYk Vnet"M Vadj= V= SUmV= Distrib Crib fl A/Sum M fib W A/Sum WA Sum lev. w*tdb area WUff*L 2/2k Sum\/*HrUffLq SumV from ad' Ln Ln°k'Vmax SoM Vadi+Vabv+V 2n Level % S/W SegW/ft RM OTM o SM Seg W/ft RM OTM % SNV Seg W/ft RM OTM % SNV Seg W/ft RM OTM % SM Seg Wit RM OTM %SMI Seg Wlft RM OTM % SM Seg W/ft RM OTM % s SeQ W/ft RM OTM SW r -V wall '1011w / V level Frame V me! frame! Vadj line B Vadj line AorC Vadj line BorD Vadj line CorE Vadj line DorF Vadj line EorG Vadj line Forts Vadj lure G V level 2nd level Wit 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 st % SM 0.94 2.61 % S/W 31.2 22.8 % S/W 40.1 27.8 % S1W 18.8 27.2 % SMI 8.93 19.6 % S/W % SMI %SMI W/ft RM OTM Level Seg W/ft RM OTM Seg W/ft RM OTM Seg Wlft RM OTM Seg W/ft RM OTM Seg Wift RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg Seismic 1-a 263 1.61 5.35 1 298 16.4 11 1-a 236 1.26 1.89 4,935 2 95 0.64 1.01 1-b 263 0.94 4.09 2 298 3.28 4.92 1-b 236 1.26 1.89 3-a 263 0.59 3.24 3-a 298 1.25 3.04 2-a 236 1.26 1.89 3-b 263 0.87 3.95 3-b 298 1.25 3.04 2-b 236 1.26 1.89 P= 2-20/ (r max Ab" Vadj line B Vadj line AorC 0.54 Vadj line BorD Vadj line CorE 1.44 Vadj line DorF Vadj line EorG Vadj line Forth Vadj line G .5) 1.00 r- V above r- V above r- V above r- V above r- V above r- V above M V above r- V above 0.02 1st lev V 0.13 0.36 1st lev V 1.54 1st lev V 1.98 0.19 1st lev V 0.93 0.06 1st lev V 0.95 1st lev V 1st lev V 1st lev V Sum V w Sum V 0.13 s Sum V 2.08 s Sum V w Sum V 2.37 w Sum V 0.95 Sum V Sum V Base % SM 0.83 2.61 % SNV 31.7 22.8 % SM 40.9 27.8 % S/W 18.3 27.2 % S/W 8.22 19.6 % SM % S/W % SNV Wlft RM OTM Level W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg Wilt RM OTM Seg W/ft RM OTM Sag W/ft RM OTM Seg Wfft RM OTM Sea P= 2-20/ (r max Ab^.5) Vadj line B Vadj line AorC Vadj line BorD Vadj line CorE Vadj line DorF Vadj line EorG Vadj line Forth Vadj line G r= V above 0.13 r- V above 2.08 r- V above r- V above 2.37 r- V above 0.95 r- V above r- V above r- V above Bsmt V Bsmt V Bsmt V Bsmt V Bsmt V Bsmt V Bsmt V Bsmt V w Sum V w Sum V w Sum V w Sum V w Sum V Sum V I Sum V I Sum V +", Shear Wall and Hold Down Requirements Page 7 MaxQuake ° 1995 All Rights Reserved Archforms Ltd. Lateral Load Analysis & Date: Sept 12001 Firm: AEC Group Job: WD -3 -2 -FR -1836 : La J Warner AIA CSI Q99 -.03W Construction Design Software Line 1 Line 2 1 Line 3 JUne 4 Line 5 Line 6 Line 7 Line 8 Uplift = Overturning Moment (OTM) - Resisting Moment (RM) / Segment Length (Seg Lg). Minimum reoullred Hold Doom HD T selected from Hold -dawn and Wail Stra Schedule on PKeg. HD HD n Level HD Sag U lift Tye Sag Uplift Ty HD U lift Type Sag Uplift HD Type Sag Uplift Type Sag Uplift D Type Seg Uplift Type Seg Uplift Type Wall Lines Run From Front to Shear(plf) Shear(plf) Shear(plt) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(pif) Back Wall Type