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041-650-015
I NOTES RESIDENTIAL 041-650-015 , 03-0703 ��w.n �✓h ah co-v� i�r��r � �r'ri. I� , PERMIT N0. ADAMSON EMORY CT, PARADISE NEW SINGLE FAMILY Vt J00 d y 3 ���- o �( fie✓ � ��f� �s �,.,� ��, ��LT � _ --------------- 4 f�L • 'l — 3� .t SPECIAL CONDITIONS ` CHECKED r BY SRA r FLOOD CERTIFICATE REQ' 1 FIRE SPRINKLERS REQ. = °` SPECIAL INSPECTION ITEMS - VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER DETACH FOR SERVING UTILITY L.✓ Address GAS a e Meter By ELECTRIC Date / �L Meter By Meter By�— i, ELECTRIC Meter By Id 1 JO NALED (Date) Signature Date I Date Lt/3 /I J=OK 0 = Not OK NOReadyab1e 1. MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 3. 1. Zoning Requirements -Setbacks -Easements Wood Awn.; Posts- Beams- Rftrs-Connectors Shthg-Frg-Bracing 2. Soils; Special MH Support Sketch 6. 3. Sewer; Location -Test -Fall -C/O -Concrete Electric 4. Water; Location -Test -Easement Needed (Sketch) 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete Card B-1 Date Card B-1 6. Gas; Location -Test -Wrap;-/ /" L'ft. / P Nat. or/ /" L- "ft./ P LPG Card B-1 Date Card B-1 7. Well Clearance & Disconnect 8. Utility Clearance 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining . I Date 4. Card B-1 Date Card B-1 Date 5. Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s Elec.; Enclosures; Conduit Entries -Terminals -Listed 1. Zoning Requirements -Setbacks -Easements Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 2. Footings; Size -Spacing -Marriage Line Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosures-Panelboards-Ins. to Main Conduit 3. Gas; MH Test -Demand -Valve -Connector 9. 4. Electricity; MH Test -Crossovers -Breakers -Clearances 10. Plumb.; Cir. Test -Water Supply Test 5. Drain; MH Test -Fall -Flex Connector Light Niche 6. Water; MH Test -Regulator -Connector Enclosure; Fencing -Alarms 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged Card B-1 Date Card B-1 9. Tie Downs -Type -Installation Cert. Card B-1 Date Card B-1 10. Exits; Insp.-Sketch 11. Cert. of Occupancy Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PERMANENT END SYSTEM (ONLY) 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Blocking 4. Gas; MH Test -Demand -Valve 5. Electricity; MH Test 6. Water; MH Test 7. Water and Sewer Connected 8. Gas and Electricity Tagged 9. Exits 10. License Decals 11. Verify #'s with Office Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks, Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts- Beams- Rftrs-Connectors Shthg-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date POOLS (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining . I 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 Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche 12. Enclosure; Fencing -Alarms Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 J=OK o = Not - =NotAApplicable RESIDENTIAL (Single & Duplex) p . = Not Ready Date .(� -i 'yCard B-1egf Date Card B-1 Date i /"/®� Card B-1 ate Card B-1 Date -,PLUMBING (PermALOK except #'s fT?/^gter Htn a ccess-Combustion Air Baffle W. ater Pi e; Test & Anchor -Nail Protection ^ D.W.V.; Test Fittings & Anchor -Nail Protection Dower Pan; Test, First Floor -Tub Access 21. _Test'Tub & Shower, Second Floor -Tub Access 22. Gas Pipe; Sixe &`Anchors "23"Fire Sprinkler; Test "Date ,G 1 -4t_ Card B-1 Date Card B-1 DaCard B-1 Date Card B-1 Date. ELECTRICAL (Permit) OK except #'s 24./Fixture & Transformer Clearance -Ins. Protection 23.' Elec. Receptacles Spacing -Lights & Switches at Doors 2.V Size Boxes & No. of Conductors Stapled 2Y. Romex Installed Close to Edge of Studs & C.J. 2V equip. Ground made up w/Mech Fasteners -Bond Gas & Water 2,9e'2 Appliance Circuits in Kitchen & Conductor Size GFI 3 ubfeed Wire Size/ a. Cu oSArX.b. Wire Size/%fie Cu or AI 3)ZRange Circle/ ,,'—'/ Cu I -Oven Circ. / fga Cu or Al Insulated Neutral Cjpes O No 32: Servide -Riser Conductors & Ground Main Disconnect 33 `Equip. Clearances Panels-Motors-Mech. Equip. 34' Clothes Closet Light -Shower Light -Spa Light . Smoke Detector Date (-/,L , •o- Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s 36.ZA.C. Ducts Insulation & Support a 37. Vent Fan, Exhaust above insulation 3 .: Condensate Drain & Overflow, Size & Grade 34. Furnace -Vent Access -Comb. Ait-Return Air Vent 115 Outlet Attic Access & Platform if Furnace in Attic Date GI F Card B-1 Date Card B-1 Date /' Card B-1 Date Card B-1 Date FRAMING (Permit) OK except #'s •41!Sills Proper Materials & Anchors 42%:, Walls Studs -Nailing Spacing & Braces -Plates -Sound , :43�ea ing Walls over Girders & Floor Nailing t 44!6 ft•$top iri Walls (rat proof) ..!Vire toWjyrrecCeilings-Stairs-Chasers-Tubs.. .l Hf de Beams -Size & Bearing 2 I Date FRAMING (Continued) '+V/Cling. Joist-Rftr. Ties- Purl in -Roll Brac.-TryssrShting.-Rtng. 4,R'�fireplace Ties or Type A Flue -Fireplace Throat Clearance ,W., Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 65ZBdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 59, Garage Fire Protection Framing -RC Channel 53. Property Line Firewall & Openings 54: Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 65. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection . Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 5Y Siding -Nailing Veneer 58. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 5 lazing A a -Glass Protection -Skylights- lastic / 9 W. Shear ails; Naif -Bo 61. Brace Interior/Exterior Wall Panels 63. Infiltration -Walls indows Datty /L Card B-1 Date Card B-1 Date 4.Card B-1 Date Card B-1 Date wl IFJdALAPIansr0K except #'s '6V,Ejx1YSteps-Door & Sidelight Protection -Landings 13b!SX6ke Detector I ce Vents -clearance -Comb, Air -Connector - I rage; Above Floor-Ducts-Mech. Protection Broom Exiting „ ` W. G. Bath Fixtures & Tub Access -Spa• - - lse. Trim_& Subpanel. Breaker Sizes & Labels Fir lace or Stove, Clearance -Hearth . Outlets at Wood Panel, Int. & Ext. +` 7tB�Ki . ixt. & Appliance; Ground -Air -Gap -Cooking Clearance 7 Outlets & Receptacles at Kit. Counter 7 • e Fire Door; Swing -Landing -Closure Duct in Garage -Damper Wtr.tr.; Vents -Clearance -Comb. Air Connector-P.R.V. i arage; Above Floor-Mech. Protection 7r P .; Elec. & Mech. Equip. Listed for Location . EI eceptacles in Garage (F.F.I.)-Romex Protection ul tion -Foam -Looked in Attic * - rd Ral & Deck Construction -Post Caps 821"Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth _ Clearance Looked under Floor 0 Yes 83. Ilowing Instld./Drive O Yes No/Walks O Yes O No/Planters O Yes 0 No St co Brown -F' ' Ayb-nit Disconnect, Electrical -Plumbing ents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 97"WaW Well, Disconnect, Electrical, Plumbing xt rior Elec. Trim, G.F.I. Receptacle -Underground 9 enlilation Throughout House 94h-Correqjpns from Previous Inspections C a st-Meters Tagged, Gas -Electric at Sewer Connected -C/O to Gra -HD ner y Compliance Certificate -Other Certificates dress Posted Fire Sprin Date t Card B-1 Date Card B-1 Da Card B-1 14,rU 'Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: Date UND OR (Plans) OK except #'s ing-Setbacks-Easements-Flood-Slope (Q ,'j , 4 g., Main; Soils-Elec. Grnd.-/ " Ftg. Depth 4 Ftg., Garage; Soils-Steel-Elec. Grnd.-/ /" Ftg. Depth 4. Ftg., Porches & Decks; Soils -Steel-/ /" Ftg. Depth (0,2,g.p R : temw IIs, Main; Steel-Blockouts-Wrapped . S walls, Garage; Steel-Blockouts-Wrapped ,6 . old Downs and Special Anchors 7. Slab Steel -Wrapped i rs-Fire lace Ftg.-Steel 9 .W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 10. UF, Gas Pipe; Size Anchors -Yard Gas Piping; Size Test 1k^ater Pipe; Test -Anchors -Regulator -Service Test 12. Electric Underground 137, PLenums & Ducts; Clearance -Material -Support -Ins. 1 ers-Sills-Anchor Bolts-Joists-Vents-Crippies 1 VAccess & Ventilation 16. Insulation Date .(� -i 'yCard B-1egf Date Card B-1 Date i /"/®� Card B-1 ate Card B-1 Date -,PLUMBING (PermALOK except #'s fT?/^gter Htn a ccess-Combustion Air Baffle W. ater Pi e; Test & Anchor -Nail Protection ^ D.W.V.; Test Fittings & Anchor -Nail Protection Dower Pan; Test, First Floor -Tub Access 21. _Test'Tub & Shower, Second Floor -Tub Access 22. Gas Pipe; Sixe &`Anchors "23"Fire Sprinkler; Test "Date ,G 1 -4t_ Card B-1 Date Card B-1 DaCard B-1 Date Card B-1 Date. ELECTRICAL (Permit) OK except #'s 24./Fixture & Transformer Clearance -Ins. Protection 23.' Elec. Receptacles Spacing -Lights & Switches at Doors 2.V Size Boxes & No. of Conductors Stapled 2Y. Romex Installed Close to Edge of Studs & C.J. 2V equip. Ground made up w/Mech Fasteners -Bond Gas & Water 2,9e'2 Appliance Circuits in Kitchen & Conductor Size GFI 3 ubfeed Wire Size/ a. Cu oSArX.b. Wire Size/%fie Cu or AI 3)ZRange Circle/ ,,'—'/ Cu I -Oven Circ. / fga Cu or Al Insulated Neutral Cjpes O No 32: Servide -Riser Conductors & Ground Main Disconnect 33 `Equip. Clearances Panels-Motors-Mech. Equip. 34' Clothes Closet Light -Shower Light -Spa Light . Smoke Detector Date (-/,L , •o- Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s 36.ZA.C. Ducts Insulation & Support a 37. Vent Fan, Exhaust above insulation 3 .: Condensate Drain & Overflow, Size & Grade 34. Furnace -Vent Access -Comb. Ait-Return Air Vent 115 Outlet Attic Access & Platform if Furnace in Attic Date GI F Card B-1 Date Card B-1 Date /' Card B-1 Date Card B-1 Date FRAMING (Permit) OK except #'s •41!Sills Proper Materials & Anchors 42%:, Walls Studs -Nailing Spacing & Braces -Plates -Sound , :43�ea ing Walls over Girders & Floor Nailing t 44!6 ft•$top iri Walls (rat proof) ..!Vire toWjyrrecCeilings-Stairs-Chasers-Tubs.. .l Hf de Beams -Size & Bearing 2 I Date FRAMING (Continued) '+V/Cling. Joist-Rftr. Ties- Purl in -Roll Brac.-TryssrShting.-Rtng. 4,R'�fireplace Ties or Type A Flue -Fireplace Throat Clearance ,W., Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 65ZBdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 59, Garage Fire Protection Framing -RC Channel 53. Property Line Firewall & Openings 54: Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 65. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection . Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 5Y Siding -Nailing Veneer 58. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 5 lazing A a -Glass Protection -Skylights- lastic / 9 W. Shear ails; Naif -Bo 61. Brace Interior/Exterior Wall Panels 63. Infiltration -Walls indows Datty /L Card B-1 Date Card B-1 Date 4.Card B-1 Date Card B-1 Date wl IFJdALAPIansr0K except #'s '6V,Ejx1YSteps-Door & Sidelight Protection -Landings 13b!SX6ke Detector I ce Vents -clearance -Comb, Air -Connector - I rage; Above Floor-Ducts-Mech. Protection Broom Exiting „ ` W. G. Bath Fixtures & Tub Access -Spa• - - lse. Trim_& Subpanel. Breaker Sizes & Labels Fir lace or Stove, Clearance -Hearth . Outlets at Wood Panel, Int. & Ext. +` 7tB�Ki . ixt. & Appliance; Ground -Air -Gap -Cooking Clearance 7 Outlets & Receptacles at Kit. Counter 7 • e Fire Door; Swing -Landing -Closure Duct in Garage -Damper Wtr.tr.; Vents -Clearance -Comb. Air Connector-P.R.V. i arage; Above Floor-Mech. Protection 7r P .; Elec. & Mech. Equip. Listed for Location . EI eceptacles in Garage (F.F.I.)-Romex Protection ul tion -Foam -Looked in Attic * - rd Ral & Deck Construction -Post Caps 821"Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth _ Clearance Looked under Floor 0 Yes 83. Ilowing Instld./Drive O Yes No/Walks O Yes O No/Planters O Yes 0 No St co Brown -F' ' Ayb-nit Disconnect, Electrical -Plumbing ents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 97"WaW Well, Disconnect, Electrical, Plumbing xt rior Elec. Trim, G.F.I. Receptacle -Underground 9 enlilation Throughout House 94h-Correqjpns from Previous Inspections C a st-Meters Tagged, Gas -Electric at Sewer Connected -C/O to Gra -HD ner y Compliance Certificate -Other Certificates dress Posted Fire Sprin Date t Card B-1 Date Card B-1 Da Card B-1 14,rU 'Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: NOTES ; RESIDENTIAL 041-650-015 04-3561 •y PERMIT NO. _"ADAMSON; EMORY - "` i r 3548 LONNIE LANE, PARADISE CONT: OWNER SUPP INSP FINAL 03-0703 SPECIAL CONDITIONS CHECKED BY SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER JOB FINALED (Date) i } Signature Ft J=OK 0 = Not OK . = Not Readyable DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except Ws MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support Sketch 3. Sewer; Location -Test -Fall -C/O -Concrete 4. Water; Location -Test -Easement Needed (Sketch) 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete 6. Gas; Location -Test -Wrap;-/ /" L -ft. / P Nat. or/ /" L "ft./ P LPG 7. Well Clearance & Disconnect 8. Utility Clearance 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings Date 12. Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s Card B-1 Date Card B-1 1. Zoning Requirements -Setbacks -Easements Card B-1 Date Card B-1 2. Footings; Size -Spacing -Marriage Line 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 Elec.; Receptacles and Lighting, Distance-GFI 7. Water and Sewer Connected -C/O to Grade -HD Approval Elec.; Pool Lighting; 15 Volts-GFI 8. Gas and Electricity Tagged Elec.; Enclosures; Conduit Entries -Terminals -Listed 9. Tie Downs -Type -Installation Cert. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 10. Exits; Insp.-Sketch Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosures- Panelboards-Ins. to Main Conduit 11. Cert. of Occupancy Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PERMANENT END SYSTEM (ONLY) 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Blocking 4. Gas; MH Test -Demand -Valve 5. Electricity; MH Test 6. Water; MH Test 7. Water and Sewer Connected 8. Gas and Electricity Tagged 9. Exits 10. License Decals 11. Verify #'s with Office 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 Ws 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 POOLS (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosures- Panelboards-Ins. to Main Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche 12. Enclosure; Fencing -Alarms Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 J=OK 0 = Not OK = Not Applicable . = Not Ready RESIDENTIAL (Single & Duplex) Date UNDERFLOOR (Plans) OK except #'s 1. Zoning -Setbacks -Easements -Flood -Slope 2. Ftg., Main; Soils-Elec. Grnd.-/ /" Ftg. Depth 3. Ftg., Garage; Soils-Steel-Elec. Grnd.-/ /" Ftg. Depth 4. Ftg., Porches & Decks; Soils -Steel-/ /" Ftg. Depth 5. Stemwalls, Main; Steel -Blockouts-Wrapped 6. Stemwalls, Garage; Steel-Blockouts-Wrapped 6a. Hold Downs and Special Anchors 7. Slab, Steel -Wrapped 8. Piers -Fireplace Ftg.-Steel 9. D.W.V.; Fall -Fitting -Test -2 Way C/O -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 Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except #'s 17. Water Htr.; Vent -Access -Combustion Air Baffle 18. Water Pipe; Test & Anchor -Nail `Protection 19. D.W.V.; Test Fittings & Anchor -Nail Protection 20. Shower Pan; Test, First Floor -Tub Access 21. Test Tub & Shower, Second Floor -Tub Access 22. Gas Pipe; Sixe & Anchors 23. Fire Sprinkler; Test 72. Elec. Outlets at Wood Panel, Int. & Ext. Date 73. Card B-1 Date Card B-1 Date 74. Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s Garage Fire Door; Swing -Landing -Closure 24. Fixture & Transformer Clearance -Ins. Protection A.C. Duct in Garage -Damper 25. Elec. Receptacles Spacing -Lights & Switches at Doors Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 26. Size Boxes & No. of Conductors Stapled Plb.; Elec. & Mech. Equip. Listed for Location 27. Romex Installed Close to Edge of Studs & C.J. Elec. Receptacles in Garage (FF.I.)-Romex Protection 28. Equip. Ground made up w/Mech Fasteners -Bond Gas & Water Insulation -Foam -Looked in Attic 29. 2 Appliance Circuits in Kitchen & Conductor Size GFI Guard Rails & Deck Construction -Post Caps 30. Subfeed Wire Size/ /ga. Cu or AI-A.C. Wire Size/ /ga Cu or Al Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth 31. Range Circle/ /ga Cu or AI -Oven Circ. / /ga Cu or Al Insulated Neutral Cl Yes 0 No Clearance Looked under Floor ❑ Yes 32. Service -Riser Conductors & Ground Main Disconnect Following Instld./Drive 0 Yes 0 No/Walks 0 Yes 0 No/Planters 0 Yes 0 No 33. Equip. Clearances Panels-Motors-Mech. Equip. Stucco Brown -Finish 34. Clothes Closet Light -Shower Light -Spa Light A.C. Unit Disconnect, Electrical -Plumbing 35. Smoke Detector Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 87. Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s 90. 36. A.C. Ducts Insulation & Support 91. 37. Vent Fan, Exhaust above insulation 92. 38. Condensate Drain & Overflow, Size & Grade 93. 39. Furnace -Vent Access -Comb. Ait-Return Air Vent 115 Outlet 94. 