Wall Type Wall Type Wail Type Wall Type Wall T Wall Type Wall Type Roof U from Side to Side resisted by Left and Right Ext. Walls UPI RI 2 0 Ext Wf Uplift Detail @ Rf 2 & Ext WI NA HD st Level HD HD HD U lift T Seg U lift T U ift T Uplift HD Type HD Sag Uplift T Seg Uplift HD Type HD Seg Uplift Type Seg Uplift T a 612 A H1a b-1 55 A NA b•1 734 A H1a b-2 c 6 A NA b-2 702 A H1a C d 584 A H1a d-1 85 A NA d-2 175 A NA Shear(plf) 52 Shear(pif) Shear(plf) 123 Shear(plf) Shear(pif) 113 Shear(plf) Shear(plf) Shear(plf) Wall Type A DW Walt Type Wall Type.A STU Wall TYPO Wall Type A STU Wall Type Wall Type Wail Type Uplift from Side to Side resisted by Left and Right Ext. Walls Uplift (plf) Rf I@ Ext WI 32 Uplift Detail @ Rf 1 & Ext WI NA IRoof Straos/Hold-Downs must run continuous down th the Wali below to the Foundation. If no Wall below; tie to Beams, sized for Hold -Down Point Loads. ase Level HD HD HD Seg Uplift TYPe Seg UPlIft T S U IIft TYPO Seg Uplift HD HD Type Seg Uplift Tyjw Sag Uplift. HD HD Type Seg Uplift T HD Seg Uplift Shear(plf) Shear(pif) Shear(plf) Shear(pif) Shear(plf) Shear(plf) Shear(pif) Shear(pif) Walt Type t Wall T ® Wall TYPO Wall TYPO Wall Type Wall Type Wall Type Wall Type Shear per Linear Foot (Shear(plf)) = Sum of Shear at that Line & Levei (Sum V) / Linear Feet of Shear Wall at that line & Level (Sum Seg LO) Minimum required Shear Wall Construction or Shear Frame for Wall Type Symbol is selected from Shear Wall Schedule on Page 9. s .- 1J 1 Z D Nu 4 C ti, s .- 1J 1 Z D Nu _: cu jai Ai cm I BGG i s .- 1J 1 Z D Nu m � 40 Q' x� Ch cr O til i1 ` CU Yp v ti f- t V "� � Zi }! '•" � r , :t cit .i -.r �r r. — �-. , �` N s .- 1J 1 Z D 1J Z D m � Q' x� Ch cr O til i1 ` Shear Wail and Hold Down Requirements Page 8 MaxQuake ©1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Sept 12001 Firm: AEC Group Job: WD -3 -2 -FR -1836 By: Larry J Wamer AIA CSI 099.03We7 Construction Design Software A jUne B JUne C I Line D Line E Line F Line G Line H ILine Uplift = Overturning Moment (OTM) - Resisting Moment (RM) I Segment Length (Seg Lg). lAnimurn reauired Hold Down HD T selected from Hold-down and Wall Strap Schedule on P 9. HD HD HD 2n Level HD HD D 3 Uplift T Seg Uplift T S Uplift T S Uplift HD HD Type Uplift T Seg Uplift Type S Uplift Type S Uplift.._ A,B,C.. Wall Lines Run From Side to Shar(pll) Shear(pIQ Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Wall T Side Wall Type Wall T Wall Type Walt T Roof lift from Front to Back resisted Front and Back Ext. Walls Wall T Wall T U i FJ2 Ext YUI Wall T e Uplift Detail Rf 2 & ExHD NA Level HD HD Seg Uplift Type Seg Uplift TSM Uplift Type Seg Uplift HD HD Type Seg Uplift T e Seg Uplift HD HD HD Type Seq Uplift T Uplift T 1-a 985 A H1a 1 1-a 158 A NA 2 81 A NA 1-b 1,085 A H1b 2 287 A NA 1•b 158 A NA 3-a 1,152 A H1b 3-a 506 A H1a 2-a 158 A NA 3•b 1,096 A H1b 3-b 506 A H1a 2-b 158 A NA Shear(plf) 28 Shear(pill) 176 Shear(plf) Shear(pit) 92 Shear(pIQ 59 Shear(plf) Shear(plf) Shear(plf) Wall Type Wall Type A DIN 1 Wali A STU Wall Type Wall Type A DW Wall T A DW Wall Type Roof Uplift from Front to Back resisted by Front and Back Ext Walls Uplift(plf) IV I @ Ext WI 54 Wall Type Uplift Detail @ Rf 1 & Ext WI A T S ns must run continuous down the Wall below to the Foundation. If no Wall below, tie to Beams sized for Hold -Down Point Loads. HD Base HD HD HD Iift T S U fft T Seg U ift HD HD T S Iift Seg Uplift HD HD Type Seg Uplift T Seg Uplift T Level lift T S Shar(pif) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shar(plf) Wall Type Wall T Wall Type Wall Type- Wall TYPO Wall Type Wall Type Wall Type I I 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 Wail Construction or Shear Frame for Wall Tym Symbol is selected from Shear Wall Schedule on Page 9. .4� -blJ am-iold:xjI, aftiormiupoR m o0 bloH bns llsW Yssd8 2 IizXlsnA NO t-rsis3 bsmasA afrlgiR IIA ya ~rc �3q :mpg, - - rCCS r tqs? ;oJsfl o�bvriio2 tl last] tsdil�t)tfarto� _ ;aN!�O.�Cp i2;� ',,'IA iori%W L psi:18 Oe8r-RAS-,lGj;f :doh k! 0 onij; Cl aniji A orti.i (g s L 2} tli , ; lnsril s8 rre��?� sst3rt� A Qtti1`i�;tr� - (scat?; � : dA uvitrr.,lwO = u+!eU .:....r........ �...�.�. ,,.r.. ,� t4)139 FH 91t!bP:i:k. 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J n � VtT2 ! � T���Jr� I �Y\I �I 4 as 1'r' i _ i? k f �.�"i� Jii„i*J .)!i(�ti re V }T.2 j I IP O;iji kilqu _. ._ _ Clita r�{ JX'.1 tr' i !rh Ni fis q, tij J ? �s J! t7N? �i( rfG! 1`w i1 (7t (Tw, ']-ka Ai rI k IU j �+ f �t !:i X �C ?'1':fi�_ J. : Y!J'� } i .� r :J(! : 61n11f �t1tiL�'1 t! f 1 In.� t• tstn!_ li •rd ?tri' ali '�t]ti'r ^,QY7 a T-- i3tlgts 2 ':Jrj"l' iS(�k, C,.1`3. iscrvT }lik:,U 9 �^� T gf{Clis 3 �i^�T. fk!igti 1;t,!!j 0�[ p7 .' j ! ! j 1 i 1 j (ilaj� stt2. ogy! New.� �n.� (ttg;�a.!t2 �iG?erstr2 4 " T ►l.:W {-".,},colo T � r t} 1 (�};r J $ . _ .. _ ! T (I41! • !G`if � 90`y (•.A+� C� J 1"SNfc I tFyr�J-A x �_:,�� �t;�ts ss ;is�� >`.er�: �> ;:tea 'v�.;r, ! 1's ! � >v�, � pt,;� �:�! ss-�:�9i;� to :�;� -,��:�;�;�r,� �� �t� t::� :F ui2 ____�- _-- - - i?t?rr9 ttO efabe:t�2 ►ln4ti` u',N,17 m.Trt Fant-w�.aa .;jnnm..•� o.,:.T u�w...a .,...-.....,.w� _........._,____., .._... ......... .. _ . �t_ Y' Shear Wall and Hold Down Schedules Page 9 MaxQuake ©1995 Archforms Ltd. Date: Sept 12001 Finn: AEC Group All Rights Reserved Lateral Load Analysis & Joh: WD -3 -2 -FR -1836 By: Larry J Warner AIA CSI I Q99.03We7 Construction Design Software SHEAR WALL OPTIONS: Place an "x" in the appropriate shaded block. Select only one option under each heading (except System when using frames) S eclat Zone Hardware Mfg. Wall Framing Material Shear all System PIVIP Wali Sheathing Fasteners C194No X Simpson X Doug Fir or So.Pine SW-AII Plywd or PB 3/8"or1/2" CC or CD Ply X tad Los Angeles Area KC Metals Hem Fr (s.gray.