40. Attic Access & Platform if Furnace in Attic Date Address Posted Card B-1 Date Card B-1 Date Fire Sprinkler Card B-1 Date Card B-1 Date FRAMING (Permit) OK except #'s Date 41. Sills Proper Materials & Anchors Date 42. Walls Studs -Nailing Spacing & Braces -Plates -Sound Comments at Final: 43. Bearing Walls over Girders & Floor Nailing 44. Draft Stop in Walls (rat proof) 45. Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs 46. Headers & Beams -Size & Bearing Date FRAMING (Continued) 47. Hangers -Post Caps -Anchors -Connectors 48. Cling. Joist-Rftr. Ties-Purlin-Roll Brac.-Truss-Shting.-Rtng. 49. Fireplace Ties or Type A Flue -Fireplace Throat Clearance 50. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 51. Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 52. Garage Fire Protection Framing -RC Channel 53. Property Line Firewall & Openings 54. Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 55. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 56. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 57. Siding -Nailing Veneer 58. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 59. Glazing Area -Glass Protection -Skylights -Plastic 60. Shear Walls; Nailing -Bolts 61. Brace Interior/Exterior Wall Panels 62. Insulation -Walls -Ceilings 63. 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 64. Ext. Steps -Door & Sidelight Protection -Landings 65. Smoke Detector 66. Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 67. Bedroom Exiting 68. G.F.I. & Bath Fixtures & Tub Access -Spa 69. Elec. Trim & Subpanel, Breaker Sizes & Labels 70. Stairs & Rails 71. Fireplace or Stove, Clearance -Hearth 72. Elec. Outlets at Wood Panel, Int. & Ext. 73. Kit. Fixt. & Appliance; Ground -Air -Gap -Cooking Clearance 74. Elec. Outlets & Receptacles at Kit. Counter 75. Garage Fire Door; Swing -Landing -Closure 76. A.C. Duct in Garage -Damper 77. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 78. Plb.; Elec. & Mech. Equip. Listed for Location 79. Elec. Receptacles in Garage (FF.I.)-Romex Protection 80. Insulation -Foam -Looked in Attic 81. Guard Rails & Deck Construction -Post Caps 82. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor ❑ Yes _ 83. Following Instld./Drive 0 Yes 0 No/Walks 0 Yes 0 No/Planters 0 Yes 0 No 84. Stucco Brown -Finish 85. A.C. Unit Disconnect, Electrical -Plumbing 86. Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 87. Water Well, Disconnect, Electrical, Plumbing 88. Exterior Elec. Trim, G.F.I. Receptacle -Underground 89. Ventilation Throughout House 90. Glass Protection 91. Corrections from Previous Inspections 92. Gas Test -Meters Tagged, Gas -Electric 93. Water & Sewer Connected -C/O to Grade -HD Approval 94. Energy Compliance Certificate -Other Certificates 95. Address Posted 96. Fire Sprinkler 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: APA JEff WEAWSM Certificate. of Conformance Certificate. 054-078 THIS IS TO CERTIFY that the glued laminated timber products identified with a collective mark of Engineered Wood Systems (EWS) were manufactured in. accordance with the applicable standards and associated specifications indicated below: ANSI Standard A190.1-1992, For Wood Products — Structural Glued Laminated Timber NER-486 Glued Laminated Timber Combinations And "GAP" Computer Program For Determining Design Stresses - AITC 117-93 — Manufacturing— Standard Specifications For Structural i Glued Laminated Timber Of Softwood Species - • . . IT IS HEREBY CERTIFIED that the APA EWS trademarked structural glued laminated timber members were produced in a manufacturing facility subject to regular audits in accordance with the Engineered Wood Systems (EWS) Quality Assurance Program. Routine audits include inspection of. the manufacturing process and evaluation of the in -plant QA program with adequate sampling to verify conformance to industry standards for lumber grade and glueline bond quality. - u pRP 0 Rq rr 00 ) CM SEAL .z 3_ ivy Co ►►�� IN„���`� by // /•,,. ,TJ Thomas G. Williamson Executive Vice President ENGINEERED WOOD SYSTEMS We related corporation of APA — THE ENGINEERED WOOD ASSOCIATION 7011 South 19th Street - P.O. Box 11700 - Tacoma. WA 98411-0700 Telephone: (253) 565-6600 - Fax Number: (253) 565.7265 i MOSS LUMBER CO., INC. 5321 EASTSIDE ROAD - P.O. BOX 991450 REDDING, CA 96099-1450 • (530) 244-0700 ;,'_1 f � . �'r•:flrG`N CKtD Bl,�',�,.'�� HOVdr[J:ELiVE;�t 705 MILL STREET #4 VALLEY COURT 10266 HWY 41 REDBLUFF, CA 96080 • (530) 528-0700 CHICO, CA 95973 (530) 895-0700 MADERA, CA 93638 .(559) 438-3012 �- � =a„ �,, v I�h�l V"O�:�I� � R itc-/Q11 /�3`n07.59@s��y,�'`•01�I��. ��� ��+•-.r. h. '�, �''� '' .. '*� `�*��j' �r r�. ':.��y >•,;N"i,` "�' k l:.°' i, '�.. ,�„d,, �, y�r+ti`�y, a ? •�'�." a -�.i "�'' �� � �. ,,n•�� y� t � � �' i�i.'l I�i�AY- �'��_ }.. ��;`�t } 3i1�,�'� �{T}ip'^'„ � �,54�" s; • �. '� � �.v-max: .� r `3. ;�•.' s r ; � � � „ s� t�•- •�"� ,rfi�; �� 'b ' ix� s , i �� ��?'� w'e'ar C` %��"� . 'ADAMSON CONSTRUCTLON# �' ��� a '�. ,_ �,..:��;.^'. � ;, ��',,�-•-�,�„`���� - ' S1=1 I P- ADAM'SON� •` �' -�_ S;�� c��,�� '. 3906 AGATHA WAY. 70: 5055, CHASITY . CT P��Sl3 ��• SAN JOSE, CA 95136 CH I CO, CA q ���43��.��� • 0,1- 1 WR.�;�-� r � - �� RSR' _ ,rte, . �-'3 r .. - s .Fe. � �fi .f syK' . a�Py.��,"�, R `..`, �� a,E�, t>S''l-' r<� ` r���G�r r. L - t' 1` ¢ � �y, '�S� w sY• y .r'�'� •4.n� a ' .. £%�.fi-'` uY } ; +C{,.�', . a: -.•urC v )"f�`�.. r�-"i 'i..• t":,'y,+ "T. y; ��?a•?r�_ f �-y.: .•`7'Y - f k ..`;'� fi �`1ii��•}r_'.�' - Y9. �C � �..77.`x _ ��•s, (, . e t, �,�,�.�i rP1.9L'1A1: �:w"s.NOR ®Eal�6ri. • • , , , �_ � . � I �1 j 26 GLUE LAMS 12101000E 26 � 15.25 EA t 396.50 • 1261 3/4-X '15 CUT T.G:4 /26'' I i l . . l I . i DECLARATION D CA SALES TAX rhe undersigned states and declares that he/she Is the Original Contractor. Owner, Sub•Contractor or other authorized agent of the owner and Is aWwdzed to TOTAL "rchase Ne above described material on behalf of Owner or his agent It is further declared that the material described above is to be consumed in the above dated jobnwhich qualLies as a work. of improvement, and no other job and Seller retains all rights to Mechanic's Liens, Stop Notices, Band Notices, and any �Ner remedy eHorded at law. TERMS: All past due balances are subject to a SERVICE CHARGE computedbya-periodic rate of 1 1R% PER MONTH which Is an ANNUAL PERCENTAGE :GATE of 18%. Net due 10th of month following date of purchase, and vdil be delinquent it not paid by the 30th. NOTICE: .1. PURCHASER WILL PAY ACTUAL AND REASONABLE COLLECTION COST OCCASIONED BY BREACH OF HIS OBLIGATION HEREUNDER. PURCHASER WILL PAY REASONABLE ATTORNEY FEES FOR COLLECTION OR ENFORCEMENT. ' R. SHORTAGE AND/OR OUALRY CLAIMS MUST BE MADE WITHIN THREE (3) DAYS AFTER RECEIPT OF MATERIAL 3. ANY REM RETURNED FOR CREDIT MUST BE PRE -AUTHORIZED. - 4. RESTOCKING CHARGE ON ALL RETURNS. x :ONDRIONS OF PURCHASE: I agree that I am liable for all items purchased. I understand that any special order items CANNOT BE RETURNED. Any. other .. RECEIVED tem retumad is subieci to vour examination m to aualiro and n,anMv PRlnR to ka,.I— o ,. v b eun rC Cl m.rem rn, a ncv. taecrMv nu.nrc MOSS LUMBER CO., INC. R�oao �s t; DELaVEs�Ea� ,.;'I 5321 EASTSIDE ROAD • P.Q. BOX 991450 ` 'n REDDING, CA 96099-1450 ^ (530) 244-0700 ;[`L?11/Fi. 705 MILL STREET k4 VALLEY COURT 10266 HWY 41 REDBLUFF, CA 96080 ^ (530) 528-0700 CHICO CA 95973 (530) 895-0700 MADERA, CA 93638 • (559) 438-3012 i �x ,..,• .r��• - �� -� . "� ��� � �jw ; rte• �„ �,�,�;� r .���_.: ��� �_ : � R�-lIE 1�1,/�O S / 03�113':�3�1 �0�1�I'" � ,. .. `his-`C��� W�"�����'����'' � `�' A� °': �*Y`"� t � '�`� • `i` � ��sr ^��"�' sl, �w. � ,.�a � ., `+u- '� il �ii,.`,y. �. ; f:_ •y ,� mai. 'r Tai" r _,: 3 ��p,�' �t����: 7"3 al't's.'#rS� "q��= ,r, . ` a �3y ; ' �' �a.} ' �� 1. �tL'��.; ��•r� �. ��"wyF' 7, ra 4 1 7., - a'� Y.-. �,�•` � - "+' a 3f2e sy �. :!?�` -'7 ,� � - , ADAM:SONG.ONST;<RUC�T�I ON�c-�.�:.• � .:��.� ;=.ASH IP `RDAMSON.�- - "��` �" � ' = t'� °� �s� � S �.,�°� �� �� 3906 AGATHA WAY, TO.:. 5055 CHASITY CT P'53 SAN JOSE, CA 95136 CH I C.O, CA {gEE4(g��+M11A= X43 �„ :fit OUR PO.- 1 Oe 1 2984 911/2" SJ250: 121021100 2984 44/22 12/24 54/28 12/18 { 3121/1204 / 124•1 'X2 #20TR DF S4S R/L . 111029000 ,48 • 4 '40 GLUE LAMS 12101000E. �, 40 5 51 1/8 X 15 CUT 1 ;. tr . !! 26 . GLUE LAMS 112101000E , 126- 7 613/4 X . 15 CUT TO 1/261 8 64 GLUE LAMS. :: 112101000E ( 64 j 9 10 ; . 756 511/8 11 X, 12 CUT 1/4 X 9 1/2 TQ'2/24' 1/16' RIM JOIST LVL. I. 44105999E 11 33 CIUT T0.31 /24.':..1 / 12' 1 756 1.50 LF. 605.00MBF 11;:25 -°EA' '9.20 EA 1. 80.EA- 3• S ArM 4476.00 29.04 , 450.00-._ 588.80 1360.80 ) 730.1.._14....,.._._.__ DECLARATION D CA SALES TAX 529.33 The undersigned states and declares that he/she Is the Original Contractor, Owner. Sub -Contractor or ether auMortzed agent of the Omar and is authorized to TOTAL 7830. 47 purchase the above described material on behalf of Owner or his agent. It is further declared that the material described above is to be consumed in the above ;tated jot•�w h qualifies as a work of improvement. and no other job and Seller retains all rights to Mechanics Llens, Stop Nodces, Bend Notices, and any - lther remedy afforded at law. - - - TERMS: An past due balances are subject to a SERVICE CHARGE computed by a periodic rate of 1 1/2% PER MONTH which is an ANNUAL PERCENTAGE RATE of 1894 Net due 1 Oth of month following date of purchase, and will be delinquent If not paid by the 30th. - NOTICE: 1. PURCHASER WILL PAY ACTUAL AND REASONABLE COLLECTION COST OCCASIONED BY BREACH OF HIS OBLIGATION HEREUNDER. PURCHASER WILL PAY REASONABLE ATTORNEY FEES FOR COLLECTION OR ENFORCEMENT. Q. SHORTAGE AND/OR QUALITY CLAIMS MUST BE MADE WITHIN THREE (3) DAYS AFTER RECEIPT OF MATERIAL 3. ANY REM RETURNED FOR CREDIT MUST BE PRE -AUTHORIZED. 4. RESTOCKING CHARGE ON ALL RETURNS. CONDITIONS OF PURCHASE: I agree that I am liable for all Items purchased. I understand that any special order Items CANNOT BE RETURNED. Any other _ RECEIVED BY tem mtumed La subiect to Vour etreminatien as to —liN at d mmntiN PRInR to iea,dm n ,ro a eun 1C er ro.tcrr rn ncat ocerMv 1 11 INSULATION CERTIFICATE Job-Numkier: 4161` Sean Adamson - 3548 Lonnie Ln., Paradise Contractor/Owner Name Job Address (street, city, state) Butte County Subdivision Name Lot Number DESCRIPTION 1. ROOF DECLARATION ` I hereby certify that the above insulation was installed in the building at the above location in conformance with the current Energy Efficiency Standards for residential buildings (Title 24, Part 6, California Code of Reg 'ons) as indicated on the Certificate of Compliance, where applicable. C)IS AtAZ/-- X. �2 Chico Insulation Item Number's Signature and ate 'Installing Subcontractor (Co. Name) or 7tk General Contractor (Co. Name) or Owner Item Number's Signature and Date Installing Subcontractor (Co. Name) or General Contractor (Co. Name) or Owner Material: Brand Name: Thickness (inches): Thermal Resistance (R -Value): 2. CEILING Batt or Blanket Type: ' Fiberglass Brand Name: Johns Manville/Knauf Thickness (inches): 12 Thermal Resistance (R -Value): 38 Loose Fill'Type: • Fiberglass Brand Name: Johns ManvilleXfiauf Minimum Installed Weight/ft .569 lb Minimum Thickness: 13 inches Installed weight per square foot to achieve Thermal Resistance (R -Value) of: 38 3. EXTERIOR WALL Frame Type: A. Cavity Insulation Material: Fiberglass Brand Name: Johns Manville/Knauf Thickness (inches): 3% Thermal Resistance (R -Value): 13 B. Exterior Foam Sheathing Material: Brand Name: Thickness (inches): Thermal Resistance (R -Value): 4. RAISED FLOOR Material: Fiberglass Brand Name: Joh nsManville/Knauf Thickness (inches): Thermal Resistance (R -Value): 5. SLAB FLOOR/PERIMETER Material: Brand Name: Thickness (inches): Thermal Resistance (R -Value): Perimeter Insulation Depth: 6. FOUNDATION WALL Material: Brand Name: Thickness (inches): Thermal Resistance (R -Value): DECLARATION ` I hereby certify that the above insulation was installed in the building at the above location in conformance with the current Energy Efficiency Standards for residential buildings (Title 24, Part 6, California Code of Reg 'ons) as indicated on the Certificate of Compliance, where applicable. C)IS AtAZ/-- X. �2 Chico Insulation Item Number's Signature and ate 'Installing Subcontractor (Co. Name) or 7tk General Contractor (Co. Name) or Owner Item Number's Signature and Date Installing Subcontractor (Co. Name) or General Contractor (Co. Name) or Owner BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT , 24 HOUR INSPECTION #: (530) 538-7636 (OROVIL'LE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 FAM (530)538-2140 WEBSITE: www.buttecounty.net\dds PERMIT NO. BP043561 LICENSED CONTRACTORS 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 Issued Date: 12/17/2004 APN: 041-650-015-000 the Business and Professions Code, and my license is in full force and effect. License Class : License Number: Site Address: 3548 LONNIE LN PAR Map Index: Date: Contractor. Description: SUPPLEMTAL INSPECTION FEES TO FINAL OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that 1 am exempt from the 03-0703 Contractors' State License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a Owner: ADAMSON, EMORY & DORIS signed statement that he or she is licensed pursuant to the provisions of 168 VAIL DR. the Contractor's State License Law (Chapter 9 commencing with Section CHICO, CA 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any 95973 violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).): ❑ 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 (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an Applicant: ADAMSON, EMORY & DORIS PP owner of property who builds or improves thereon, and who does such work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for sale. If however, the building or improvements are sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of �• sale.). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed Contractor: pursuant to the Contractors' State License Law.). ❑ 'I am Exempt under Article 3 of the Business and Professions Code Date: Owner: WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: License #: ❑ 1 have and will maintain a certificate of consent to selfwinsure 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. Architect: ❑ I.have and will maintain workers' compensation insurance, as Engineer: required by Section 3700 the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier: Total Square Ft: 0 S. F. Poy#: Valuation: $0.00 / I certify that in the performance of the work for which this permit is Census Code: issued. I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California. and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code. I shall , forthwith comply with those provisions. Date: Applicant: ' WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and one' hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest, and attorney's fees. j �,p � •'iL � / � �j� C %�l✓(.� / I � l (J �' CONSTRUCTION LENDING AGENCY This permit is hereby issued under the a livable provisions of the Bntte Cnunty CbdA ?nrVor I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097 Civ.) Resolutions to o work indicated abov towhich fees have been paid. / BDate: y Name: Z9— /7- aS Address: PERMIT EXPIRES ON: O 1 hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, handling and use of hazardous materials. ❑ Notification in accordance with Section 19827.5 of California Health & Safety Code is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required EP.A. notification forms. I hereby certify that I have read this application, that the above information is correct, and that'I am the owner or the duly authorized agent of the owner. I agree to comply with all county and state laws relating to building construction. I acknowledge it is unlawful to alter the substance of any official form or document of Butte County. I hereby authorize representatives of Butte County to enter upon the above mentioned property for inspection purposes. T ,/ //�np /► �/�� IA Print Name: Tip r t� S © f\ 'Signature: Dale:4Ol '— 17� QU,0wner 0 Contractor 0 Agent for Owner 0 Agent for Contractor BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION AND SUBMITTAL REQUIREMENTS 24 HOUR INSPECTION#: OROVILLE: (530) 538-7636 • CHICO: (530) 891-2834 OFFICE #: (530) 538-7541 A FEE WILL BE REQUIRED AT TIME OF APPLICA TION Website: www.buttecounty.net/dds - "PLEASE PRINT CLEARLY* OWNER Last N e irst Najne� a r i s Address C� `�j ity Stat r Zihone 2O ��! Fax J U/ E-mail CONTRACTOR Nam to �® Add,�; City CN!'"O' Sta —13 P o IL lye51;2& E-mail Lic. # Class ARCHITECT/ENGINEER Nam J Address)�J 5 L/ �I jl � City CN!'"O' St.!)v —13 P � ' F U3e & `'gD �O E-mail State License Number APPLICANT NAME Name Address A `• City S Nsl&i� SRA Phone r" � ,� Fax E-mail i- APPLICANT SIGNATURE For office use only: Zoning Pro egyres D f Flood Zone S Nsl&i� SRA Yes I No Occ. Type Const. Subdivision Name Map Book Page Lot # , Planner Date Approved: OVER FOR SUBMITTAL REQUIREMENTS KAFORMS\BUILDING FORMS\BldgApplSubRgmts.doc PERMIT � BP BIN # LOCATION AP# D ,� g — Pro egyres D f fl/ll �l S Nsl&i� . WORKER'S COMPENSATION Policy Number Carrier If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name Address Description or Scope of Work: I Sq. Footage tri+ ��/LI /nZ2�.