<.49) X SW-Gyp,Stuc or Ply 3/8"ort/2" Struc I Ply 10d USP-SIIvr/Kant 3-1/2" Metal Studs HF- Hardy Frame X 318"orl/2"CD Ply o/GB 14ga Staple UBC Other (Apx.C) SF -Simpson Frame U2"Ext M,S/NI-2 Prtcl Bd 1" Screw To Customize, Overwrite Sched. on Apx. C below Other (See Apx. C) ZF -Z Frame Other Sheathing/Fastener Combo (See Apx. C) WIND AND EARTHQUAKE DATA 97 UBC SHEAR WALL SCHEDULE #Wall Wind Speed mph 75 Seismic Zone 3 Shear Wall Ede Anchor Plate to FI. Plate Importance Fact. 1 Source Type A T Load Sheathing Nall Botts Nail Lag Gips YPa 9 Exposure Cat. B Fault Distance 20 Symbol 0" Material 8d 518"x12 16d 112" A35 Wind Pres.horiz. psf 10.16 Soil Profile SD GF:880 GF:140 GF:480 GF:450 Wind Pres. vert. Resmnse ac 4.5 Note 1,2 Note 3 Note 6 Note 7 Note 6,8 Note 9,10 NA constrict wall as speed per symbol or any below WALL HOLD-DOWN & STRAP SCHEDULE Drywall �ath 1s"oc 3roc ASU 18800 stucco 56"oc 3o"oocc A 6 140 1/2" Pty 6" 40"oc 6"oc 22"oc 20"oc Hold -Down Max. Min. Wail Foundation Bolt Symbol Uplift Post FI to Fl Anchor Type Bolt 4 A 4 210 1/2" Ply 4" 27"oc 4"oc 15"oc 14"oc lbs. Size Strap Straps HD Dia. 4 A 3 270 1/2" Pty 3" 21"oc 11"oc 1160c Note 3,4 Note 2 Note 2,4 Note 2 4 A 2 350 1/2" Ply 2" 16"0c S"oc roc 4,5 A 44 420 ea side 112" Ply 4" 14"oc roc roe NA up to 300 use the hold-down across or below reci'd type A H1a 1,005 2x CS20 20"+ PAHD42 4,5 A 33 540 ea side 112" Ply 3" Iroc 6"oc 5"0c A H1b 1,650 2x CS16 30"+ LTT20 1/2" 4,5 A 22 700 ea side 1/2" Ply 2" roc 4'bc 4"oc A H2 2,775 2-2x MST 48" STHD10 HD2A 518" ? A H5 4,685 2-2x MST 60" PHD5 518" 1 Sheathing: 318"-112" CD or CC Ply over Gyp Bd with all edges blocked A H6 5,800 2-2x MST 72" PH136 718" 2 Framing: 2x DF typ @ 16"oc., 3x req'd If 10d w/ +1-518" penetration, 2" or 3"oc A H8 6,730 2-2x CMST14 68"+ PHD8 7/8" 3 Typical Fasteners: 8d Common or Galv. Box nails (no sinkers), nail field @12" A H10 9,540 4x CMST12 ti0"+ HD10A 7/8" 4 3x at plate and panel edges at wails w/ Shear over 350lbs, nail min. 112" from edge A H14 11,080 4x HD14A 1" 5 Offset panel edges on opposite sides of wall and stagger plate splices A H15 15 305 6x HD15 1-1/4" 6 Anchor Bolts (ASTM A-307) Min. T Imbedment, w/ 2"x2'016" Plate Washer ? Add inches to FI to FI Tie Strap for gap across Joist 7 Stagger 16d nails In 2x, lags at 3x plates when no sheathing continuity to Rim Joist 1 Straps and HD's as Mfg. by Simpson Strong -Tie Co. Cat C-99 8 Pre -drill 3/8" hole for Lag. Provide Washer. Adjust to for 2" penetration into Joist. 