– /`. 0 Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. Page 1 of 2 Received by: Amount: /y q' q'�rBldg SRA Receipt #: l C/" ` Sheriff I�� SMTP Other Date:/p— / Total REV 7-27-04 SUBMITTAL& PERMIT REQUIREMENTS The following drawings and specifications• must be submitted to the Building Division in order to apply for a� permit. INCOMPLETE SUBMITTALS WILL NOT BE ACCEPTED. ALL PLANS MUST BE LEGIBLE AND IN INK ` ❑ 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. No graph papers ❑ 2. Complete plans, 3 or 4 sets, signed, by the preparer of the plans (No graph paper!) OR Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations'. ❑ 3. Engineered truss details and layouts in duplicate (if required). No faxes! ❑ 4. Energy compliance design and supporting documentation in duplicate. (Note: Not required for additions to mobile or modular homes:) ❑ . 5. Statement of Intent for Non -heated aMIA/C for Non -Residential Buildings. ❑ 6. Manufactured homes: (A) Data sheets and installation Inst, (B) Marriage line info, (C) Floor Plan;'(D)_Tie,down or fnd plans, all in duplicate. % '4- ❑ 7. Metal bldgs: (A) Metal Bldg Plans,t(B) Frid' plans and calcs in triplicate, (C) Elevations ins triplicate;,(D) Faloor plans in triplicate. All of these must be stamped and wet -signed by the engineer. ❑ 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate (if required). ❑ 9. Site plan and business license approval from the'City of Biggs. ❑ 10. Letter of intent for non-residential buildings. ❑ 11. Detached Accessory Building Form filled out by the owner (if required). ❑ 12. Hazardous Material Form -(for.`Commercia/ Buildings only). ' F113. Sanitation and site plan approviffrom the Environmental Health Department. 1 Remaining items needed to issue the permit. Additional items'may be required after. Plan Check -and Planning- review (May require additional plan review upon receipt of the following items.) ❑ 1. Agricultural Buffer clearance and site plan approval from the Ag Commissioner's office (if required). ❑ 2. Impact Fees. ❑ 3. California Department of Forestry plan approval (if required). ❑ 4. NPDES Form. } t r O 5. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy).- — ❑ 6. -Contractor's license information. (Number, Name Style, Classification). ` ❑ 7. 1Notker's Compensation Carrier and Policy Number. ❑ 8. Owner -Builder Verification (if required). E j ❑ 9. Letter of Signature authorization (if required). ❑ 10. Recorded copy of Agricultural Acknowledgment Statement. ❑ 11. O Grant Deed, ❑ M.H. Title/Statement of,Facts, ❑ Letter from Legal Owner (for 433A's). If you have questions or would like additional information regarding this process,contact a,Permit Y q g 9 Application Assistant at (530)5387541....�; EXPIRATION OF APPLICATION ` Applications for which a permit has not been' issued will expire one year after date of application. In order to renew action on an application after expiration, a new application, plans and fees will be required. REQUEST FOR FEE REFUNDS ` Refunds can only be made upon written request by the person who paid the fee: , The request must be made within two years from the date of fee payment on permits` not issued, and two years from the date of permit issuance for permits issued; however, on issued permits refunds can only be made if no construction work has been done. Filing fees, plan check fees for work plan checked and. other -department costs are not refundable. OVER FOR BUILDING PERMIT APPLICATION KAFORMSWILDING F0RMS\B1dgApp1SubRgmts.doc - Page 2 of.2 REV 7-27-04 COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION <"a 7 County Center Drive • Oroville, California 95965 !.Telephone (530) 538-7541 PERMIT NO. (eV.126) APPLICATION AND PERMIT n a -o 7o --z ASS PARCEL NUMBER X41-650-015 ZONING PUD BUILDING PERMIT OWNER Adamson Emory and Doris TELEPHONE 566-9492372 SO. FT, OCC. BUILDING VALUATION . OWNERS "UNG ADDRESS 168 Vail Drive Chico CA 95973 R 201,258.00 1045 G 18,810.00 CONTRACTOR'S NAME owner TELEPHONE 43 C559.00 CONTRACTORS MAIUNO ADDRESS CONSTRUCTION LENDER LENDER'S MaUNG ADDRESS Fireplace Total Valuation $ 221 047.00 ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $1066.50 ARCHITECT OR ENGINEERSU AD ESS ' Plan CheckingFee $ BUILDING ADDRESS Energy Plan Checking Fee $ 23,00 $ PERMIT FEE $ 1782-7-3 LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE SF Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 119.00 Solar or heat pump water heater 23.00 Water piping 15.0019-00 Each as water heater or vent 15.00 TYPE OF WORK New Lit/ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: NSF Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home I S I G I W @20.00 PERMIT FEE $ ELECTRICAL PERMIT Filing Fee 20.00 Main Service 200AoRLESS 2 3.0 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.P License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License %a 61r the following reason: I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply wi those provisions. _ Date ( �� —!� Signature of Applicant - Er Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. Main Service 200A TO 1000A 46.00NEW CONST. DWELLING OCCUP, SO OR ADDNS. ( & ACC. BMS. 3.5¢FT. NO BRANCH MULTI.OUTLET @7,50 OWER APPARATUs S SINGLE OUTLET CSI R. Ex. Occup. OUTLET OR FIXTURES BAL O 1FIXTURES.50 Ex. Occup. oFIx�E�°TSA R OR. 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling Hood 6.50 Ventilation fixeml-2-Ci2s -09 PERMIT FEI= $ Mobile Home Installation Fee $ Energy Inspection Fee $ 46 Q occ R3/U CONST. TYPE VNT T L FEE $ 56.48 E. IMP D CD pgRC D SU 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. 03 ? y Date -J PERMIT EXPIRES ON �� ete Receipt No. 036 �- 3 : WHITE-D.D.S.-B.D. CANAR -A ESSOR PINK -INSPECTOR GOLDENROD -APPLICANT COUNTY OF BUTTE - DEPARTMEUT OF DEEVELOPMENT SEAMES - BUIL DIHQ DIVISION 7 County Center Drive , Orovills, Ca.rdornia 95985 • Telephone (53) 536-1541 - P:-PjfT wo. roy967 ''rl A PL[CATIONAND PERMIT PAa D / =Hon P BUILDING PERmrr C,= suFLDw� vAu.uTl 6tRr�tt. Ali D1�i�SffiiL3a9t �1�5 N46G9L AODri35 m J `215 suam�onsruin ) 3 — E,D t- LtSEOFS ieZULit1RE 3F 0 Dupla D h bbflahome 0 Other sP� )3D A e - TYPE OFWORK Rm C A*M m O Rsanddbur7� 0 Mar 0 Dm=ba Worb R -0,6D : X) OS-) SCS �i i 20.00 Permit Fes eckho Fai• .off 5 Pian Cho -fig Fes s It PLd hgBlmm 'PERMT Frig Fee 20.00 Eafi Trap 7.DD -%Icer or heat pmp water heater 23.DD water oohg. 15.06 water heater cr verd 15.DD Q= gog avatam 1 -5 a IMS 15.D0 • gum' sewer 15.DD M:bb Homs s w amw PST Fm s MAM MAL PMtMIT I Fling Fee 20.00 Main sw s cont 0 zm NWm &m%im ( aak To soak ) I I 4LDD BL •O=u ounce oa SCUPM E�F=APPLM vmw m Tem sw=a IJbb6e Horse Faoridoes MTs; 1M1�ain • I PERma Fi-s I$ /wA V-'' J�fiECMehnceL P�M[T FrTna Fes r 2050 6.50 rHams hmhDs on Fee hsspeffron Fee 11"MT Wmm �� V l� E TO FEE $ 8 is hereby issued under ffie appE=ble provis ns to Gburdy Cade and/or Res�kAms b do work above for w1fth fees have been paid 70 i3y . Dste R ptNn. PERNUT EXPIRES ON u.une_- .. ... �.... er_. c•ee'rtne e.ue_at^-,P=CrOR �OL0.pAQ0.iPPL1i�hNr 1ti. to TO: FROM: SUBJECT: 1 Building Environa SanitatiOli �rICG4(A/1GC P n Approv�' f Sewage Disposal, Clearanceg fordwelling. Other Final clearance O.A. for: NOTE: E.H. USE ONLY Piot glen Attechod Floor Mn Anschad Som to 8.0 -) G S 'I+A 0�j 1 0 / Location AP# Water Supply: Public private Well 8/96 alth Specialist � �"�►7�''n'�'"' �'���`�+Y-�''''�j,t�e�1M��;,c�',.�"1�',�5`'''�4°..'�'`��tc•�,'�4:x�,�.j�.rJ....�s• COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET OWNER: ASSESSOR PARCEL NUMER —//4 0016 Proposed Building Use: _ Counter Technician: (/ Date: Items required in order to apply for a permit. All boxes MUST be check dO marked NA in order to apply. . klzplot plans, 3 or 4 sets, signed,k the preparer of the plans. ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ngineered truss details and layouts in duplicate. No faxes! V6Manufactured nergy compliance design and supporting documentation in duplicate. homes: (A) Data sheets and installation instructions, (B) Marriage line information, (C) Floor Plan, (D) Tie dawn or foundation plans, all in duplicate. ❑ 7. Metal buildings: (A) Metal Building Plans, (B) Foundation plans and calculations in triplicate, (C) Elevation views in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. Items required for initial plan review. If checked items have not been received, plan review cannot proceed. The.permit will be indexed and returned to the plan review line-up when required items are received. Date Received By ❑ 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate ................................ ❑ 9. Plot plan and business license approval from the City of Biggs .................................... ❑ 10. Letter of intent for non-residential buildings......................................................... ❑ 11. Detached Accessory Building Form filled out by the owner ..................................... 12. Hazardous Mat is Form.........Ir................................................. _ JW 13. Other Remaining items needed to issue the permit. (May require additional plan review upon receipt of the following it ms.) ees as shown on the attached Schedule of Fees Due Sheet ...................................... l� 15. Statement of Intent for Non -heated and A/C Buildings ........................................ 6. Sanitation and plot plan approval from the Environmental Health D art ent i '7. City of Chico Plumbing permit ............................ i ............ . . . 8. California Department of Forestry plan approval ❑-aid. Sent_ b ................... Planning approval for (A) Use: aK (B)Parking: (C) Parcel Check: _01'� ❑� 0. Contact Land Development about ❑ Improvements, ❑ Drainage .............................. �1. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). ❑ 22. Pre -Inspection for required ................ ❑ 23. Contractor's, license information. (Number, Name Style, Classification) ...................... I��l24. Worker's Compensation Carrier and Policy Number ............................................. 100 Owner -Builder Verification (❑ Given to owner, ❑ Mailed to owner) ..................... 6. Letter of Signature authorization.................................................................... Recorded copy of Agricultural Acknowledgment Statement .................................... ❑ 28. Manufactured home utility clearance............................................................... ❑ 29. Existing violations and/or expired permits......................................................... ❑ Grant Deed, ❑ M.H. Title/stat ment of Facts, ❑ Letter from Legal Owner, C eck to H.C.D. $ 31. Oth t `�{ ✓ When issued Telephone - aj hold for pickup. ti I have been informed of the above items and requirements for obtaining a building permit. 9icant: /Uaic�: 0 �a 8�/ 1. Index permit application for the above items numbered: Ian Check Letter 2. Additional items W4vired --^' Contractor, designe , W_91 was advised cfthe above data by E6 phone, ❑ mail, ❑ counter, by Date: _ C) Contractor, designer, owner, was advised of the ab ve to by phone, O mail, ❑ c . ter b�`�—� Date: Plans reviewed by:� Date: p� '0 Plans approved by: Li Date: Structural reviewed by: —Dat . e:` 01,q Structural approved by: Date: 3o D Note transfer by: Date:_ `M s Y nw• R iddinn hiviinn COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 OF FEES DUE OWNER PROPOSED BUILDING USE �q5c) t 1. BUILDING PERMIT FEES_ Balance Due ....................... $ Additional Fees Due ................. $ Additional Fees Due ................. $ Revised Plan Checking Fee .............$ 2. SCHOOL DISTRICT FEES QJQQ (paid at District Office) (Available after Plan Check) 3. SHERIFF FEES (paid at Building Division) �) Residential...................... Units Commercial (sq. ft.) ............... x $0.03 = $ Sq. ft. 4. URBAN AREA FEES (paid at Building ,Division) Residential ................... —x—=$ # Units Amt. i Commercial (sq. ft.) ............ —X—=$ Sq. ft. Amt. 5. RECREATIONAL DISTRICT FEES . (paid at District Office) (Available after Plan Check) 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) i 7 SRA FIRE INSPECTION AND PLAN CHECK $89.00 (paid at Building Division) 8. WATER TENDER FEES (Battalion # ) 1 $200.00 (paid at Building Division) 9. CSA 87 TRAFFIC FEE $2500.00 (paid at Building Division) 10. OTHER A.P. # o^��D15 RECEIPT # DATE REC. P 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. PLICANT D TE — D Pursuant to Government 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 - Buiding Div. 2nd Copy - Applicant 3rd Copy - Owner * (Rev. 6/00) � G • BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) School District / !! CC_ V r A.P. Number 1 - V� O t) Jurisdiction: I Cl Property Owner Property Location/Address Subdivision wf Residential Development 1 Building Departmeri No. County, to -OLS Off- 0-7 0 3 0 0 New Addition Representative Sq. Footage (Including Exterior Roofed Areas) Date `(Floor Plans reviewed by School District Personnel) District Identification No. 0 -40031 -- School QO031School District certifies that , �y —J (Applicant) (Street Address) (Phone Number) Pse�� CA q3q �6 (City) (State) (Zip Code) has complied with the requirements of Resolution No. 05 'To by payment of $ representing square feet. JAB 2926 $ r FULL MITIGATION $ School District Representatiu Date Paid by Check rr Remarks: 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 writtenprotest will prohibit you from challenging the imposition of the fees in any court action. If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is notified by the applicable Local Planning Agency that this project is being reviewed under the California Environmental Quality Act (CEQA), this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. White (applicant), Yellow (building department), Pink (school district) feeform.x1s:(10/98)dmm Sq. Footage 3r7 P7 LTJ No'df Living Mobile Home Addition/ *Supplemental to (Group'R Units Installation Conversion Permit # ................................................................................................................... '(No foundation inspection): 0 0 New Addition Representative Sq. Footage (Including Exterior Roofed Areas) Date `(Floor Plans reviewed by School District Personnel) District Identification No. 0 -40031 -- School QO031School District certifies that , �y —J (Applicant) (Street Address) (Phone Number) Pse�� CA q3q �6 (City) (State) (Zip Code) has complied with the requirements of Resolution No. 05 'To by payment of $ representing square feet. JAB 2926 $ r FULL MITIGATION $ School District Representatiu Date Paid by Check rr Remarks: 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 writtenprotest will prohibit you from challenging the imposition of the fees in any court action. If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is notified by the applicable Local Planning Agency that this project is being reviewed under the California Environmental Quality Act (CEQA), this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. White (applicant), Yellow (building department), Pink (school district) feeform.x1s:(10/98)dmm F IL( ffInt s IL 9"t at int c (e Monte Call - 793 Camellia Dr - Paradise, CA 95969 I TRUSS ]ENGINEERING Adamson Residence Repair Engineering f. SUBMITTALS 1�YeS/o/AeS -7-0 03 _6 703 BUTTE COUNTY BUILDING DIVISION APPROVED 6 // ¢/a ¢ P•�., Truswal Systems (800) 332-4045 t ILD ING DEPT. GQPY Job Naine: ADAMSON Truss ID: C3 Drwg: - OK; '!. ICC RM --T SIZE RMT TC 2A DFL #1 P1at.1.TY% PI�1SI�'IP! - 1995 HCY2I711JIg L RFPL'IICN (S) 1 0 1 12 463 "3.50" 1.50" BC 2x4 DFL #1 THIS I&SI IS THE 021TOjITE RESULT OF SATort 2 1- 5 4 463 3.50" 1..50" vim 2,c4 DFL SD*IDARD KIM= LOAD CASES. 1 366 lb 2 -366 lb n" Lax}:d for 10 PSF r= -tet BC[d . PLATE VALUES PER ICSO RESE4TUi REPO' #1607. 7his�s is designed using the 1141 3 i-11, F'1ID C;;I RAaM HASID CN QUEEN UNEER VAIIJES. U3C-97 oxie. 12 770 .00 .13 .1.3 Bldg Etrlosed = Yes 2 3 6.15 .00 .13 .13 Truss Locaticln = End Zone 3 4 645 .00 .1.3 .13 Hurricane/(bean Lane = Db Cattery B 1 5 770 .00 .13 .13 t Bldg Ith 90.00 ft, Bldg Width = 18.08 ft �",��� Ni`an 11of het 13.95 ft, nph = 80 i::;. i•t,3a - i-iJ � LI CSI frvcr�J f7C�TIFi2 �-ilU UBC Standard �, Dead Loud = 24.0 psf .1 7 e 856 .07 .13 .20 ` Pic-F'�•�1. ..'