2 Nail Straps & Hold -Downs w/10d (2x max.pen.15/81 See Details 9 Clips: Plate to Blocks only req'd if no shear sheathing continuity from Wall to Blocks and Mfg. Data for Nailing, Bolt and Embedment Requirements 10 Anchors and Clips as Mfg. by Simpson Strong -Tie Co. Cat C-99 3 If No Cont. Rim Joist Add Lgth Of Gap. 10d at CS, 16d: CMST & MST 4 Straps and Hold -Dooms must run continuous to Walls below, if no Wall below, tie to Beams, sized for Hold -Down Point Loads al ro cs cr Lu LLI 03,'D r - fu -4 uj cc Rr 15. tv CD r-) CO Co LCV ji U3 55 -Col w ci z >>> 04 6 C5 (C'3 -qJJ 0 Z Cl 0 a I = -4 1 1 -:a m M3 -4 5 ca, s ai C& in. L,..,_ ---- LLJ z o at Ml --7 C- -9 r_,-01 C%l st aU3 cv zz :v Oa co 4- ?ulll 0 L -J C1% w 5 m Shear Wall and Hold Down Schedules Page 10 MaxQuake O 1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Sept 12001 Firm: AEC Group Job: WD -3 -2 -FR -1836 By: Larry J Warner AIA CSI f299.03We7 Construction Desion Software DIAPHRAGM OPTIONS: Rf1Fl Framing Mat RNFI Diaphragm Fasteners COLLECTORITIE AND DIAPHRAGM SCHEDULE X DF or So.Pine X All Unblocked 8d Com Only Hem Fr Rf UnBlk, Fl Blk X 8d@Rf,10@Fl 10d Com Only CIT Max. CollectorlTle Tie Tie Rod Type Force Cont Joist or Strap Washer Other Block All Edges 14 ga Staple Symbol (lbs) Solid Blocking or Cont Dia. Dia. HD To Customize, Overwrite Schedule or See Apx. C Other 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 CollectorMe as speed per symbol or any below NA 300 A C1 2,231 20 MST27 a C2 3,506 2x6 MST3T 314" 1.79 2- HD5A Frame Model Numbers and Unit Shear Capacities (Ibs) Height 7 ft 8 ft 9 ft loft e C3 4,405 2X8 MST48 71W 2.24 2- HD6A L th e C4 5,800 200 MST60 7/8" 2.96 2- HDBA e C5 6,440 2x12 2- MST37 718" 3.28 2- HDBA e e C6 8,310 2- 2x10 HST5 718" 4.23 HD10A I& e C7 11,170 2- 2x10 HST6 7/8" 5.69 2- PHDB e e e C8 17,691 3- 2x10 7/8" 9.01 2- HD10A e ? ? ? ? ? 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 Alkhread Rod thru Rft/Jst, Igth=Load/Shear(plf), secure ends w/ Washer or HD 5 Provide Washer w/ Dia. (inches) at end of blocked RNJst bays, Mal. iron or 1/4" St. 6 Connect Continuous Collector/Tie to shear wall as required by Shear Wag Schedule 7 HD at Rod to Shear Wail and/or RftWst. Mfg. by Simpson Strong -Tie Cat C-99 ROOFIEXT. WALL UP -LIFT SCHEDULE Roof Shear Diaphragm Edge Floor Shear Diaph. Diaphragm Load Material Nall Diaphragm Load Material I Note 1,2 4 Wali Uplift Stud to Plate Prate to Rafter Stud to Rafter Type (pIQ at 16" oc at 24"oc at 16" at 16" oc Symbol Note 1,2,4 Note 3 Symbol 50 8d Nall 10d Nail A T 100 Ply Nailing or H2 H2 a R6 180 112" Ply 6" a F6 215 314" Ply 4" a F4 314" Pty A U 180 A35 H4 H2 A V 310 SPI H10 H1 H2 a R4 112" Ply a R3 112" Pty 2.112" a F3 314" Ply A W 460 SK H7 H10 LTS10 a R2 112" Ply 1" a F2 314" Ply A X 600 SP2 H10 H7 A Y 1,170 FTA2 ? ? 1 Sheathing: Floor 314 CD -AC Ply/OSB, Roof 1/2 CD or CC Ply/OSB, Unblocked A Z 2,560 FTA7 2 Framing: 2x tip, 3x raga If 10d pen more thanl-/8", or nails spaced less than 3"oc 3 Typ. Fasteners: 8d Com. @ Roof,10d Com. @ Floor (no sinkers) field 12"@Rf,10"@Fl ? 