..'�R�s� �'iJ�/��i TG �vPzT�� lli8, o -i -f2 (.a,l. 4113: i -Q, C% CSI 2.7 -241 .04 4-7 -241 .09.--•.--_-._- 3 775 .26 _._ .• ��,�/ _ :g_._oEs...../-r✓��' @.:. •� . _-Nth+ �.�' --- -- - L/999 IN M4 7-8spa (LIVE) LF -.02" D= -.03" T= -.05' Joint Lccaticrs 1 0- 0- 0 5 11- 7- 0 5-9-8 5-9-8 2 3- 0- 1 6 0- 0- 0 3 5- 9- 8 7 5- 9- 8 4 8- 6-15 8 11- 7- 0 15 00 -15.00 4-4 1.5-4 1.5-4 7-8-12 r 7-8-12 SH P BUTTE COUNTY /I 7 gg � ��@@ DIVISION - 3 -2-8 � VIROFESSj� �6J��®�!®S9� L.�69/i/ ��1�� 3.4 3-4 �.�pPHERC�y°l� , APPROVED Y ED IO -5 14 1 I IO -5-14 �Q� �G\(� �� Ply �vr,� \\ C N z �S) 41 35 m Dove 0-�,s 7.00 -7.00 0-�8 5 5-6-0 11-7-0 � ;^IL li I,IuLc aLL 20 gauge Trusvial Connectors unless preceded by 1118" for 18 gauge or "H" for 16 gauge. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for all individual bullJlug component. IL has been based on speclllcations provided by the component manufacturer and done In e«:m d:...- wnh the currant versions of TPI cold APPA design standards. No responsibility Is asstnned for dimensional accuracy, Dimensions are to be crirl'A by the coniponenl m:uudaeuucr and/or building designer prior to fabrication. The building designer shall ascertain that the loads uLlli2ed on Wood This design meet or exceed the loading imposed by the local building code. It is assumed that lite top chord 1s laterally braced by the roof or Iloor i��5t�ii►1 W oO� ohwihb,g and the botlout chord is lalemily braced by a rigid sheathing material directly attached. unless otherwise noted. ©racing shwvn Is for lateral st "port of couy>anenu members only to reduce buclding length. This coniponenl shall not be placed in any environment that will cause the moisture Fabricators eOnle"I or the tvuxl exceed 1996 and/or cause connector plate corrosion. Fabricate, handle. Install and brace this buss In accordance with the I'ullowing ' st:utdards: THUSCOM MANUAL'. by Truswal• 'QUALITY CONTROL STANDARD FORML•TAL PLATE CONNECTED WOOD TRUSSES' - 700 It:r_u kuud• Hvci'm. CA 95626 (QST -88). 'I IANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - I1-II0-911 and 11IB-91 SUMMARY SI TELT' by TPI. The Truss Plate Institute (TPP Is located at 583 D'OnoBio Drive. Madison. Wisconsin 53719. The American Forest and Paper Assucialian (:\FPA) Is located at 1250 COttlleetlCnl Ave. NW Ste 200• Washington. DC 20036. Truss ID: C3 Eng. Job: .EJ. Job#: J4104 Chk: CTS Dsgnr: EC Date: 2/12/2004 TC Live 16.00 psf DurFacs L=1.25 P=1.15 TC Dead 14.00 psf Rep Nlbr Bnd 1.15 BC Live .00 psf O.C.Spacing 2- 0- 0 BC Dead 10.00 psf Design Spec UBC -97 TOTAL 40.00 psf ISegn T6.2.6 - 16317 Job Name: ADAMSON eta; X'19-- PE LT SIZE ] V 5- 0 1833 "3.501, 195"D 2 48 4 4 1833 3.50" 1.95" iJ� HP., II IK.JIE 1 {DE26 iL-lits. ar, Ic,L CV-Sig-Zd for Irwizontal 1 tack:. aE SU TM I (7 -:17 -IM L Z FIDIUCHA , Tl iS17I.a 7-=1I I XYMS 11Ck-U, i•Ud 15 /---1, P11D CSI 1 2 3970 .11 .33 .43 2 3 3265 .14 .19 .33 3 9 3218 .19 .22 .36 4 5 2753 .07 .21 .30 5 6 2639 .06 .43 .49 o 7 2644 .06 .44 .50 7 c 2639 .06 .37 .43 d 5 2771 .07 .22 .28 9 l,i -','9 .13 .18 .31 j0 11 3376 .10 .2.1 .34 11 12 3552 .19 .28 .48 b_ i Ud1S AiJ, 19 ID CSI 13 1a 3037 .39 .20 .59 1915 2720 .35 .10 .46 15 16 2.107 .26 .22 .48 16 17 2407 .7.6 .31 .57 17 ld 2644 .28 .31 .60 16 19 2425 26 .27 .54 19 20 2425 .26 .18 .45 20 21 2771 .29 AS .45 21 22 3160 .41 .18 .59 TC 2X4 DFL 41 2.6 DFL #2 5-8 BC 2.d DFL #2 vim 2.c4 DFL SIANDA ZD L : • �a. • r• as I: o• I•. U-1; i•Ud 15 Cal t•713 FURM. CSI 2 1-1 -258 .08 7-18 -482 .53 '] 14 361 .15 8-18 670 .27 -1-35 497 .48 8-20 497 .20 5 15 462 .19 9-20 -551 .53 5 17 724 .29 9-21. 4.13 .18 6 17 !;11 .56 11 21 299 .09 T 8-9-10 1 3-6 - =0-5-13 BUTTE COUNTY BUILDING DIVISION APPROVED STUB Truss ID: K7 Plating Sp2C • pmt/TPI - 1995 ?HIS DES, IS mE a3vicsPIE RESULT OF MULTIPLE LOAD CASES. PLATE UALIJES PFR ICBG RESEPIaIi REFCRT #1607 Toarl d for 10 PSF non -0.a ia-r nt BCLtL. 2x4 caitinuous lateral bracing @24.0 " o.c attached w/ 2-10d bene or cmmm wire nails -- - !/V6TgL1i.-l!%i�'1T4%7(o 16-10-15 F 6 00 14-6-0 , -6 00 2.5-4 7-R Drwg• This design based an chord bracing applied per the follaairg sdledule: max o.c. fmn to TC 24.00" 16-10-15 31- 6- 0 Tlds truss is designed using the LBC -97 Code. Bldg aiclosed = Yes Truss Location = Ekid Zio1e Hurricane/Ocem Lina = No , Cattery = B Bldg Lear = 90.00 ft, Bld3g Width _ 48.50 ft Mean rmf het 14.48 ft, Rph = 80 LIBC Standard �, Dead Laid = 22.0 psf 11 �laL�:; are 20 gauge Truswal Connectors unless preceded by -118-1 for 18 gauge or 1,HII for 16 gauge. "I'Y1'1C:Al. 1'1,:1hl' : 4-4 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an Individual building couq utunil. It has been based on specifications prot•lded by (lite component ma nu faCbt rer and done In :mcorrlaucc will. Ou, current versions of TPl and AFPA design standards. No responsibility Is assumed for dlmeuslonal accuracy. Dimensions are to be •crilied by thu componeul manufacturer and/or building designer prior to fabrication. The building designer shall ascertain [hat the loads utilized on �f Ills deslgu mcel or exceed the loading Imposed by the local building code. It is assumed that the lop chord is laterally braced by the roof or floor Western' Wo®d slanting and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless olhet,vise noted. Bracing shmvn is for lateral estesupport of componenls members only to reduce buckling length. This component sball not be placed hl any environment that will cause the moisture Fabricators comtenl of lltc wood exceed 1996 and/or cause connector plate corrosion. Fabricate, handle. Install alit] brace Ills truss in accordance with the following standards: TRUSCOM MANUAL'. by Truswal. *QUALf1Y CONTROL STANDARD FORML-TAI. PLATE CONNECTED WOOD TRUSSES' - 3700 Ku:gb knad. Ia •ala, CA 95626 19ST-88). -I IANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (1-118-911 and 'HIB -91 SUMMARY SI IEL--T' by TPI. Thu Truss Plate Iuslitu le ITPI) Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719. The American Forrest and Paper Associatlon (AFPA) is located m 1250 Connecllnu Ave. MV. Ste 200. Washington. OC 20036. I 8-9-10 ur-)) SHIP =1 0-4-3 Eng. Job: Chk. CM Dsgnr: EC TC Live TC Dead BC Live BC Dead TOTAL MAX DFFfF CN (span) L/999 IN MEM 17-18 (LIVE) I,= -.1811 D= -.2411 T= - Joint Locations 1 0- 0- 0 12 48- 2-12 2 5-11-12 13 0- 0- 0 3 7- 9-15 14 8- 8- 0 4 11- 4- 4 15 16- 3- 4 5 16- 3- 4 16 17- 8-12 6 18- 8-12 17 18- 8-12 7 29- 2-12 18 29- 2-12 8 31- 8- 4 19 30- 2-12 9 36- 7- 4 20 31- 8- 4 10 40- 1- 9 21 39- 3- 8 11 41-11-12 22 48- 2-12 EJ. Job#: J4104 16.00 psf 12.00 psf .00 psf 10.00 psf 38.00 psf Date: 2/12/2004 DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.2.6 - 16362 sSign, Truss Take -of Design & Sales sistance �� Monte Call - .793 Camellia Dr Paradise, CA 95969 (530) 877-4732 Office (530) 877-4732 FAX TRUSS ENGINEERING SUBMITTALS. Adamson Residence Western Wood Fabricators (916) 991-4400 Truswal Systems (800) 322-4045 BUILDING DEPT, COPY 116b Name: ADAMSON Truss 1D: Al Drwg: _ TC.-. 2x4 DFL #1 BC 2x4 DFL #1 GBL BLK 2x4 DFL SLS Loaded for 10 PSF non-caric.urrent rrTx . PLATING BASED CN GREEN UEBER VAI1)ES. Plati �eC ANSI/TPI - 1995 THLS D SI(�1 IS THE QI4FOS17IE RESULT OF KIMPLE 1()AD CASES. PLATE VALUES PER ICBG RESEARCH REFUG #1607. r pe spent bracing is required (N others) to pprxee rotation/ ung See HIB -91 and ANSI/M 1-1995; 10. .4.5 and 10.3.4.6. Ttp drnd smarts 24.0 11 of uniform load at 16 psf 13ve load and 14ppssf dead load. Additicolal design considerations may be required if Wie&Uiing is attadned. (movertical (moble stud vtical lr ers require lateral bracing (designed by others) perp�rircular to the plane of the msrber at intervals. tocciirrrri� is a result of wind l� aFg1 d fferber. (Cttfbi.naticn axial plus berdr ) . ibis truss requires. I iate sbeatbiTig, as designedbv c5thIers, aPplied to the truss fay prrnn-lateral short for webs in the truss plane a� eatim shear uall action to resist Loads This truss is designed using the UBC -97 Code. Bldg F]'x_lose3 = Yes ZYuss LO �tlol = Ehd Zone Hurricane/Ocean Line = No , E✓.p CategDTy = B Bldg7 90.00 ft, Bldg Width = 14.50 Et Mean roof hen = 14.86 ft, nph = 80 UBC Standard 0ocui3ancv, Dead Load = 24.0 prE ----------LIZIND #1 DESIGTi LCADS ---------------- Dir L.Plf L.Lcc R.Plf R.Lrc TUTL TC Vest 60.00 0- 0- 0 158.00 7- 3- 0 .53 TC Vert 158.00 7- 3- 0 60.00 14- 6- 0 .45 BC Vert 20.00 0- 0- 0 20.00 1.4- 5- 0 .00 -= Joint Lr_-_7ati-r1S == 1 0- 0- 0 14 0- 0 0 2 1- 4- 0 15 1- 4- 0 3 2- 8- 0 16 2- 8. 0 4 4- 0- 0 17 4-- 0- 0 7-3-0 1 7-3-0 5 5- 4- 0 18 S. 4- 0 6 6- 8- 0 '19 6- 8- 0 7 7- 3- 0 20 8 0- 0 8 8- 0- 0 21 9- 4- 0 r15.00 -1� 9 9- 4- 0 22 10- 8- 0 10 10- 8- 0 23 12- 0- 0 3� 11 12- 0- 0 24 13- 4- 0 12 13- 4- 0 2$ 14- 5- 0 13 14- 6-- 0 9-6-10 10-5-1 SH P Q�QFEsc10 �: �cR c< �`aD c 3.5-4 jt�3.5-4 IO -5-14 I0-5-14 w Q) N. 4` �` 9 cc �OFCAI�F " O -V 14-6-0 11 lates are 20 gauge Truswal Connectors unless preceded by"181, for 18 gauge or "H" for 16 gauge. Truss ID- A TYPICAL PLATE 1.5-4 O'Vt c1TrrinLUX SU= WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng • Job: • EJ. Job# :. J4104 ® This design Is for an Individual building component. It has-been based on speclncatlons provided by the component manufacturer and done In Chi: CM accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be Dsgnr: EC Date: 2/12/2004 verined by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord Is laterally braced by the roof or ncor TC Live 16.00 psf DUrFacS L=1.25 P=1.15 Western Wood sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture TC Dead 14.00 psf Rep Mbr Bnd 1.00 ® Fabricators content or the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle. Install and brace this truss In accordance with the following BC Live .00 psf O.C. Spacing 2- 0- 0 standards: TRUSCOM MANUAL', by Truswal. *QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES'- 3700 Riego Road, Elverta, CA 95626 (QST-88).'HANDUNG INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY BC Dead 10.00 psf Design Spec fJBC- 97 SHEET by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave. NW Ste 200. Washington. DC 20036. TOTAL 40.00 psf Segn T6 . 2 . 6 - 16309 Job Name: ADAMSON WARNING Read OU Motes on this Sheet and give O Copy o/ It to the Erecting Contractor. Truss ID: A2 Drwg: EQU 1 X -IDC RMCr SIZE REV'D 0- 1-12 637 3.50" " 1.50C TL 2x4 DFL #1 B PlatingSpec PDLSI/TPI - 1995 HCRIMIML REPLTICN(S) 2 14- 4- 4 637 3.50" 1.50" 2x4 DFL 41 WEB 2x4 DFL SEIMA CI UIIS DESTS37I IS ME 02410STIE RFSULT OF nwiPE LOAD CASES. m pport 1 -461 lb 2 -461 lb IC this design meet or exceed the loading Imposed by the local bullding code. It Is assumed that the lop chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless other vise noted. Bracing shmvn Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle. Install and brain this truss In accordance with the following standards: TRUSCOM MANUAL', by Truswal, 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' (QST -88) -'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY Loaded far 10 PSF non -coax xtrrEx t BCLL. PLATE V�76 PEP IC90 RESEARCH REPCRT #1607. 'Ihi.� is designed using tl:e 1-2 FLRCE A L RM CSI -599 PIATIING BASED CN GZEF IUMEM VALUES. UBC -97 Cbde. 2-3 .00 .21 .21 -475 .00 .21 .21 Bldg Enclosed = Yes Tivss Location, = End lone 3-4 -475 .00 .21 .21 HLsriCane/Doeart Line = Db Cat = B 4-5 -599 .00 .21 .21 HLengthldg Length = 90.00 ft, Eild3 6ddth = 14.50. ft BC FCRCE AXL HID CSI Mean roof hei 14.86 ft, aph = 80 ,.TBC Starrb d wry, DeadLoad = 24.0 rrT 6-7 548 .04 .34 .38 7-8 548 .04 .34 .38 DEB FICIRCE CSI WEB EUKF, CSI 2-7 -271 .16 4-7 -271 .16 3-7 431 .18 7-3-0 I 7-3-0 15.00 -15 00 A A 0-M 0-"- 14-6-0 plates are 20 gauge Truswal Connectors unless preceded by 11181, for 18 gauge or 11H" for 16 gauge. WX DEFLEE TTUT (Spun) L/999 IN 1494 7-8 (ixx-) L= -.03" D= -.04" T- -= Joint Tmtiais ===== 1 0- 0- 0 5 14- 6 0 2 3- 8-13 6 0 0 0 3 7- 3- 0 7 7- 3- 0 4 10- 9- 3 8 3.4 - 6. 0 >ti S�q CNIL P��r OF CA\ Truss ID: A2 WARNING Read OU Motes on this Sheet and give O Copy o/ It to the Erecting Contractor. Eng • Job: . EJ. Job# : J4104 This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In Chk: CM ® accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on Dsgnr: EC Date: 2/12/2004 TC Live 16.00 psf 00 4.psf TC Dead 1 P BC Live .00 psf BC Dead 10.00 psf DurFacs L=1.,25 P=1.3.5 Re P Mbr Bind 1..15 O . C. Spac i.ng 2- 0- 0 Design Spec UBC- 97 Western Wood ® Fabricators 3700 Riego Road, Elverta, CA 95626 this design meet or exceed the loading Imposed by the local bullding code. It Is assumed that the lop chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless other vise noted. Bracing shmvn Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle. Install and brain this truss In accordance with the following standards: TRUSCOM MANUAL', by Truswal, 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' (QST -88) -'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute rrPII Is located at 583 D'Onofrlo Drive. Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave. NW, Ste 200. Washington. DC 20036. TOTAL 40.00 psf Segn T6 . 2 . 6 , - 16310 Job Name: ADAMSON E9U X -ICC PZ Cf SIZE REUT 1 0- 1-12 580 3.50" 1.50" E2 14 4- 4 NUIE 3.50" 1.50" HkNGER2 HM6 =ers are not designed for ho21ata1 loads. SEE SIMPSCN C7>MM ECR AIDTI asps II$Z7ALLATLCN 14MM TC E= AM END CSI This design Is for an Individual building component. It has been based on speclllcallons provided by the component manufacturer and done In 1-2 -598 .00 .21 .21 Date: 2/12/2004 2-3 -473 .00 .21 .21 this design meet or exceed the loading Imposed by the local building code. It Is assumed that the lop chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rlgld sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral 3-4 -473 .00 .21 .21 plate and accordance standards: TRUSCOM MANUAL% by Truswal• 'gUALf1Y CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - 4-5 -598 .00 .21 .21 Design Spec UBC -97 BC FORCE AXL END CSI Association (APPA) Is located at 1250 Connecticut Ave. NW. Ste 200. Washington, DC 20036. 6-7 547 .04 .34 .38 7-8 547 .04 .34 .38 WEB FORCE CST MM FORCE CSI 2-7 -271 .16 4-7 -271 .16 3-7 429 .17 TC 2x4 DFL #1 BC 2x4 DFL #1 WEB 2x4 DFL S Loaded for 10 PSF Tim-almcu rent BaL. This truss is designed using the LBC -97 Cbde. Bldg arlosed = Yes Truss Location = E7rl lag Hurricane/C oean Line = t4o Category, = B Bldg Length = 90.00 ft, B�d3 Width = 14.50 ft Mean roof height14.86 ft, ar-h = 80 UBC Standard bOa arrcy, Dead Load = 24.0 psf 9-6-10 3.5-4 I0-5-14 Truss ID: A3 Plat�m spec AI15I/IPI - 1995 II S IYSIC4J IS MME OJvRDC IE RESULT OF nyTHE LOAD CASES. PLATE VALUES PER ICBJ RESER REMU #1607 PLATIN:; MM W MEFSH I114MR VALUES. 7-3-0 I 7-3-0 1 A A 1 plates are 20 gauge Truswal Connectors unless preceded by 1118" for 18 gauge or "H" for 16 gauge. 9-6-10 SH IP 14 Drwg: _ Wba�ring widths aryl bearing areas uk� truss not supported in a I-micr.r.. REAMCN (S) m4pcut 1 -461 lb support 2 -461 lb MAX DEET t'rrCtl (Sr>ln) : L/999 E4 t,04 7-8 (LIVE) LG -.03" D= -.04" T= - Joint Lr_ -atim- S ===== 1 0- 0- 0 5 14- 6- 0 2 3- 8-13 6 0. 0- 0 3 7- 3- 0 7 7- 3 0 4 10- 9- 3 8 1.4- 5- 0 Truss ID: A3 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng • Job: • EJ. Job# : J4104 This design Is for an Individual building component. It has been based on speclllcallons provided by the component manufacturer and done In CHIC: CM ® accordance with the current versions of TPI and AFPA design standards. No responslblllly Is assumed for dimensional accuracy. Olmeislons are to be Dsgnr: EC Date: 2/12/2004 verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on TC Live 16.00 psf DurFaes L=1. 