1 Anchors and Clips as Mfg. by Simpson Strong -Tie Co. Cat C-99 4 Continuous Rim Rafter/Joist recommended at perimeter of unblocked diaphragms -4- > 'oC93 r, TJ W > to^ 9 CQ ku V- C-4 ie.) Ci W;O 03 41 :A C4 0 L_ -C's CD -'7 :', N ud CU co M 03 CU 00 X., c 3 cz C; r t. 21. C-ra' CIA Z�7 O CD W3 CD cn A- J3 In IN M S gz, cz tj IJ CA x > a al 1. C_ 53 1 I'D LU C, IT, !j 4A -1 C.0 M, t. M W)• lope > > > > > > Cmaft"-M c. At I wi) tL, cv 7? to u cu W AP. JI I- I t ca 1 -3 01 1 cr -.f 0 OZ. Tw- tl� cr J, 2) jt V) > I u Coliedor/Tie & Diaphragm Loads, Lines 1.8 Page 11 MaxQuake ©19% Archforms Ltd. Date: Sept 12001 Finn: AEC Group All Rights Reserved Lateral Load Analysis & Job: WD-3-2-FR-1836 By: Larry J Warner AIA CSI Q99.03We7 Construction Desi n Software 12nd Line 1 I Line 2 I Line 3 1 Line 4 Line 5 1 Line 6 Line 7 Line 8 Seg CR Load (back) - max. load on the Collector ITIe between this and Seg above. CR Type - min. adequate CollectorMe. Seg beg - feet Seg begins front of Quad Line. front - Crr load at front side of the front most Shear - the ave DiaDhraom Shearalona the Line. IF "G " a correct Llne CIT disconfinultv. toad CIT Seg Crr Load CR Seg GT Load Ctr Seg CIT Load CR Seg CIT Load CIT Seg C/T Load Crr Seg C/r Load CrT Seg UT Load Crr Seg Roof Seg back T back TY beg Seg back T back T back Type beg Seg back Two beg Seg back TM beg Seg back Type beg 1,2,3.. Wait Lines Run From Front to front • front front front front front front front Back Shear(M Shear(plf) Shear(plf) Shear(pif) Shear(plf) Shear(plf) Shear(plf) Shear(pif) Rf Dlaph Rf Di h Rf Dia Rf Dlaph Rf Di Rf Dia Rf Dlaph Rf Dlaph 1 I CIT Load C/r CIT load CIT C/T Load Crr CIT Load CIT C/r Load Gr C/r load CIT S C/T Load CR CIT Load CIT Seg 2 FI Seg back Type back T bads back T Seg back Type back T back Type back Type a b-1 b-1 b-2 311 A C1 c 1246 a C1 b-2 430 n C1 C 524 a C1 d 961 a C1 d-1 238 NA d-2 435 a C1 front 557 A C1 front front 1277 A C1 front front 803 A C1 front front front 21 Shear(pif) Shear(plf) 50 Shear(pif) Shear(plf) 30 Shear(plf) Shear(plf) Shear(plf) IShear(plf) RF Diaph A R6 Rf Diaph Rf Dlaph A R6 Rf Diaph Rf Diaph A R6 Rf Diaph Rf Diaph Rf Diaph F1 Diaph A F6 FI Dlaph Fl Dl A F6 Fl Dlaph Fl Dlaph A F6 Fl Dlaph FI Olaph Fl Dlaph St Load CfT S CIT Load CIT CIT Load C/r S CIT Load UT Sec C/T Load C/T Set CIT Load C/TCR Load CIT Sq CIT Load UT Seg Floor JUT Seg back Type beg Seg back Type beg Soo back Type beg Seg back Type beg Sq back Type beC Seg back T pe Seg back Type beg Seg back Type beg front front front front front front front front Shear(plf) Shear(pif) Shear(plf) Shear(pIf) Shear(pif) Shear(plf) Shear(plf) Shear(pif) Fl Diaph IFI Diaph IFI Diaph Fl Diaph Fl Diaph Fl Dlaph FI Diaph Fl Diaph If Rf or Fl Dlaph return "block?" load values are higher than the diaphragm capacity. Change to blocked diaphragm or fastener Option 10) or add Shear Wall 3or4 !t FA OL s j LY.gblj ie{rnu .. Fi> 9 ,!su? ppm mi F 7 �� r uV _r E! Ul jLP 1:?? u fEi Ci ti lit n1sht; 2P tfbS{t - (gy�fxc aftl gysst(hl{? (2 r �,(bj{1 uF 4au{itrx , rM n ;, , ! { � , ! tt our"'. :F t- Etos)s re+1 WWF L?bo pil pucl i?u:0 ,.