25 P=1.15 Western Wood this design meet or exceed the loading Imposed by the local building code. It Is assumed that the lop chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rlgld sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral ® Fabricators support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the woad exceed 1996 and/or cause connector corrosion. Fabricate, handle. Install brace this truss In with the following TC Dead 14.00 psf Rep Mbr Bnd 1.15 0 plate and accordance standards: TRUSCOM MANUAL% by Truswal• 'gUALf1Y CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - BC Live .00 psf O.C. Spacing 2- 0- 3700 Riego Road, Elverta, CA 95626 (QST-88).'HANDUNG INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - [HIB -91) and 'HIB -91 SUMMARY BC Dead 10.00 psf Design Spec UBC -97 SHEEP- by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719. The American Forest end Paper Association (APPA) Is located at 1250 Connecticut Ave. NW. Ste 200. Washington, DC 20036. TOTAL 40.00 psf Sec1n T6.2-6 - 16311 Job Name: ADAMSON WARNING Read all Dotes o/1 this sheet and give O Copy of 1/ t0 the Erecting Contractor. Truss ID: A3A Drwg: BRG 1 X-L0C 0- 1-12 REACT S27ED 580 3.50" 1.50" E 2X4 DEL #1 BC 2x4 DFL #1 PlaY�T spec ANSI/TPI - 1995 t�iIM91A RE MCN(S) 2 14- 4- 4 580 3.50" 1.50" WFB 2x4 DFL SDV MJJS pgS1 yg THE 03TOGTIE REg7LT OF 04Trnrt 1 -461 lb 'IC FCIRCE AXL END CSI Loaded for 10 PSF r -concurrent BQd,. rat C VATIPER IC80 RESWCH RE= #1607. c ned using the 7Ylis suss is desig 1-2 -598 connector plate corrasion. Fabricate, handle. Install and brace this truss In accordance with the following PEA= BASED CN GREEN LIMBER VALUES. UBC -97 Ctde. - 2-3 -473 .00 .21 .21 .00 .21 .21 3700 Riego Road, Elverta. CA 95626 Bldg Bx-JcmA = Yes Truss location = pia 7Ate 3-4 4-5 -473 -598 .00 .21 .21 .00 .21 .21 SHEET- by TPI. The Truss Plate Institute ITPI) Is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719. The American Forest and Paper Rsric ane/Ooean Line = Fb p7� Cat = e Hlctj I�th 90.00 ft, 81d3 47idtli = 14.50 Et Association (AFPA) Is located at 1250 Connecticut Ave. NW, Ste 200. Washington. DC 20036. TOTAL 40.00 pSf Sega T6. 2 . 6 - 16312 Maart heighq�t = 14.86 ft, aph = 80 BC FIMCE AXL IIID CSI roof UBC Standard Occupe .y, Dead Load = 24.0 psf 6-7 547 .04 .34 .38 7-8 547 .04 .34 .38 WEB FORCE CSI MM FCd3'E CSI 2-7 -271 .16 4-7 -271 .16 3-7 429 .17 9-6-10 3.5-4 I0-5-14 7-3-0 l 7-3-0 1� 15.00 e_e 14-6-0 9-6-10 SH IP .5-4 10-5-14 1 plates are 20 gauge Truswal Connectors unless preceded by 1118" for 18 gauge or 11H1' for 16 gauge. MAX DEE71S.T 7 (spin) : L/999 IN MR4 7-8' (LTVE) Tr- -.03" D= -.04" T= - -- Joint To nti.rxis 1 0- 0- 0 5 3.4- 6- 0 2 3- 8-3.3 6 0- 0- 0 3 7-3-0 7 7--3-0 4 10-9-3 8.3.4-6-0 Truss ID- A3A WARNING Read all Dotes o/1 this sheet and give O Copy of 1/ t0 the Erecting Contractor. Eng. Job: . EJ. Job# : J43.04 This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In CMC: CM ® accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on DS EC gnr Date: 2/12/2004 TC Live 16.00 psf DurFacs L=1.25 P=1.15 Western Wood this design meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a directly ® Fabricators rigid sheathing material attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture confent of the wood exceed 19% and/or cause TC Dead 14.00 psf Rep Mbr Bnd 3.. 3.5 connector plate corrasion. Fabricate, handle. Install and brace this truss In accordance with the following BC Live 00 psf O. C. Spacing 2 - 0 - � standards: TRUSCOM MANUAL', by Truswal, 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - 3700 Riego Road, Elverta. CA 95626 (9ST-88).'HANDLINC INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY BC Dead 10.00 psf Design Spec_ LU3C- 97 SHEET- by TPI. The Truss Plate Institute ITPI) Is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719. The American Forest and Paper . ' Association (AFPA) Is located at 1250 Connecticut Ave. NW, Ste 200. Washington. DC 20036. TOTAL 40.00 pSf Sega T6. 2 . 6 - 16312 ]ob Name: ADAMSON Truss ID: B1 Drwg: E8G X -IOC RWr SIZE Derntes the zecluizetmt for lateral bracing Ibis design based m d>osd brar;*n arpli�rl 1 0- 1-12 2482 3.50" 2.65"D 2x4 DFL #1 1-3 ® at t locatrat shaaa. Lateral bracing per the folladlg sdiedule: 2 24- 5- 4 2382 3.50" 2.54" BC 2x6 DFL 42 system uhidn include diagxlal or x-bracu'rg Rax O.C. from to IAB 2x4 DFL S174MARD are the res= iblity of the building 'Ic 24.00" 5-10-15 24- 7- 0 TC FORCE AXL 90 CSI Plating spec : ANSI/TPI - 1995 designer. Ihts�el Systere BRACE -IT ltay be HmIo2TIAL RE CrTCN(S) HIS 1-2 -2788 .07 .20 .27 TDESIIN IS ME Q�T1E RFSMT OF used for continuous lateral bracing on support 1 -180 lb 2-3 -2709 .06 .27 .34 MJLTIPiE LOAD CASES. trusses spaced 24" oc. Alternatively, use slur 2 180 lb 3-4 -1685 .03 .26 .29 PLATE VALLIFS PER ICBJ RESE<1RIII REFQtT #1607. scabs or 3 -bras as slzxn at TYusael his truss is designed using the 4-5 -2555 .06 .21 .27 Laxlsd for 10 PSF rrn-calmr'rent BOLL. Sj stens standard details. UBC -97 Code. 5-6 -2184 .04 .27 .31 F�LITEQlf31t bxaciTg is OJy t>t>lers) to Dra,rt mast be ded to avoid carrion. E1cbj Enclosed =Yes 6-7 -1339 .02 .27 .29 leve rctatirn/ See HIB -91 and 2x4 tzntananus lateral bracing C24; o.c. Truss location = End 2cne PISSI/ PI 1-1995 1t0and 10.3.4.6. attad w/ 2-lOd b vc or oatRl>n wire nails. Hurricane/ooearr Line = rro , ESP C�t�Y B " BC FUdE AXL EBD CSI Ftd verticals designed for axial loads Only. PLATTNO BASED CN GUIN LUIEIER VALVES. Bldg Length - 90.00 ft, Bldg Flidth = 24 5r, ft 8-9 1676 .22 .23 .45 End verticals that are emended above or Mean roof her 14.02 ft, Bph = 80 9-10 1677 .22 .13 .35 below the truss profile (if any) slay rt�,;,p UEC Standard Dead Lced = 24.0 psf 10-11 2537 .33 .09 .42 additional design consideration (by otbe s)----------LCPD CASE #1 DESIGN LMEIS ---------------- 11-12 2211 .29 .10 .39 for lateral forces due to wind or seisrtdc Dir L.Plf L.Lcc R.Plf R. Lr- - LL/TL 12-13 2211 .29 .05 .34 loads oar the building. TC Vest 60.00 0- 0-0 60.00 6- 0. 0 .53 13-14 1385 .18 .06 .24 TC Vert. 115.63 6- 0- 0 115.63 24- 7- 0 .53 14-15 181 .00 .12 .12 BC Vert 38.54 0- 0- 0 38.54 24- 7- 0 .00 t WEB FORCE (SI WEE! FORCE CSI ZC ype 128.1 X. 60 L 0 1. 0 2-9 -88 .02 5-13 -1055 .88 TC Vert 112.1 6- 0- 0 .00 2-10 156 .05 6-13 1482 .60 BC Vert 1110.0 10- 0- 0 .40 3-10 1522 .62 6-14 -1864 .95 4-10 -1560 .76 7-14 2452 1.00 4-11 737 .29 7-15 -2298 .80 MAX DEFLE1 TfT1 f�p�) - 5-11 639 .26 L/999 IN VO4 11-T(I,TJE) 5-10-15 I L= -.06" D= -.09" T= -.7.5' 18-7-0 -1 - Joint OLfr-Adams =2- 2 15.00 240N 2 3- 2- 2 10 5- 9.13 3 5- 9-13 11 10- 4- 6 5- 3.5- 2 -4 4-5 - 4 10- 4- 6 12 14- 0- 0 5 15- 0.10 13 15- 0-1.0 6 19- 8-15 14 19- 8.15 7 24- 7- 0 15 24- 7 0 8 0- 0- 0 2.5-6 7-10-8 7-6-4 SH P �p prFESS/p 4-5/ - / H Q�cO OPHE VG lid I0-5-14 �� \y� 2-4 3-8 6-6 S=5-5 7-8 4-5 c_e co �Q rTh _ An rn 1 plates are 20 gauge Truswal Connectors unless preceded by 1118" for 18 gauge or "H" for 16 gauge. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. ® This design Is for an Individual building component. It has been based on speclncatlons provided by the component manufacturer and done In accordance with (lie current versions of TPI and APPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verlBed by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord Is laterally braced by the roof or Boor Western Wood sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached. unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture ® Fabricators content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle. Install and brace this truss In accordance with the follmving standards: TRUSCOM MANUAL', by Truswal, 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - 3700 Riego Road, Elverta, CA 95626 (QST -88). 'HANDLING INSTALUNG AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB-91)and '1118.91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave, NW. Ste 200. Washington, DC 20036. Truss ID: B 1 Eng. Job: F.J..Job#: J4104 Chk: CM Dsgnr: EC Date: 2/12/2004 TC Live 16.00 psf DurFacs L=1.7.5 P=.1.15 TC Dead 14.00 psf Rep Mbr End 1.00 BC Live .00 psf O.C.Spacing 2- 0- 0 BC Dead 10.00 psf Design Spec UBC -97 TOTAL 40.00 psf Seqn T6.2.6 = 16313 Job Name: ADAMSON WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: 62 Drwg: _ BIU 1 X -IOC REaCr SIZE REQ'D 0- 1-12 1038 3.50" 1.50" TC 2XIS DFL 42 2x4 DFL #1 1-3 Dsnotes the reguirarertt for lateral bracing ® This desist based on chord bracing apnlirr3 2 24- 5- 4 986 3.50" 1.50" BC 2x4 DFL #1 at eac�t ]ocatron shat. Lateral bracing systets uhtich include dural ar x-braczrg per the follaaing stile: Rax 0.c. frau to TC 1-2 FORE AXL -1113 END (SI WEB 2x4 DFL SLA1� Platin? spec ANSI/ITT - 1995 THIS are the responsibility of the Wilding designer. `I uszal Syst- BRACE -TT tfay be TC 24.00" 7-10-15 24- 7- 0 muoxm RFPCITCN(S) 2-3 3-4 .00 -938 .00 -535 .19 .19 .19 .19 DFSIC�1 IS THE CaAPO6TiE RESLW.OF MII,TIPLE 1CAD CASES, PLATE vAums PER ICBC used for continuous lateral brarim to trusses iced 24" OC. AlternativEl , use2 S4pctrt 1 245 lb -245 lb 4-5 5-6 .00 -628 .00 .15 .17 .15 .18 RESEARm RE�II' #1607. Loaded for 10 PSF rrat-¢axurrertt B(Id,. scabs or T -braces as shoiAn an Trusial Systens standard details. 'IhisHums is designed using the LBC -97 Code. -451 .00 .17 .18 2x4 atattinucus lateral bracing @14:0 o.C.st attached 2-10d btvc beprovided to awed p�mq i P�not- Bldg Fhclosed = Yes BC FICRCE AM BND CSI w/ or Comm re nails. wi CN CREFN LLNBER VALLIES. Ehd verticals designed for axial loads only. Truss Location = aid Zrne Hurricane/Clown Line = No Cat e y 7-8 635 .08 .10 .18 Ehd verticals that are extex ed above ar Bldg Lez�h = 90.00 ft, Bice' -t t= ?0 S5 ft 8-9 9-10 635 .08 631 .16 .24 below the truss file (if profile � Mean roof height = 15.27 ft, t-rol Dad Load 24.0 .08 .18 .27 additional design o UBC Standard Y, Frf 10-11 463 .06 .18 .24 for lateral forces due to wind or setstlic 11-12 463 .06 .22 .28 loads on the building. 12-13 -246 .00 .22 .22 WEB ECRCE CSI WEB EMM CSI 2-8 110 .04 5-10 337 .14 2-9 -319 .22 5-12 -666 .43 t-1AX DEFrFf aT (sett) 3-9 447 .18 6-12 910 .37 L/999 IN MEM 9-10 (1,T.'JE) 4-9 -195 .17 6-13 -938 .61 L,= -.03" D= -.04" T= -.07' 4-10 -182 .12 10-4-8 3.5-< IO -5-14 Joint L7ilt77fls = 1 0- 0- 0 8 4- 1. 5 7-10-15 2 4- 1- 5 9 7 9-13 3 7- 9-13 10 13- 3 2 4 13- 3- 2 11 14- 0-- 0 00 16-7-0 5 18-10- 3 12 18-1.0. 3 6 24- 7- 0 7.3 24- 7- 0 7 0- 0- 0 0-18� 24-7-0 1 plates are 20 gauge Truswal Connectors unless preceded by 1118" for 18 gauge or "H" for 16 gauge. 10-0-4 11-3-0 SH IP Truss ID: 62 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng- sob: . EJ. Job# : J4104 ® Western Wood ® Fabricators 3700 Riego Road, Elverta, CA 95626 This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code. It Is assumed that the lop chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached. unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment (hat will =use the moisture content of the wood exceed 1996 and/or cause connector plate corrosion. Fabricate, handle. Install and brace this truss in accordance with the following standards: TRUSCOM MANUAL', by Truswal,'QUALI TY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - (QST-88).'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'11113-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive. Madison. Wlsconsln 53719. The Amerl=n Forest and Paper Association IAFPA) is bated at 1250 Connecticut Ave, NW, Ste 200. Washington, DC 20036. Chk: CM D9 Z: EC Date: 2/12/2004 TC Live 16.00 psf TC Dead 14.00 psf BC Live .00 psf BC Dead 10.00 psf TOTAL 40.00 psf DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.1.5 O. C . Spacing 2- 0- 0 Design Spec rmr- 97 Seqn T6 . 2 . 6 - 16314 Job Name: ADAMSON L/999 IN MSEEM Truss ID: C1 r Drwg: BIT, 1 X -LDC REACT SIZE RE7Q'D 0- 1-12 463 3.50" 1.50" TC 2x4 DFL #1 2� DFL #2 2-3 Platte Spec PNSI/'IPI - 1995 TFDS Dg5IZ3] This des' based at chord bracing arpl.i.:-rt. mljo, ing 2 11- 5- 4 463 3.50" 1.50" BC 2X4 DFL #1 IS UE C ICCS11E RESULT OF M UTME MAD G%SESS. per the sd�echlle: IfsX o.c. fran to TC FCI2CE AXE, BM CSI MM 2K4 DFL SIPbUM 2X4 axltir=us lateral bracing @24.0 " D.C. PLATE VALUES PER ICED REFI REEYP.S #1607. DrainagefIl]SL be to avid TC 24.00" 3- 4-15 8- 1- 0 IiRI2l AL R13C'TICN(S) 1-2 -779 .01 .16 .16 attached w/ 2-10d bDK or afincin wire nails. BASED CN GREEN UYEER VALLMS. smart 1 -196 lb 2-3 -1596 .02 .10 .13 This truss is designed usux3 the stgpatt 2 -196 lb 3-4 -779 .01 .16 .16 UBC -97 Cbde. Bldg niclosed = Yes BC KRCE AM END CSI TnSs Loaticn = Ehd 7rne 5-6 525 .06 .07 .13 HMdcane/Ocean Line = 6b ET Categary = B 489 .07 .10 .17 Length Bldg I�•90.00 ft, Bid3 Width = 18.08 ft 7-8 489 .07 .10 .17 MaM roof hei9ft= 12.46 ft, nph = 80 8-9 525 .06 .07 .13 ;c UBC Standard a Y, Dead Load = 24.0 psf DIEEI FCRCE CSI V B FORCE CSI 2-6 118 .04 3-7 1202 .49 2-7 1202 .49 3-8 118 .04 34-15 34-15 1r5 00 4-7-0 -15.00 0-M 7.00 1 1 -7.00 0-M 5-6-O I t 5-6-0 1 plates are 20 gauge Truswal Connectors unless preceded by"18" for 18 gauge or "H" for 16 gauge. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. ® This design Is for an Individual building component. It has been based on speclncatons provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verined by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain thal the loads utilized on this design meet or uceed the loading Imposed by the local building code. It Is assumed that the top chord Is laterally braced by the roof or floor Western Wood sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing sham Is for lateral support of components members only to reduce buckling length. This component shall not be placed In ® any environment that will cause the moisture Fabricators content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate. handle. Install and brace this truss In accordance with the follo,ving standards: TRUSCOM MANUAL', by Trustval, 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - 3700 Riego Road, Elverta, CA 95626 (9ST-88). 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and 'HIB -91 SUMMARY SHEET" by TPI. The Truss Plate Institute ITPII Is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719. The Amerlcan Forest and Paper Association (AFPA) Is lima led at 1250 Connecticut Ave. MY. Ste 200. Washington. DC 20036. MAX DEF ELIM (sp)n) : L/999 IN MSEEM 7-8 .. (LIVE) L,= -.05" D= -.08" T= -.13' -== Joint Lr-r-)tirg1S ===== 1 0-0-0 6 3-2 1 2 3- 3-13 7 5- 9- 8 3 8- 3- 3 8 ' 8. 4-1.5 4 11- 7- 0 9 11 7 0 5 0- 0- 0 4-9-0 SH P pROEESS/p,, s-i��ri Eng. Job: .EJ. Chk: CM Dsgnx: EC TC Live 16.00 psf TC Dead 14.00 psf BC Live .00 psf BC Dead 10.00 psf TOTAL 40.00 psf CALIFO Truss 1®: C1 Job#: J4104 Date: 2/12/2004 DurFacs L=1.25, P=1.15 Rep Mbr Bnd l.'15 O.C.Spacing 2- 0- 0 Design Spec (Ie^ --97 Sett T6.2.6 - 16315 ob Name: ADAMSON BTU x-L0C REACT SIM D TC 2X4 1 0- 1-12 463 3.50" 1.50" 2u5 DFL, #2 2-3 2 11- 5- 4 463 3.50" 1.50" BC 2x4 DET, #1 .07 .10 .17 WM. 2x4 DFL SD*XARD 1�2 FC -779 Ol E �.16 1T6 pondim aMM1SED CN je mist beeUd t R-VALiTES. d i - 2-3 1 .06 Flat d=d has not been designed for 3-4 9 .01 .16 6 d1 i xg snow unless noted othertA se. BC FCRCE AXL M CSI 5-6 525 .06 .07 .13 6-7 489 .07 .10 .17 7-8 489 .07 .10 .17 8-9 525 .06 .07 .13 WEB FORCE CSI Wm F= CSI 2-6 118 .04 3-7 1202 .49 2-7 1202 .49 3-8 118 .04 3-4 Truss ID: C2 Plating ANSI/TPI - 1995 THIS DESI�7 IS 1iE 03VAUSTIE RESULT OF MULTIPLE LOAD CASES. PLATE VAum PER ICBG RESEARCH REECILP #1607. Loaded for 10 PSF rral-concurrent BCLL. 2x4 continuous lateral bracing @24.0 " o.c. attached w/ 2-10d box or ootarn wire nails. 'Ibis truss is designed using the UBC -97 axle. Bldg aYxlosed = Yes Truss Locatitzl = Ehd 7chrle Rarricane/Cbe n Line = t� EIV category = B Bldg I- = 90.00 ft, B�dg Width = 18.08 ft Mean roof hei 13.71 ft, nph = 80 UBC Standard t 'Y, Dead Load = 24.0 psf 5-4-15 54-15 10_ 4-7-0 _15.00 0-L-8 -7.00 1 -7.00 p -fig O_0 5-6-0 11-7-0 1 plates are 20 gauge Truswal Connectors unless preceded by 11181, for 18 gauge or "H" for 16 gauge. Drwg• This des' based on chord bracing appli-A , per the iollo�ri.ry =lie - Rex 0. C. from to TC 24.00" 3- 1- 8 8- U- 0 HCROXIAL REACTICN(S) sA4=t 1 -196 lb sxTport 2 -196 lb MAX DEFZb=rl'1 (S- m) L/999 IN 14F14 7. (LIVE) Lr= -.OS" D= -.08" T= 1?' -= Joint U1rat.i ms =-- 1 0- 0- 0 6 3. 2- 1 2 3- 3-13 7 5- 9- 8 3 8- 3- 3 8- 8. 4-15 4 11- 7- 0 9 11- 7- 0 5 0-0--0 7-3-0 SH P '00ESS/0� �cQ ZpPHER Io -5-14 No. I >�' m Exo :[V ' Truss ID: C2 WARNING Read all notes on this sheet and give a copy o/ it to the Erecting Contractor. Eng • Job: . EJ. Job# : J4104 This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In CMC: CM ® accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on Dsgnr: EC Date: 2/12/2004 TC Live 16.00 psf TC Dead 14.00 sf P BC Live .00 psf DULFdCS L=1.25 P=1.15 Re t4br Bnd 1.15 P O. C . Spacing 2- 0- 0 Western Wood ® Fabricators this design meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord Is laterally braced by the roof or noor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed m any environment that will cause the moisture content or Ule -exceed 1996 and/or cause connector plate corrosion. Fabricate. handle, install and brace this truss in accordance with the following 3700Riego Road, Elverta, CA 95626 standards: TRUSCOM MANUAL', by Truswal. 'QUALITY CONTROL STANDARD FORMEI'AL PLATE CONNECTED WOOD TRUSSES- RUSSES-3700 (QST -88). 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (1118-91) 2nd'HIB-91 SUMMARY BC Dead 10.00 psf Design Spec .UBC -97 SHEEP- by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719. The American Forest and Paper Association IAFPAI Is located at 1250 Connecticut Ave. NW, Ste 200. Washington. DC 20036. TOTAL 40.00 psf Seqn T6.2.6, - 15315 Job Name: ADAMSON ERG X -LCL^ RFACr SIZE REQ'D 1 0- 1-12 463 3.50" 1.50" 2 11- 5- 4 463 3.50" 1.50" TC ECRCE AXL HID CSI 1-2 -770 .00 .13 .13 2-3 -645 .00 .13 .13 3-4 -64S .00 .13 .13 4-5 -770 .00 .13 .13 BC ECRCE AXL EM CST 6-7 895 .07 .13 .20 7-8 896 :07 .13 .20 WEB EUKE CSI VM EUKE CSI 2-7 -241 .04 4-7 -241 .04 3-7 779 .26 TC 2x4 DFL #1 EI_ 2x4 DFL #1 INEB 2x4 DFL SIP1,1M Loaded for 10 PSF rrn-cm arrrent BCC; . 