�;!rx0 113LA .'ar a P_�pry j7t+e YVj iA Fx2 srNa, h 1xtr i» _ - {l9� t: 171tm 0, Cli f4n9 CSl ?c Guroj r cu Cit'rm Eli 26qr-`u r nsq r C'i l"'*q� cu 2tJiC,t;. rV;Q Cd c r*ii rmr4 cu r. , 1 �----{--_---�- _tCtl. r � C1 'cam 4i Gh=')'Y v L j Ei t} yo!! � tcl fu,`a!, :; i 2 1 i ; ps �+} _ E! iscu rT sN ! �?gt;l� t L t'�'by }! y tSP lt53 i!`j"-i1 3U, f�' i:tf i { Q�`1ai! rsi:G, lti gprrtt;b!{) ;�Nsa t {; _i2N'tyt(bill tc '1 7 CdF"t'; j{torlj ;�, t3 y; ::o?.{ ? v (_ {.+.r, SF;:i d i,R:l,! iltciet jl►��} ! ! ! t ! IC C SI +7 �' ; t 7 i'� t f C� l ! 51:1 2 i"�CK' 1 gcc� t jhb© 4IRi 2 �>3�Ch � .bs 2e$- �:s jhb� l,et 2Qa ps•-,r l� � {,a. f ii+bs � 2� FyCIl i� rleal206 r>� a llbe 06 d t C'S i Q CU C`1i r 4 Cll 2d Ct ll C11 :3'.. Cit�cmq CU CLL rosq COU rl,4q Ct: 2i�i Cll ros9 Cit 2e, Clt r osq CLL eG lit ty.s u Ke Ql p !A r?f by O't IYOOP -rut DPW w M Cr3b{r - a Bs`'Y ENsIA(bit1 2f atiUit) 2paslUblo vel epsSE 90 Apar kl) 2p� R@tti .10 iRau tit Ilo {telt - - - {Rscii - .. 110111_ _ _ _ tta► __ .. _ _. _ - Rin -- 0004 t , . tau Maio) oti aGEF �A tw 2� �� 3xhi ,gra 8'a- D't'-C ijlx ,e� 2su j s-fr iAise ; aa 2sc'£ ��Y i�� D�jcca P,,,v i tis �1�2� Ns j �Ab 7 �r1��cc� P� .£Al w� 5ug Ctl r'owt CL'. a4cu rovq Cll 2� Cli i ii Cll 2C Cu rapt cl: CLL ria cu � � Cli i q it 2 Cit fes; C1i e, t �q cu {tt ut - Cli IQ`?r? 3 {ttkn aqqs of {tuu{ t�•e2i 2 'moi 2 s !F'a wet - � ?o , i9f w Zf� ��. iq Ffl —'t('7S t? Cet:- F PUTS (,',,L'rK'1.1U lW, T 26� Cu f �` (r ►�i WTir• *Sf4 CU {Ns LgICCtrx 1 W ,.WAOGU +;•:' SN2oaapc Alt Cll ' A: Law sq<. n`:ts Cx�;; ;C:L�tiilfi 2tzr? � ��t ci { n ttrnlE of {tri r a3 i~rue j i'gus j Wins 3 ls� # nus 2 `ps a tai -JUG 'top ML�`J`5-}_E�-t8?�' g : r s ,tilstubR tilt' C2i X76 '2MO.I. �OUVILOC4cu �s2� u fa r+els' �srs: puu: VE- C-Lofi _ tflt9?Fr+r' tfsasRnsq . Csfs t CAsQ yust]lsia ie OUSCTOLUIG ? D!9b}tts8.lu rosq;e` ruse 4.9ti a l� y. JW Collector/Tie & Diaphragm Loads, Lines A•H Page 12 MaxQuake o 1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis 8 Date: Sept 12001 Flan: AEC Group Job: WD-3-2-FR-1836 By: La J Wamer AIA CSI 099.03We7 Construction Design Software Line A Line B Line C Unel) Line E Line F Line G Line H Seg CIT Load (left) - max. load on the Collector Me between this and Seg to left. CIT Type - min. adequate CollectorMe. Seg beg - feet Seg begins right of Quad Une. right - CIT load at d t side of the ri t most t. Shear - the ave Di m Shear alongthe Une. If "Ga " rs correct Line CIT discontinui . 2n Load S CR S CIT Loa CIT Load R S Load S C S Load CR Seg Roof S left T left T left T S left T Seg left T left T left Type b left Type A,BIC., Wall ones Run From Side tori t right right t fight d t right right Side Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Sheart" IFJ Dlaph Rf Diaph Rf Diaph Rf Diaph Rf Dlaph Rf Diaph Rf Olaph Rf Dlaph 1 Load cIT S CIT Load CIT S C/r Load CIT CIT Load CIT S CIT Load CIT CIT Load Crr CR Load CIT Cfr Load CIT Seg jCrr 2 FI Seg left TWe Seg left Type bec Seg left Type bec Seg left Type bec Seg left T left T -be-c left T ® bec Seg left Type beg 1-a 1 1-a 2 1-b 669 A C1 2 436 A C1 1-b 236 NA 3-a 1046 A C1 3-a 622 A C1 2-a 246 NA 3-b 560 a C1 3-b 723 a C1 2-b 482 a C1 red 66 NA rot 945 A C1 t 838 A C1 416 A C1 rightright t Shear(pit) 13 Shear(plf) 46 Shear(plf) Shear(plf) 60 Shear(plf) 76 Shear" Shear(pif) Shear(pif) Rf Diaph A R6 Rf Diaph A R6 Rf Diaph Rf Dlaph A R6 Rf Dlaph A R6 Rf Diaph Rf Dlaph Rf Mph HFlooI 0 A F6 FI Di h A F6 R Dlaph Fl Maph A F6 R Dlaph F6 Fl Dlaph FI Dla h Fl Dlaph CR Load CIT CIT Load CIT Crr Load CIT CIT Load C/T GT Load CIT S CR Load CIT S CIT Load CIT C!T Load Seg r Segleft Type beg Seg left T S99 left Type beg Seg left Type beg Sag left Type beg Seg left TYPO beg S09 left Type IS09 left TYPe ht right right right right right d Shear(plf) Shear(plf) Shear(plf) Shear(plf) IFI Shear(plf) Shear(plf) IFI Shear(plf) Shear(plf) FI Dlaph IFI Dlaph FI Dlaph Dlaph Fl Dlaph Fl Dlaph Dlaph Fl Diaph If Rf or FI Diaph return °blocky load values are higher than the di m ca acity. Change to blocked diaphragm or fastener Option 10 or add Shear Wall 3or4 1. Pressure for Components & Cladding 12001 Wind Pressure for GCp Uplift -3.4 -35 or -3.2 -32 Out- -3.0 -30 Force -2.8 -28 -2.6 -26 -2.4 -24 -2.2 -22 -2.0 -20 -1.8 -18 -1.6 -16 -1.4 -14 -1.2 -12 -1.0 -10 -0.8 -8 -0.6 -6 -0.4 4 -0.2 -2 0.0 0 Down 0.2 2 Load 0.4 4 or 0.6 6 In- 0.8 8 Force 1.0 10 1.2 12 1.4 14 1.6 16 1. Values are for enclosed Buildings. 2. SBCCI Values for GCp are equivalent to UBC Table 16-H for values of Cq. Finn: AEC Page 13 MazQuake ©1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis 81 Wind Pressure P and Wind Coefficients GCp for Components and Cladding of enclosed Buildings Vertical Wind Loads for Gable or Hip Roofed Buildings GCp GCp 1 war.a.•a•arm 1 wwwr.uu�r.^rrta 0<a<10 10<a<45 Figure 1606.2C Wail GCp Vertical Wind Loads for Monoslope Roof: Figure 1606.2F 3 < a < 10 0<a<10 10<a<45 0 20 100 1000 0 20 100 1000 Effective Wind Area sq.ft. Effective Wind Area sq.ft. Flgure1606.2E GCp for Roof slope 30 < a < 46 Degrees Overhang GCp include effect of both upper 6 lower surface 3<a<30 0 20 100 1 CSW' Reduce C 10% If 3 < a < 5 Effective Wind Area (sq.ft.) If a< 3 see Figure 1608.21) Figure 1606.20 Monoslope Roofs 10 < a < 30 Degrees .ed 1, s v f , 1 P ia . :a ,.::.-.. , , „ 5��;FI�YING a , ,� , _ • : ' � (vtAll.�IECGRS�UP,a , 1w uoyq , ., ... :BALLFENCEC ,.- ovr by AE= d , ` CON U R T n , ' r ,4f t F , , , t. ac 4,, N UJDOD FENCESPECHbOSJE , , : . i RJTUfRE OB $ITE Poop, 6.HW D FENCE ,