7-8-12 IO -5-14 3-4 Truss ID: C3 IIi SDE TC T IS THE IZE9RESMT OF R LTIPiE LOAD CASES. PLATE VALUES PER ICEC) R=U7!C H RE= #1607 PLA= BASED CN Ca2EII4 UC VALUES. 5-9-8 I 5-9-8 F1-5.0 -15.00 0-8 7.00 ` -7.00 0-8 5- -0 5-6-0 11-7-0 7-8-12 SH IP IO -5-14 1 plates are 20 gauge Truswal Connectors unless preceded by 1118" for 18 gauge or "H" for 16 gauge. I17R121T7IAL MMCN(S) support 1 366 lb 'IbisOtt 2 -366 lb -iT LI s is designed using the UBC -97 Cbde. Bldg Frrlosed = Yes T cuss Incaticar = E d zzim Htltricafle/(bear Line = No , aCateg:iry = B Bldg = 90.00 ft, Bldg 4lidth = 18.08 ft Mean roof height = 13.95 ft, nl:h = 80 LBC Standard bmtparlcy, Dead L -t -d = 2.4.0 psf MAX DEE73L a7 (spM) ' L/999 IN f4EI4 7 8 (INE) LF -.02" D= -.03" T- - Joint Irrti.cms =_== 1 0- 0- 0 5 11- 7- 0 2 3- 0- 1 6 0 O. 0 3 5- 9- 8 7 5- 9- 8 4 8- 6-15 9 1.1 7- 0 v Truss ID: C3 WARNING Read all notes on this sheet andive a c0 g copy of it to the Erecting Contractor. Eng. Job: .EJ. Job#: J4104 This design Is for an Individual building component. It has been based on specl0callons provided by the component manufacturer and done In C'file: CM ® accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on Dsgnr: EC Date: 2/12/2004 TC Live 16.00 psf DurFaes L=1 . 25 P=1. 15 Western Wood lhls deslRn meet or exceed the loading Imposed by the local building code. It Is assumed that the lop chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing directly Bracing Is for lateral ® Fabricators material attached. unless otherwise noted. shmvn support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content ofthe wood exceed 19% and/or cause connector Fabricate, handle, Install bracefollowing TC Dead 14.00 psf P Re t4br Bnd 1.15 P ' plate corrosion. and this truss In accordancewith the BC Live .00 psf O. C..Spacing 2- 0- 0 standards: TRUSCOM MANUAL'. by Trvswal, 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - 3700 Rlego Road, Elverta, CA 95626 IQST•88).'14ANDUNG INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY BC Dead 10.00 psf Design Spec rIPC- 97 SHEET by TPI. The Truss Plate Institute rrPI) Is located at 583 D'Onofrlo Drive. Madison, WIsconsln 53719. The American Forest and Paper Association (APPA) Is located at 1250 Connecticut Ave, NW. Ste 200, Washington, DC 20036. TOTAL 40.00 psf Seqn T6 . 2 . 6 - 15:17 Job Name: ADAMSON WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: D1 Drwg: BFZ X -IOC REXT SIZE 1 0- 1-12 314 3.50" 1.50"D BSC 2x4 DFL 41 Plating spec • ANSI/TPI - 1995 be ging widths and firing areas 2 6- 4- 4 388 3.50" 1.50" WEB 2x4 DFL Sly THIS IIESi(31 IS IIIE Q TIE RESTJI,T OF `�ih�l friss rnt slq� in a harrnr. EPS HXJMR NOIE 2 U24aid Iaaried for 10 PSF non-conament BOLL, MJLTTPfR LOAD CG1g5. PLATE VALUES PER ICBG RFSQVKH RE= #1607. REKTICH(S) 2 -72 lb Haters are not designed for verticals designed for axial loads Cathy. &d verticals that are extended above or PLATIN3 BASED GN GREEN LUMBER VALUES. This truss is designed usinggpoLt the �L RID=N(S) st1 208 lb hrn I � T cal lids • SEE SIDIPSCIN CAMM ETR AMMCNAL below the truss profile (if any) Ray rr,qLdre aciliticinal design cowideratiaz (by others) (IDC -97 Cbde. Bldg Enclosed = Yes stWort 2 208 lb TAICW GN N MES for lateral forces due to wind or seisRRc Truss Locatian = End 7[s1e loads on the buildup. Humcale/Ocean Lune = No , E Category = B TC ESE AXL BM CSI 1-2 Bldg �z� = 90.00 ft, Bldg Tidth = 6.50 ft -202 .01 .18 .19 Mean roof height 14.16 ft, njph = 80 2-3 -113 .00 .18 .18 LiBC Standard Occupancy, Dead lnad = 24.0 psf BC FORCE AXL BPD CSI 4-5 159 .01 .24 .25 WEB FORCE CSI WEB ETRCE CSI 2-5 -254 .12 3-5 -120 .13 1,5 00 1.5-4 1.5-4 8-7-6 8-7-6 9-5-13 SH P 3.5-4 IO -5-14 'It G_A' f 0-1-1 6-6-0 plates are 20 gauge Truswal Connectors unless preceded by 1118" for 18 gauge or "H" for 16 gauge. MX DEEUIMCt) (span) • L/999 IN 14EM 4-5 (LTVG) LF -.04" D= -.05" T= - -== Joint Lrrat.irals ==_- 1 0- 0- 0 4 0- 0- 0 2 3-4-5 5 5 5-0 3 6- 6- 0 Truss ID: D I WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng • Job: • EJ. Job# : J4104 This design is for an Individual building component. It has been based on spminmtlons provided by the component manufacturer and done In Chk: CM ® accordance with the current versions of TPI and AFPA design standards. No responslbllily Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on Dsgar: EC Date: 2/12/2004 TC Live 16.00 psf TC Dead 14.00 psf P BC Live .00 psf DULFacs L=1 . 25 P=1 . 15 Re ribr Bnd 1.1.5 P O. C . Spacing 2- 0- 0 . Western Wood ® Fabricators this design meet or exceed the loading Imposed by the local building code. It Is assumed that the lop chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood exceed 1996 and/or muse connector plate corrosion. Fabricate, handle. Install and brace this truss In accordance with the following standards:TRUSCOM MANUAL', by Truswal. 'gUALffY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - 3700 Riego Road, Elverta, CA 95626 (QST-88).'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY BC Dead 10.00 psf Design Spec i1BC- 97 SHEET by TPI. The Truss Plate Institute I TPR Is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave. NW Sle 200. Washington. DC 20036. TOTAL 40.00 psf Seqn T6. 2. 6 - 16318 Job Name:.ADAMSON WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: D2 Drwg: BIG X -IX RIMA SITE REQ'D 1 0- 1-12 258 3.50" 1.50" TC 2x4 DFL #1 8r 2x4 DFL #1 PlatiT RNSI/TPI - 1995 bearing widths ani bearing areas 2 6- 4- 4 387 3.50" 1.50" WEB 2x4 DFL SIS THISI SI(3J IB IIlE Oa -WO= RESULT OF vd�t truss rnt sl.>pp�rted in a Fx-ur U�REAM BIG H*M NME 2 U24 Loaded for 10 PSF not-Conurrefnt BOLL. NULTIPLE uy�D CASES PLATE VALUES PER ICBO RE04KH REEF #1607. N(S) . 2 -72 lb Hatxg2ss are not designed for EYzl verticals designed for axial loads ally. aid verticals that are exterrled above or PLATIIU BASED CN C32M LLNIDER VALUES. This truss is designed using the Mi 2= RE7tMCN(S) s41mrrt 1 208 lb horizontal lis• SEE SDU79 CATALD"' FCR AI )MMAL Belau the truss profile (if any) nW require additional design Consideration (by od-je s) UBC -97 Code. Bldg Enclosed = Yes support 2 208 lb R67ALIMCN IVIES for lateral fortes due to wind or seisrdc Truss Location = End Zane TIC loads on the building. Hurricarne/Ot Lune = bb , Category = B Design Spec UPC -97 EC% AXL llnID CSI 1-2 -202 SHEET- by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive. Madison, Wisconsin 53719. The American Forest and Paper h = 6.50 ft ft, Bit, � .01 .18 .19 Association (AFPA) Is located at 1250 Connecticut Ave, NW, Ste 200, Washington, DC 20036. roof height90.00 nl:h Segn T6 . 2 . 6 - 16319 2-3 -113 .00 .18 .18 LSC S ,1� L� = 2480 psf BC FCaaE AXL END CSI 4-5 158 .01 .24 .25 WEB FCRCE CSI M0 FME (SI 2-5 -253 .12 3-5 -120 .13 8-7-6 3.5-4 IO -5-14 15 00 6-6-0 2.54 8-7-6 1 plates are 20 gauge Truswal Connectors unless preceded by"18" for 18 gauge or "H" for 16 gauge. MAX DEFUMCTT (Sp..II3) • L/999 IN 14RI 4-5 (LNG) LF -.04" D= -.05" T= - -= Joint Lrrrttir7ns =_--- 1 0- 0- 0 4 0- 0 0 2 3- 4- 5 5 6- 6- 0 3 6- 6- 0 Truss ID: D2 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng • Jab: • EJ. Jab# : J4104 This design Is for an Individual building component. it has been based on spmlflcallons provided by the component manufacturer and done In Cbk: CM ® accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verined by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on DSgnr: LC Date: 2/12/2004 TC Live 16.00 psf DurFacs L=1.25 P=1.15 Western Wood nils design meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a directly ® Fabricators rigid sheathing material attached. unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment That will cause the moisture content of the wood exceed 1996 and/or cause TC Dead 14.00 psf P Re ?4br Bnd 1.15 P connector plate corrosion. Fabricate, handle, Install and brace this truss In accordance wlth the following BC Live .06 psf O.C.Spacing 2- 0- 0 standards: TRUSCOM MANUAL', by Truswal, 'QUALrrY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - 3700 Riego Road, Elverta, CA 95626 (QST -88). 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -911 and 'HIB -91 SUMMARY BC Dead 10.00 psf Design Spec UPC -97 SHEET- by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive. Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave, NW, Ste 200, Washington, DC 20036. TOTAL 40.00 psf Segn T6 . 2 . 6 - 16319 Job Name: ADAMSON Truss ID: E1 Drwg: 0- 0- 0 ZC 2x4 DFL 41 2x6 DFL #2 7-12 Plat�q SPec - AMI/TPI - 1995 This design based m d�orrd bracing anpli.c_1 fo la.✓irg hlle: 3 2- 8- 0 BC 2x4 DFL #1 SLK 2x4 DFL SIYrID4HI) THLS I SZCV Is THE QI'4pC= RFSULT OF MULTIPLE = CASES. PL}XfE VAUJES PER, ICAO RES]EARC -i REEL U #1607. per the sd nex O.C. fmn to TC 24.00" 8- 1- 8 12- 9- 7 23 Draina3e rust be ded to avid in 2x4 oaitlrntws lateral bracin3 ' Laded for 10 PSF n n -c ncurrent BOLL. This truss is designed using tli 5 4- 0 p24:b o.c. Pennine It bracing i� (x others) to LBC -97 Omb. 7 8- 2- 9 attached w/ 2-lOd bxc Or ctitltttal wire nails. rotati I/ See HIB -91 aryl 8119 Eticlosed = Yes 27 PL MU BASED CN GREEN I1ME&It VALUES. =Is1-199c5; 10. 4. and 10.3.4.6. Truss Iocatiai = Ehd 7CM 9- 9- 0 10 11- 3- 0 looad. mat MallL����9t/l� Bfd3 11 12- 0- 0 30 16p f live lax and 14psfdead lform Bldg 90 0 ftp Flid�tli = 21 00 Et her ft, e0 31 13- 0- 0 Pdlitia's31 design g sideraticxLs fray be required if rhea is attadied. M3�1 root = 15.41 rfph = Lief Starrlard �, Daxl Load = 24.0 p f 13. 4- 0 14 14- 8- 0 Gable stint vertical require lateral bracing (designed by others) perpadicular ----------Lt?nD ------- Dir L.Plf L. Loc R.Plf R. Lc- LT./1L 34 to the plane of the nmber at intervals. TL Vert 72.79 0- 0- 0 186.00 8. 2- 9 .51 17 4- 0 Branr,com is a result of wird lam lied to rtefber.(Ctnbinaticn axial pplus ba�dirg). TC Vert 186.00 8- 2- 9 187.79 12- 9. 7 TC Vert 77.79 12- 9- 7 61.00 21- 0- 0 .21 .51 18 20- 0- 0 This truss requires to sha3thinr3, as designed bbyy others, applied to the truss EC Vert 20.00 0- 0- 0 20.00 21- 0 0 .00 38 face Ia lateralsupport for lets in --Ot the truss plane and creating shear l tall action to resist diaphragn keds 8-1-8 8-1-8 lr 500 4-6-14 -15.00 1 1-," 0-"- 11 -" 11 plates are 20 gauge Truswal Connectors unless preceded by 111811 for 18 gauge or "H" for 16 gauge. TYPICAL PLATE : 1.5-4 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. ® This design Is for an Individual building component. It has been based on specl0catlons provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No rwponsiblllly Is assumed for dimensional accuracy. Dimensions are to be verined by the component manufacturer and/or building designer prior to fabricatIon. The building designer shall ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code. It Is assumed (fiat the Lop chord Is laterally braced by the roof or floor Western Wood sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached. unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture ® Fabricators content of the wood exceed 199b and/or cause connector plate corrosion. Fabricate. handle. Install and brace this truss In accordance with the rollowing standards: TRUSCOM MANUAL', by Truswal,'QUALI Y CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - 3700 Riego Road, Elverla, CA 95626 (9ST-88). 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEEP by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave. NW. Ste 200. Washington. DC 20036. -== Joint lrrztions ==- 1 0- 0- 0 20 0- 0- 0 2 1- 4- 0 21 1- 4- 0 3 2- 8- 0 22 2. 8. 0 4 4- 0- 0 23 4- 0 0 5 5- 4- 0 24 5 4- 0 6 6- 8- 0 25 68- 0 7 8- 2- 9 26 7.1.0-10 8 9- 4- 0 27 9. 4- 0 9 9- 9- 0 28 9- 9- 0 10 11- 3- 0 29 11- 3- 0 11 12- 0- 0 30 12- 0- 0 12 12- 9- 7 31 13- 0- 0 13 13- 4- 0 32 13. 4- 0 14 14- 8- 0 33 14- 8- 0 15 16- 0- 0 34 16- 0. 0 16 17- 4- 0 35 17 4- 0 17 18- 8- 0 36 18- 8 0 18 20- 0- 0 37 20 00 19 21.- 0- 0 38 21.- 0- 0 Truss ID: E 1 Eng. Job: .EJ. Job#: J4104 Chk: CM Dsgnr: EC Date: 2/12/2004 TC Live 16.00 psf DurFacs L=1.25 P=1.1.5 TC Dead 14.00 psf Rep Mbr Bnd 1.00 BC Live .00 psf O.C.Spacing 2- 0- 0 BC Dead 10.00 psf Design Spec UBC -97 TOTAL 40.00 psf iSegn T6.2.6 - 16320 Job Name: ADAMSON WARNING Read all notes on this sheet and give a copy of U to the Erecting Contractor. Truss ID: E2 Drwg: ®verified Western Wood ® Fabricators -. EM 1 X -IOC MILT SIZE REQ'D 0- 1-12 920 3.50" 1.50" TC 2x4 DFL #1 2x6 DFL #2 3-4 Mims AMI/TPI -1995 T1hiB deli )> tZl chord l7taCirg a�li^d IQ57-88).'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB•91) and'HIB-91 SUMMARY 2 20-10- 4 897 3.50" 1.50" BC 2x4 DFL #1 TFIIS DESIC�1 IS THE t = RESULT OF MJLTTPLE ICAD CASE'S, per the follow schedule: flax O.C. £zein to Seqn T6. 2 . 6 - 16321 WEB 2x4 DFL SIS PLATE VALUES PER ICED RESEMUi RFS' #1607. TC 24.00" 7-10-15 13- 0- 0 TC 1-2 M E AXL am CSI Drain -age trust be provided to avoid pondirp. Iwded for 10 PSF non-cmwrxent BaL. HCRIZMAL PZII TCN(S) - -941 .00 .19 .19 PLAMB RAM IN GREEN U143M VA UES. 2x4 erntimous lateral bracing 014;0 " D.C. SIRX)'t 1 -491 lb 2-3 -766 .00 .19 .19 This truss is designed using the attached w/ 2-10d box or ocritron wire rails. stgport 2 -491 lb 3-4 -426 .00 .20 .20 UBC -97 Code. 4-5 -764 .00 .20 .20 Bldg llhclosed = Yes 5-6 -940 .00 .20 .20 Trusts Location = Eld Zoom Line , p Category = B EIC F� AM END CSI ftp "" in Width = 21.00 ft 7-8 691 .08 .10 .18 Mean zoo hemc�i 15.27 ft, nph = 80 8-9 690 .07 .16 .23 UBC Starrlazd occupancy, Dead Laad = 24.0 psf 9-10 505 .05 .17 .22 10-11 690 .07 .17 .24 11-12 690 .08 .05 .13 12-13 691 .08 .10 .18 M FCIXE CSI WEB FCRCE CSI 2-8 112 .05 4-10 317 .13 2-9 -330 .23 5-10 -331 .23 FM DE1-U -'TTfN (spar) 3-9 366 .13 5-12 112 .05 L/999 IN ME14 9 -1.0 (I- VE) 3-10 231 .49 L= -.02." D= -.04" T= -.06' -=== Joint Lry--atkns =_== 1 0- 0- 0 8 4- 1- 5 7-10-15 7-10-15 2 4- 1- 5 9 7- 9-1.3 3 7- 9-13 10 13- 2-- 3 4 13- 2- 3 11 15- 0- 0 -01 F- 15.00 5-0-0 I� -15.00 6 21-10-10 l.3 26_7.0_11) 7 0- 0- 0 1-0 0-" plates are 20 gauge Truswal Connectors unless preceded by 11181, for 18 gauge or 11H11 for 16 gauge. 11-7-6 SH P =0-5-14 :t WARNING Read all notes on this sheet and give a copy of U to the Erecting Contractor. Eng. Job: . EJ. Job#: J4104 ®verified Western Wood ® Fabricators Thls design Is for an Individual building component. Il has been based on specifications provided by the component manufacturer and done In accordance with the current verslons ofTPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to beDsgnr: by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utlllzed on this design meet or exceed the loading Imposed by the local building code. It Is assumed that the lop chord Is laterally braced by the roof or noor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content or the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install and brace this truss In accordance with the following standards: TRUSCOM MANUAL', by Truswal,'9UALTTY CONTROL STANDARD FORMEI'AL PLATE CONNECTED WOOD TRUSSES' - Ctrk: CM EC Date: 2/12/2004 TC Live 16.00 psf TC Dead 14.00 P sf BC Live .00 psf DurFaes L=1.25 P=1.15 f Re P Mr Bnd 1. 1.5 O. C . Spacing "2- 0 - 0 3700 Riego Road, Elverta, CA 95626 IQ57-88).'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB•91) and'HIB-91 SUMMARY BC Dead 10.00 psf Design Spec UBC- 97 SHEET by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave. NW, Ste 200. Washington, DC 20036. TOTAL 40.00 psf Seqn T6. 2 . 6 - 16321 Job Name: ADAMSON Truss ID: F1 Drwa! ERS X -LLC R05LT SIZEaD 2X4 DFL 1 0- 1-12 777 3.50" 1.50" BBC 2x4 DEL #1 2 11-10- 4 777 3.50" 1.50" WEB 2x4 DEL SI9IARD 428 .03 .19 .22 GBL BLK 2x4 DFL SMIDARD TC FACE AXL BND CSI Fex:rrariierit brat; is ON others) to 1-2 2-3 -861 -932 .00 .16 .17 rotatirn/to- See HIB -91 and AM 3-4 -932 .00 .00 .16 .17 .16 .17 /TPI 1-1995; 10. 4. and 10.3.4.6. PLATM BUSED CN GUEq LUMBER VALUES. 4-5 -861 .00 .16 .17 606 BC FCRCE AXL HO CSI give This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dlmenslons are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain thiol One loads utilized on this design meet or exceed the loading Imposed by the local building code. It Is assumed that the lop chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that vv111 cruse the moisture content of the wood exceed 1996 and/or cause connector plate corrosion. Fabricate, handle. Install and brace this truss In accordance with the following standards: TRUSCOM MANUAL', by Truswal, 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - (QST-88).'HANDUNG INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEET- by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive. Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave. NW, Ste 200, Washington. DC 20036. 6-7 673 .05 .19 .24 7-8 428 .03 .19 .22 8-9 673 .06 .19 .24 WEB FIJU CSI WEB FORCE CSI 2-7 -421 .08 3-8 606 .19 3-7 606 .19. 4-8 -421 .08 7-6-4 0-0-4 Pla ANSI/TPI - 1995 QLSS THE CLTICTIE RESULT OF nwipLE IDAD CASES. PLATE VAL IES PER ICBD RESFARM REELC U #1607. Loaded for 10 PSF nal-acricu rent BCLd,. G;hle verticals are 2x 4 web rraterlal spflari at 16.0 as o.c. unless rioted otherwise. Tbp diord suits 24.0 a of uniform load at 16 psf live load and 14ppssf dead load. Additilnal design considerations may be required if Sheath�p is attached. Gable stud vertical ers require lateral bracing (designed by allmrs)perp3ndicular to the plane of the mwber at intervals. Braccuugg * s a result of wind 1M applied ed to Q%r. (Ctnbination axial plus bending)trus. desigredsrequires adentiate by sTluas ed to thtrus face providirsg tat support for webs in the truss plane �at-nro� wall action to resist II HCPJ CDIIAL R=CN(S) support 1 -365 lb slxttt 2 365 lb chis s is designed using the UBC -97 Code. Bldg E riclos d = Yes Truss Location = End 75one Htrrrit'arne/Q�arl Litre = Ib C�teg�ry = B Bldg = 90.00 ft, 81dg Glidrh = 12. Q0 ft Nhsri rmE hen = 14.08 ft, lfph = 80 UBC Standard Ds3d Load = 24.0 ----- ---1L>21n # DFSIc�r Lf]DL� ------ ------- Dir L.Plf L.Lcc R.Plf R.Irr' LXVTL TC Vert 60.00 0- 0- 0 140.00 6- 0- 0 .53 TC Vert 140.00 6- 0- 0 60.00 12- 0- 0 .46 BC vert 20.00 0- 0- 0 20.00 12- 0- 0 .00 MAX DPF=Cll (sp-rn) - L/999 IN MF14 7-.8 (LIVE) L= -.02" D= -.04" T= -.06 =_ Joint IJ_-_ntionS -_ 1 0- 0- 0 b 0- 0- 0 2 3- 0- 0 .. 7 3- 0- 0 6-0-0 6-0-0 3 6- 0- 0 8 9. 0- 0 4 9-0-0 9 I.2.- 0-0 5 12- 0- 0 1 00 0-, 0-, 12-0-0 11 lates are 20 gauge Truswal Connectors unless preceded by "1811 for 18 gauge or aH, for 16 gauge. TYPICAL PLATE : 1.5-4 P WARNING Read all notes on this sheet and a copy of it to the Erecting Contractor. Eng. Job: .EJ. Job#: J4104 ® Western Wood ® Fabricators 3700 Riego Road, Elverta, CA 95626 give This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dlmenslons are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain thiol One loads utilized on this design meet or exceed the loading Imposed by the local building code. It Is assumed that the lop chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that vv111 cruse the moisture content of the wood exceed 1996 and/or cause connector plate corrosion. Fabricate, handle. Install and brace this truss In accordance with the following standards: TRUSCOM MANUAL', by Truswal, 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - (QST-88).'HANDUNG INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEET- by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive. Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave. NW, Ste 200, Washington. DC 20036. Chk: CM Ds EC gnr Date: 2/12/2004 TC Live 16.00 ps f TC Dead 14.00 sf P BC Live .00 ps f BC Dead 10.00 psf TOTAL 40.00 pSf DurFacs L=1.25 P=1.15 Re Mbr Bnd 1.00 P O.C. Spacing 2- 0- 0 Design Spec UBC-- 97 Seqn T6 . 2 . 6 :- 16322 Job Name: ADAMSON L/999 IN MEM Truss ID: F2 Drwg: -.03" T= -.05 ERG 1 X -LOC ROL.T SIZE REQ -D 0- 1-12 7440 3.50" 2.64" 71C 2XIS DEL #2 BC *+[EMl=PLATE NINTIUR Lbw -fie joint Report** Hmizagm RFJ=CN(S) 3 6- 0- 0 2 11-10- 4 7440 3.50" 2.64" 2� DFL #2 WPB 2x4 DFL S1 MAM platy spec PDLSI/TPT - 7995 1 -379 ]b TC Live 16.00 psf ZC FC[ZCE AXL HID CST 2X6 DFL #2 8-3 Loaded for 10 PSF n�h-ecaxurrent BQS,. IIlLg DFSI(�J IS DIE C> TIE RE�Ji,T OF nZT71?L8 LOAD CASES. PLATE VAUES PER ICBO RESEARCH REPORT #1607. swop 2 374 lb This t s is designed using the UBC -97 Code. TC Dead 14.00 psf 1-2 -6838 .03 .11 .14 PLAT= BA`SFD ON GREEN LLMRM VAUE S. Fen aner t bracing is (by others) to Bldg Enclosed = Yes 2-3 -4784 .11 .00 .11 3 -PLY! Nail w/10d BOC, (MS -97 1t mtatiav See HIB -91 and 7Yuss Location = End Zone BC Dead 10.00 psf 3-4 4-5 -4784 .11 .00 .11 -6838 Sect. 12) in: 7C- 2/fst 11/ft WEBS- 2/ft Nail in layers or from face. PMI/IPI 1-1995; 110�and 10.3.4.6. Hurricane/Ooean Line = tb ( terry Association (AFPA) Is located at 1250 Connecticut Ave. NW. Ste 200. Washington. DC 20036. .03 .11 .14 each Elldg = 90.00 ft, BldFidg Width = 12=.00B ft BC FORCE AXL EM CSI M3M roof heigbt = 14.08 ft, nph = 80 UBCStalzlard Dead road = 24.0 Fef 6-7 4443 .18 .27 .46 ----------ICAO # DESIQd MAW ---------------- 7-8 4403 .18 .26 .44 Dir L.Plf L.Loc R.Plf R. L[Y_' Id,/TL 8-9 4403 .18 .26 .44 TC Vert 60.00 0- 0- 0 60.00 12- 0- 0 .53 9-10 4443 .18 .27 .46 BC Vert 1180.00 0- 0- 0 1180.00 12- !1- 0 .39 WEB FORCE CSI WEB FORCE GST 2-7 3338 .45 4-8 -2342 .10 2-8 -2342 .10 4-9 3338 .45 3-8 7134 .31 6-0-0 I 6-0-0 3-PLYS REQUIRED1� --15.00 12-0-0 7-11-14 SH P IO -5-14 1 plates are 20 gauge Truswal Connectors unless preceded by 1118" for 18 gauge or "H" for 16 gauge. t9AX DEFI.FI. G7 (slim) - L/999 IN MEM 8-9 (INE) L= -.02" D= -.03" T= -.05 - Joint 10ati-ris ==== 1 0- 0- 0 6 0- 0. 0 2 3- 3- 6 7 3- 3.- 6 3 6- 0- 0 8 6- 0 0 4 8- 8-10 9 8- 8-10 5 1.2- 0- 0 1.0. 1.2 0 0 Q?�QFESS/C i PtiER °l i LU N 413 E•.o 6-,r ,t tr lSL\ Cry �- i�9P'. FCA Truss ID: F2 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng • sob: . EJ. Job# : J4104 This design Is for an Individual building component- It has been based on speciflcatlons provided by the component manufacturer and done In Chk: CM ® accordance wllh the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dlmenslons are to be Date: 2/12/2004 verl0ed by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on Dsgnr: EC TC Live 16.00 psf DurFacs L=1.25 P=7.. 15 Western Wood this design meet or exceed the loading Imposed by the local building code. It Is assumed that the lop chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing directly Bracing for lateral ® Fabricators material attached. unless othenvlse noted. shown Is support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood etceed 19% and/or cause connector Fabricate, handle. TC Dead 14.00 psf Rep Nor Bnd 1.7.5 plate corrosion. Install and brace this truss In accordance with the following BC Live .00 psf O.C. Spacing 2- 0- 0 standards: TRUSCOM MANUAL', by Truswal, 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - 3700 Rego Road, Elverta, CA 95626 (QST-88).'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -9I) and'HIB-91 SUMMARY BC Dead 10.00 psf Design Spec UBC -97 SHEET by TPI. The Truss Plate Institute fl•PI) Is located at 583 D'Onofrlo Drive. Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave. NW. Ste 200. Washington. DC 20036. TOTAL 40.00 psf Seqn T6 . 2 . 6 - 16323 Job Name: ADAMSON Truss ID: G1 Drwg: Job# : J4104 TC 2x4 DFL #1 Plating spec - RNSI/TPI - 1995 This truss is de-siglxcd usirr3 the . BC 2x4 DFL #1 THIS DFS% I.9 THE CC16C E RESULT OF LIBC-97 ode. Date: 2/12/2004 CSL BIK 2x4 DFL SIMAFm MLLTTPLE ICY1D CASES. Bldg Enclosed = Yes DurFaes L=1.25 P=1.15 Loat3s9 for 10 PSF non-caxament BOLL- PLME VAUES PER ICHJ RESEARCH R&1CRF #1607. Truss Location = aid 2orre sheathing material attached. unless otherwise noted. shown support or components members only to reduce buckling length. This component shall not be placed in any environment that will cause lire moisture content of the wood exceed 1996 and/or cause connector corrosion. Fabricate. handle. Install brace this truss In with the following PLAMU EAM Mq L psm VA M. CN CT F�ttr9rtHlt bracing is (by others) to Hurricane/Ocean Line = Nb E: C3tegDx 90.00 ft, B 47idth / = B _ = 6.57 ft BC Live .00 psf prev� rotatiEn/to�7Iin See HIB -91 and RNSI/' PI Bldg L -r = j Mean height 12.41 ft, nVi- 80 1-1995; 10.3.4.5 aryl 10.3.4.6. Tbp d=d sl¢oorts 24.0 " of uniform beet roof = - UBC StanJard Dead Load = 24.0 psf BC Dead 10.00 psf at 16 psf ive load and 14 psf cited load. ----------LCAD # DESI(V LCADS ---------------- Additimal design considerations flay be Dir L. Plf L. Loc R. Plf R. Lcr - L L/TL TOTAL 40.00 psf re quired if sheert�ui�lq is attadred. TC Vert 60.00 0 0- 0 108.00 3 4- 0 53 Gable stud vertical neTbers „ iat;re lateral TC Vert 108.00 3- 4- 0 60.00 6- 8 .0 .47 bracu)g (designed by others) pP lcular BC Vert 20.00 0- 0- 0 20.00 6-- 8 0 To to the plane of the ❑arber at intervals. Bracclu�-p is a result of wind lml a lied to mm&ex. (17orbinatitat axial )lUS ) . This truss requires to sheathing, as designed b, others, red to the truss fare providing lat st�port for a ebs in the truss plane arra c�r'� shear hall actictrt to resist diaphrasrt loads. —== Joint Lrr_atirais ==== .1 0-0-0. 10 0-0 0 2 1- 4- 0 11, 1- 4- 0 3 2- 7- 0 12 2- 7- 0 4 2- 8- 0 13 2- 8- 0 3-4-0 l 3-4-0 6 4- 0- 0 15 q.O . 1- o 7 4- 1- 0 16 5- 4- 0 8 5- 4- 0 1.7 5- 8 • 0 15.00 -1� 9 6- 8- 0 5-6-5 SH 1P Io -5-14 11 plates are 20 gauge Truswal Connectors unless preceded by 11181, for 18 gauge or 11H11 for 16 gauge. TYPICAL PLATE : 1.5-4 CHER 021ITNUlUS SUPFCRT vv Truss ID: G1 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng • Job: . EJ. Job# : J4104 This design Is for an individual building component. It has been based on spectficatlons provided by the component manufacturer and done In Chk: C24 . ® accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be Dsgnr: EC Date: 2/12/2004 verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on TC Live 16.00 psf DurFaes L=1.25 P=1.15 Western Wood this design meet or exceed the loading Imposed by the local building code. It Is nssumed that the lop chord is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid directly Bracing Is for lateral ® Fabricators sheathing material attached. unless otherwise noted. shown support or components members only to reduce buckling length. This component shall not be placed in any environment that will cause lire moisture content of the wood exceed 1996 and/or cause connector corrosion. Fabricate. handle. Install brace this truss In with the following psf 00 14 Dead . TC P Re P Hbr Bnd 1.00 plate and accordance BC Live .00 psf O.C. Spacing 2- 0- 0 standards: TRUSCOM MANUAL', by Truswal, 'QUALrrY CONTROL STANDARD FORMEFAL PLATE CONNECTED WOOD TRUSSES'- RUSSES'-3700 3700Riego Road, Elverta, CA 95626 (QST -88). 'HANDUNG INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and 'HIB -91 SUMMARY BC Dead 10.00 psf Design Spec UBC -97 SHEET by TPI. The Truss Plate Institute rrPO is located at 583 D-Onofrlo Drive. Madison. Wisconsin 53719. The American Forest and Paper association (AFPA) Is located at 1250 Connecticut Ave. NW, Ste 200, Washington, DC 20036. TOTAL 40.00 psf Segn T6.2..6 - 16324 Job Name: ADAMSON WARNING Read all dotes o/1 this sheet and give a Copy of It to the Erecting Contractor. This design Is for an Individual building component. it has been based on specifications provided by the component manufacturer and done In accordance with (lie current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code. It is assumed that the lop chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached. unless otherwise noted. Bracing shmvn Is for lateral Truss ID: GZ Drwg: TC Live 16.00 psf BIU 1 X -IDC RWT SIZE REQ'D 0- 1-12 703 3.50" 1.50" TC 2x4 DEL #1 Plata spec - ANSI/IPI - 1995 MI F�iIAL RFPCITCN(S) ® Fabricators of components members only to reduce buckling length. This component shall not be placed In any environment that will Huse the moisture content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle, histall and brace this truss In accordance with the following BC Live .00 psf BC 2x6 DFL #2 DFSIC�fi IS 'IIS CxNmsm RESAT OF support 1 -206 lb 2 6- 6- 4 703 3.50" 1.50" WEB 2x4 DFL 571 MJITTPfR 111t1D CASES, s 2 206 lb SHEET' by TPI. The Truss Plate InsUtute ITPI) Is located at 583 D•Onorrlo Drive. Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located TOTAL 40.00 Loaded far 10 PSF nal-oonam>ent BCJ1 PLATE VALUES PER ICEO RESWCH FMUU #1607. Iliis t ss is designed using the psf TC KKE AXL END CSI This 1 -PLY truss desicmd to carry PiA= BASED ON alEEN ILD•113Q2 VALUES. LID^. -97 Code. - 1-2 -624 .00 .19 .19 6' 0" span fr-RedEo BC aue face Bldg avlosed = Yes 2-3 -624 .00 .19 .19 2' 0" span split-frared to apposite face Truss Location. �1 Line 7- F✓p Categlry = B BC FCRCE AXI, BW CSI Bldg L-rjth - 90.00 ft, Bldg Glidth = 6.67 ft 4-5 5-6 391 .04 .14 .18 391 .04 .14 .18 Mit roof height = 12.41 ft, nph = UBC Standard Dead Triad = 80 24.0 p,f ---L131DL.P # DESIQI LOADR.PlS ---------------- -- -- - M M FCRCE CSI dEB FCRCE CSI Dir L.Plf L.Lac R.Plf P..IC!' ' LT.,/TL .Lc- 2-5 431 7C Vest 60.00 0- 0- 0 60.00 6- 8- 0 .40 .14 BC Vert 94.17 0- 0- 0 94.17 6- 8. 0 .40 4-7-14 2.5-6 I0-5-14 3-4-0 i 3-4-0 1� --15.00 4-7-14 SH IP 10-5-14 1 plates are 20 gauge Truswal Connectors unless preceded by 11181, for 18 gauge or "H" for 16 gauge. rwX DEFL=CM (span) L/999 IN 104 5 5 (LIVE) LG .00" D= -.01" T= - - = Joint Lrr3ticns ==== 1 0- 0- 0 4 0- 0 0 2 3- 4- 0 5 3- 4 0 3 6-8-0 6 6 8 0 Truss MW O11 ® Western Wood WARNING Read all dotes o/1 this sheet and give a Copy of It to the Erecting Contractor. This design Is for an Individual building component. it has been based on specifications provided by the component manufacturer and done In accordance with (lie current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code. It is assumed that the lop chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached. unless otherwise noted. Bracing shmvn Is for lateral Eng. Job: .EJ. Chk: CM Dsgnr: EC Job#: J4104 Date: 2/12/2004 TC Live 16.00 psf DurFacs L=1.25 P=I. 1.5 support 00 14.psf TC DeadP Re P Mbr Bnd .1.00 ® Fabricators of components members only to reduce buckling length. This component shall not be placed In any environment that will Huse the moisture content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle, histall and brace this truss In accordance with the following BC Live .00 psf O.C. Spacing 2- 0- 0 standards: TRUSCOM MANUAL', by Truswal, 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - 3700 Riego Road, Elverla, CA 95626 (QST-88).'HANDUNG INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) ead'HIB-91 SUMMARY BC Dead 10.00 psf Design Spec UBC -97 SHEET' by TPI. The Truss Plate InsUtute ITPI) Is located at 583 D•Onorrlo Drive. Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located TOTAL 40.00 Seqn T6. 2 . 6 - 16325 at 1250 Connecticut Ave, NW, Ste 200, Washington, DC 20036. psf Job Name: ADAMSON WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dlmenslons are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code. It Is assumed that the lop chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing directly Bracing shown Is for lateral Truss ID: H 1 Drwg: Bim X -LOC REDICT SIZE RF 'D TC 2x4 DFL #1 Pla1 PNSI/TBI - 1995 'This truss is designed using the 1 0- 1-12 206 3.50" 1.50" BC 2x4 DFL #1 THISt DESIGN IS 7IIE 034 6 E RESULT OF UBC -97 Oode. 2 4- 7- 6 206 3.50" 1.50" 6EB 2x4 DFL SDVMARD n1uriP E LOAD CASES. Bldg E13closed = Yes SHEET- by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719. The American Forest and Paper mist be to avoid mil PLATE VALUES PER ICBD FoRmRm Raxlu 41607. Truss Location = End 2ot3e TC FORS AXL HID (SI PfATfl� IN iEEIII I[N�R VPd(1ES 2x4 ocaltirnxus lateral bracing (924.0 " o.c. iluricane/Ocean Line = Db , 0Category = B 67- 1-2 -186 .00 .03 .03 attad'led w/ 2-lOd bloc or ox nm wire rails. Bldg =q ft, E11r2j = 48.50 ft �990.00 6 ft, friph 3-4 -198 .00 .03 .03 UBC Standard �3a�xy,6Dead Load = 24.0 p E B` FORCE AXL EM CSI 5-6 115 .02 .03 .04 6-7 114 .02 .02 .04 7-8 122 .02 .03 .05 WEB FL7CE GSI MM FORCE CSI 2-6 38 .01 3-7 '49 .02 2-7 44 .O1 3-1-12 3.5-4 10-5-14 2-1-8 2-1-8 15.002-4-0 _15 0 I 0_0 1 plates are 20 gauge Truswal Connectors unless preceded by 111811 for 18 gauge or "H" for 16 gauge. 3-4-7 SH P IO -5-14 VM DEFLECTIQV ('Sp313) L/999 IN PO4 6-7 (LIVE) Lr- .00" D= .00" T= - Joint Irraticlis =_== 1 0- 0- 0 5 0-- 0- 0 2 1- 1- 3 6 0-3.1- 7 3 3- 7-15 7 3- 7-1.5 4 4-9-2. 9 4 9-2 00'1 H1 ® Western Wood WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dlmenslons are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code. It Is assumed that the lop chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing directly Bracing shown Is for lateral Eng • Job: . EJ. Chk: CM DSgnr: EC Job# : J4104 ' Date: 2/12/2004 TC Live 16.00 psf DurFacs L=1.25 P=3.. 3.5 ® Fabricators material attached. unless otherwise noted. support of components members only to reduce buckling length. This component shall not be placed In any environment that �vlll cause the moisture content of the wood exceed 19% and/or cause connector corrosion. Fabricate. handle. Install and brace this truss In accordance with the following 00 14.psf TC DeadP Re P Hbr Bind 1.3.5 2- 0- 0 plate slandards: TRUSCOM MANUAL', by Truswal,'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - BC Live .00 psf O. C . Spacing 3700 Riego Road, Elverla, CA 95626 (AST-88).'HANDUNG INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (14IB-91) and'HIB-91 SUMMARY BC Dead 10.00 psf Design Spec UBC -97 SHEET- by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719. The American Forest and Paper 16326 Association (AFPAI Is located at 1250 Connecticut A". NW, Ste 200. Washington. DC 20038. TOTAL 40.00 psf Seqn T6.2.6 - Job Name: ADAMSON WARNING Read all Notes 011 this sheet and give Q copy at It to the Erecting Contractor. Truss ID: H2 Drwg: BFB, X -LOC FMCr SIZE RBQ'D 1 0- 1-12 206 3.50" 1.50" TC 2x9 DFL #1 BC Plar, spec FYSSI/IPI - 1995 FiI2I2 NI1�I, RI YITQ](S) 2 4- 7- 6 206 3.50" 1.50" 2x4 DFL #1 WEB 2x4 DFL Sly IIa DFSIZi] IS UE 03vT IE RESULT OF MULTIPLE UAD QNSES, sl x7rt 1 -143 lb t 2 -143 lb Loaded for 10 PSF nctn-coxurratt BCSZL. PLATE VALUES PFR ICBC) RESEV?Ci RE= #1607. This truss is designed using the TC FORCE XXL RID CSI DurFacs L=1.25 P=l . 15 PLAT= BASE) CN GEEtI L1P'BER VALUES. UBC -97 Code. 1-2 -173 .00 .07 .07 support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood exceed 19% and/or muse connector Fabricate, handle. brace the following TC Dead 14.00 psf Bldg p -closed = yes 2-3 -173 .00 .07 .07 plate corrosion. Install and this truss In accordance with BC Live .00 psf Truss Location = End Z:IW standards: TRUSCOM MANUAL', by Truswal,'QUALrrY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES'- RUSSES'-3700 Hurricane/Ocem Line = tb Categ:lry = B EC FCfXS AXL HID CSI (9ST-88).'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY BC Dead 10.00 psf Bldg Len Sth- 90.00 ft, aldg lidth = 48.50 ft 4-5 121 .01 .06 .07 SHEET' by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719. The American Forest and Paper Mean roof height = 11.81 ft, llph = 80 5-6 121 .01 .06 .07 Association (AFPA) is located at 1250 Connecticut Ave. NW, Ste 200. Washington, DC 20036. TOTAL 40.00 psf UBC Standard 0=4xuxy, Dead Lead = 24.0 rnf WEB MU CSI WEB FMCS CSI 2-5 58 .02 2-4-9 I 24-9 1� -15.001 MX DEFLEIMCUI (sM-n) EM L/999 IN M 5.6- (L.TVE) L= .00" D= 00" T= -- Joint Lor -at -Xis 1 0- 0- 0 4 0 0- 0 2 2- 4- 9 5 2-- 4- 9 3 4- 9- 2 5 4. 9 2 4-4 3-5-9 3-8-4 SH P 3.5-4 3.5-4 IO -5-14 10- C-15-14 �°� ° �~¢ 1.54 sQ ; ; Go c� Nr.�,1'3cc5 1 u) -30-07 � j v 0-0 0-0 10- N 4-9-2 OF C AOS 1 plates are 20 gauge Truswal Connectors unless preceded by 1118" for 18 gauge or "H" for 16 gauge. Truss ID: H2 WARNING Read all Notes 011 this sheet and give Q copy at It to the Erecting Contractor. Eng • Job: . EJ. Job# : J4104 This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In Chk: CM ® accordancewith the current versions of TPI and AFPA design standards. No responsiblllly Is assumed for dimensional accuracy. Dimensions are to be Dsgnr: EC Date: verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on .2/12/2004 TC Live 16.00 psf DurFacs L=1.25 P=l . 15 Western Wood this design meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached. unless otherwise noted. Bracing shown Is for lateral ® Fabricators support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood exceed 19% and/or muse connector Fabricate, handle. brace the following TC Dead 14.00 psf Rep Mbr Bnd 1.15 plate corrosion. Install and this truss In accordance with BC Live .00 psf O.C. Spacing 2- 0- 0 standards: TRUSCOM MANUAL', by Truswal,'QUALrrY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES'- RUSSES'-3700 3700Riego Road, Elverta, CA 95626 (9ST-88).'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY BC Dead 10.00 psf Design Spec UW -97 SHEET' by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1250 Connecticut Ave. NW, Ste 200. Washington, DC 20036. TOTAL 40.00 psf Seqn T6. 2 . 6 - 16327 Job Name: ADAMSON L/999 1N t4EMM Truss ID: H3 Drwg: ERG X -LOC REFI SIZE REQ'D TC 2x4 DFL #1 Platin3 spec • ANSI/TPI - 1995 This truss is designed using the 1 0- 1-12 587 3.50" 1.50" )3C 2x4 DFL #1 THIS DFSIC2I IS THE OJ4POSrIE RESULT OF UBC -97 Code. 2 13- 9- 0 587 3.50" 1.50" WEB 2x4 DFL SDMARD NULTiPLE LOAD CASES. Bid] Erl Ol lacl = Yes Loaded for 10 PSF rlat-corxurient BCLd . PLATE vALUES PER ICBJ Fou% cH REMU #1607. TYuss Locatiat = End 7raue TC pal XM agID CSI PLAZW EIASEJ IN MEN LiD'iBFR VALUES. Hurricane/032an Line= Db p� Category = B 1-2 -890 .01 .09 .10 Bldg Length90.00 ft, id 4 ' 130'50 Et 2-3 -673 .00 .09 .10 Mean roof beir�,�}`'.�'-11.99 ft, nl:h = 3-4 -673 .00 .09 .10 UBC Standard 0334nnLy, Dead Lru<•ui = 7.4.0 F^f. 4-5 -890 .01 .09 .10 BC FCRCE AXL RID CSI 6-7 765 .11 .14 .26 7-8 765 .11 .14 .26 ^I o m I'll w --lads 063196mil 2-7 -232 .06 4-7 -232 .06 3-7 366 .15 3-9-14 104-3 -76.00 4-4 MAX DEFTIMCT3 (scan) : L/999 1N t4EMM 7-8 (LIVE) LF -.02" D= -.03" T= -.05 -= Joint 1=tions ==_= 1 0- 0- 0 5 13-10-12 2 3- 8-15 6 0- 0- 0 3 6-11- 6 7 611- 6 4 10- 1-13 8 13-10-1.2 0 -)_ill 0- 13-10-12 1 plates are 20 gauge Truswal Connectors unless preceded by 1118" for 18 gauge or "H11 for 16 gauge. IV Trust D:; 3 Eng. Job: .EJ. Job#: J4104 Chk: CM Dsgrlr: EC Date: 2/12/2004 TC Live 16.00 psf DurFacs L=1.25 P=1.3.5 TC Dead 14.00 psf Rep Mbr Bnd 1.15 BC Live .00 psf O.C.Spacing 2- 0- 0 BC Dead 10.00 psf Design Spec UBC -97 TOTAL 40.00 psf Seqn T6.2.6. - 16328 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In ® accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verined by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on Western Woodsheathing this design meet or exceed the loading imposed by the local building code. It Is assumed that the lop chord Is laterally braced by the roof or floor and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral ® Fabricators support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood exceed 194b and/or cause connector plate corrosion. Fabricate. handle. Install and brace this truss In accordance with the following standards: TRUSCOM MANUAL', by Truswal. 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - 3700 Riego Road, Elverta, CA 95626 19ST-881, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and 'HIB -91 SUMMARY SHEEr by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive. Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is looted at 1250 Connecticut Ave. NW. Ste 200, Washington. DC 20036. IV Trust D:; 3 Eng. Job: .EJ. Job#: J4104 Chk: CM Dsgrlr: EC Date: 2/12/2004 TC Live 16.00 psf DurFacs L=1.25 P=1.3.5 TC Dead 14.00 psf Rep Mbr Bnd 1.15 BC Live .00 psf O.C.Spacing 2- 0- 0 BC Dead 10.00 psf Design Spec UBC -97 TOTAL 40.00 psf Seqn T6.2.6. - 16328 Job Name: ADAMSON WARNING Read all notes on this 'sheet and give a copy of it to the Erecting Contractor. Truss ID: H4 Drwg: am 1 X -ICC FMCr SITE REQ'D 0- 1-12 881 3.50" 1.50" TC 2x4 DFL 41 BC 2x4 DFL #1 Platin spec • AMI/TPI - 1995 IIQS D�SIC3d yS THE l 11TOST g RE9= CF 'Deis des i based on lord brat; g %�li:A the following 2 13- 9- 0 881 3.50" 1.50" 6,M 2x4 DFL SUMARD MUf mE LOAD CASES. per sd-AXklle: ❑ ix o.c. from to TC FCRM AXI. IIID CSI Loaded for 10 PSF rm-Gorxinxpnt BCLd,. M1is truss is designed using the PIATE VALUES pER ICE30 RESM04 RITCRr #1607. PLAJ= RAM IN LUVEER TC 24.00" 0- 0- 0 13-10-12 BC 120.00" 0- 0- 0 13-10-12. 1-2 -1167 .03 .64 .67 UBC -97 Cbde. GFFN WMES. 2-3 -1167 .03 .64 .67 Bldg Ehrlosed = Yes SHEET- by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive. Madison. Wlsconsln 53719. The Amerlmn Forest and Paper Truss Locatiari = E rd Zone TOTAL BC 4-5 FCRCE AXL )ND CST 937 M=oan/(khan Line = Nofbt =8.5 B Bldg - 90.00 ft, Width10 .14 .46 .60 Bid3 ft 5-6 937 .14 .46 .60 Mean rcoi hei 11.99 ft, aph = 80 UBC Standard arx-y, Dead ICA = 24.0 psf WEB ELi3'1; CSI WEB FMM CSI 2-5 337 .14 3-9-14 104-3 6-11-6 1 6-11-6 1 0-,_i11 0-f_ll 13-10-12 plates are 20 gauge Truswal Connectors unless preceded by 11181, for 18 gauge or "H" for 16 gauge. EJ MAX DEFL=M (spud) L/999 IN MFT4 4-5 (I,TVE) LG -.05" D= -.07" T= - Joint Lcrlti.ons 1 0- 0- 0 4 0- 0-- 0 2 6-11- 6 5 6.11- 6 3 13-10-12 6 13 10-12 / QFC OpHE� G-��i�\`� `. Q j O .� M- " No 1rn \ Er.0 x -* CAL1FV� i Truss ID: H4 'Job#: J4104 Date: 2/12/2004 16.00 psf DurFacs L=1.25 F=l.15 14.00 psf Rep Mbr Bnd 7..00 .00 psf O.C.Spacing 3- 0- 0 10.00 psf Design Spec UBC -97 40.00 psf Seqn T6.2.6 16329 WARNING Read all notes on this 'sheet and give a copy of it to the Erecting Contractor. Eng • Job: This design Is for on Individual building component. It has been based on specifications provided by the component manufacturer and done In Chk: CM ® accordancewith the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dlmenslons are to be verl0ed by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utlllaed on Dsgnr: EC I Western Wood this deslgn meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing directly Bracing for lateral TC Live material attached. unless otherwise noted. shown Is support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture TC Dead ® Fabricators content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle. Install and brace this truss In accordance with Uwe following BC Live standards: TRUSCOM MANUAL', by Truswal, '9UALIY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - 3700 Riego Road, Elverta, CA 95626 (9ST-88). *HANDLING INSTALUNG AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and 'HIB -91 SUMMARY BC Dead SHEET- by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive. Madison. Wlsconsln 53719. The Amerlmn Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave, NW. Ste 200, Washington, DC 20036. TOTAL EJ MAX DEFL=M (spud) L/999 IN MFT4 4-5 (I,TVE) LG -.05" D= -.07" T= - Joint Lcrlti.ons 1 0- 0- 0 4 0- 0-- 0 2 6-11- 6 5 6.11- 6 3 13-10-12 6 13 10-12 / QFC OpHE� G-��i�\`� `. Q j O .� M- " No 1rn \ Er.0 x -* CAL1FV� i Truss ID: H4 'Job#: J4104 Date: 2/12/2004 16.00 psf DurFacs L=1.25 F=l.15 14.00 psf Rep Mbr Bnd 7..00 .00 psf O.C.Spacing 3- 0- 0 10.00 psf Design Spec UBC -97 40.00 psf Seqn T6.2.6 16329 Job Name: ADAMSON WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: 11 Drwg: EM X -ICC REACT SIZE REQ'D 1 0- 1-12 1173 3.50" 1.50" TC 2x4 DFL #1 BC 2x6 DFL #2 Pla ANSI/TPI - 1995 'II-ILg�Is '4 widths aryl areas 2 5-10- 4 1330 3.50" 1.50" wEB 2x4 DFL SiNMARD UE C�TTE RESULT OF . rx7t support n hanrr.. EIRG HA UR NOTE 2 HLIS26 Loaded for 10 PSF rral-oolaunett Bax. M(JLT•TWR IM (per PLATE VALUES PER IC130 RESEARCH PERM #1607. REATTCN(S) mile= 1 192 lb Hartgess are not designed for End verticals designed for axial loads only. D -d verticals that are extend d above or PLAMU BASED CN GREEN U11EEFR VALUES. This 1 -PLY truss designed to carry slur 2 192 lb IYris truss is designed using the hJr1ZCntal. loads. below the truss profile (if any) rftay require 14' 6" span fxafed to BC one face UBC -97 Cade. SEE SRSXXN CAMUM FM ADDTTICNAL II1'D LdAMN NDIES addiWal design consideration (by others) 2' 0" spars split-frdrted to opposite face Hldg F7rlr�ri =Yes for lateral forces due to wird or seimmc TYuss Iocatilat = End Zcre TC E AXL 14]D ( loads on the building. H,sri�l�te/�OroEt�rt Line = Ab , �teg�ry = B 1-2 -871 het 90=��1�te4tt So 0o et .00 .23 .23 2-3 -172 .00 .23 .23 r roof t>!3✓ Starrlard Dead 7�d = 24.0 �f IQI --p-Lrr ----Dir--III.Plf BC FMCS AXL 3M GSI L.Lpccc R.PlS UIM 4-5 540 .05 .22 .27 TC Vert 60.00 0- 0- 0 60.00 6- 0- 0 .40 5-6 530 .05 .18 .23 BC Vert 264.17 0- 0- 0 264.17 6- 0-0 .40 wEB FCBCE CSI WEB FIORCE CSI 2-5938 .34 3-6 -175 .16 2-6 -953 .37 7-11-14 2.5-6 10-5-14 1i5 00 6-0-0 2.5-4 1 plates are 20 gauge Truswal Connectors unless preceded by '118" for 18 gauge or "H" for 16 gauge. Mr1X DEET. =cn (span) • L/999 IN MR -1 4-5 (LIVE) LF -.01" D= -01" T= _- Joint Lfr..tions 1 0- 0- 0 4 0- 0- 0 2 3- 2- 2 5. 3- 2- 2 3 6- 0- 0 S' 6- 0- 0 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng • Job: . W. sob# : J4104 ® Western Wood ® Fabricators This design is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verined by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascerlaln that (lie loads utilized on this design ince, or exceed the loading Imposed by the local building code. It Is assumed that the lop chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless oO erwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood exceed 1996 and/or cause connector plate corrosion. Fabricate, handle, Install and brain this truss In accordance with the following standards: TRUSCOM MANUAL', by Truswal, 'QUALr Y CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES'- RUSSES'-3700 Chk: C24 Dsgnr: EC Date: 2/12/2004 TC Live 16.00 psf TC Dead 14.00 sf P BC Live .00 psf DurFacs L=1:25 P=1. 3.5 Re ter Bnd*-1.00 P O.C. Spacing 2- 0- 0 3700Riego Road, Elverta, CA 95626 (QST-88),'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY BC Dead 10.00 psf Design Spec 'UPC -97 SHEET" by TPI. The Truss Plate Institute (TPI) Is located at 583 D-Onofrlo Drive. Madison. Wisconsin 53719. The American Forest and Paper Assoclation (AFPA) Is located at 1250 Connecticut Ave. NW. Ste 200. Washington. DC 20036. ITOTAL 40.00 psf Segn T6.2.6' - 16,130 Job Name: ADAMSON tSS/O,,1,o - Truss ID: ] 10 Drwg: _ EM X -ICC REACT SIZE REQ -D 1 0- 1-12 494 3.50" 1.50" TC 2x6 DFL #2 2x4 DFL #1 1-2 (EM) =RATE MN= LUED-See Joint Report** Platin PL1SI/TPI 1995 This des' based on choxd bracing amli.c-r3 follo+rirx3 2 5-10- 4 594 3.50" 1.50" BC 2x4 DFL #1 spec - ZIIIS D SI(1I IS THE 074:CSTIE REWLT CF per the schedule: fruit to ERG HMMR NOIE 2 lll6 FIFE 2x4 DET, SDMARD M]LTTP(E LOAD CASES. nax o.c TC 24.00" 2- 2-11 6- 0- 0 Hangers axe not designed far h'r19f"t a loads. Dra; * rmistx= be Lied to avoid �i�rrf 2x4 ernt,**,�,a lateral brat(? @24.0 " o.c. PLATE VALUES PER ICBG RESER1 y REPS #1607. Ferret bra is to � Re s ba3ring widths arra bearirg auras - a lti-lrsrr.. ytruss attached w/ 2-10d bmc or mmrn wire rails. �ev��t rotact �on/t HID 1) and is designedil g the SEE SITax Q CAXIM RR ALDTITCNAI, PLATIN L3ASZD CN Q2EFI1 LLI�IDER 71SSI/TTrI 1-1995 10. 4. and 10.3.4.6. LIBC-97 fbde. II�LIATTCN MJIES 14.00 psf EIId verticals desigred for axial loads only. Bldg E7•tclosed = Yes IC Fid O.C.Spacing 2- 0- 0 a -id verticals that are exterlded above or Truss Location = Bid 7cale N1 END CSI TOTAL below the truss profile (if any) nW req ;*Q Hurricane/Ocean Lire = No,Dp Category = B 1-2 -478 .00 .08 .08 additional design consideration (byothers) Blctj Length 90.00 ft, Hld3 Width = 40.00'ft 2-3 -274 .00 .34 .35 for lateral forces due to wind or seislt'c load on the building. Maart roof height = 11.72 ft, n#1 80 UBC Starxbrd Dead Icad = 24.0 psf BC FMCS AXL HID CSI ----------ImAD #1 DESIGN LCADS ----------------- 4-5 279 .04 .06 .10 Dir L.Plf L. Loc R.Plf R.Lrr_ LJ•/TL 5-6 -62 .00 .06 .06 TC Vert. 60.00 0- 0- 0 60.00 2- 3- 0 .53 TC Vert 180.00 2- 3- 0 180.00 6- 0- 0 .44 VEB FORCE CSI ToM ECRCE CSI BC Vert 20.00 0- 0- 0 20.00 6- 0- 0 .00 2-5 -149 .02 3-6 -556 .08''TIyyppee lbs X. Loc LL/TL 3-5 337 .14 TC Vert. 100.0 2- 3- 0 .40 3-3-3 I0-5-14 2-2-11 1�1 100N �3-7-3' 01_8191 6 1 plates are 20 gauge Truswal Connectors unless preceded by"18" for 18 gauge or "H" for 16 gauge. 3-0-4 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responslblllty Is assumed for dimensional accuracy. Dimensions are to be verl0ed by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord Is laterally braced by the roof or noor Western Wood sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture ® Fabricators content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate. handle. Install and brace this truss In accordance with the following standards: TRUSCOM MANUAL', by Truswal, 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - 3700 Riego Road, Elverta, CA 95626 (9ST-88). •HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and 'HIB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) Is located at 583 D'onofrlo Drive. Madison. Wisconsin 53719. The Amerlean Forest and Paper Assoclallon (AFPA) Is located at 1250 Connecticut Ave. NW. Ste 200. Washington. DC 20036. WX na-f•T'T'rCii (span) • L/999 IN MEM 5-6 WM) Lc .001, D= - . Ol." T= .. _- Joint for-Iti.ons 1 0- 0- 0 4 0- 0- 0 2 2- 2- 9 5 2- 2 9 3 6- 0- 0 5 6- 0 0 011 tSS/O,,1,o - Q`�� pPKR • OGo �G� w Q� D:x.41.335 r^ ft. PO txD,6-3(1 fLAUr� Truss ID: )10 Eng. Job: .EJ. Job#: J4104 Chk: CM Dsgnr: EC Date: 2/12/2004 TC Live 16.00 psf DurFHCS L=1.7.5 'P=1.15 TC Dead 14.00 psf Rep Mbr Bnd 1:00' BC Live .00 psf O.C.Spacing 2- 0- 0 BC Dead 10.00 psf Design Spec UBC -97 TOTAL 40.00 psf Seqn T6.2.6 - 16331 ]ob Name: ADAMSON WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: K1 Drwg: ERG 1 X -IDC REACP SI7,E RED'D 0- 1-12 4314 3.50" 2.30" TC 2x4 DFL #1 2x4 DFL 210OF-1.8E Pl tj s ANSI/TPI - 1995 'IIS This designbased an d'nrd bracing applied 2 48- 4- 4 4314 3.50" 2.30" 5-8 BC 2xS DFL #2 ZIiLS I7! SI(3J IS Q7�ZZE RESULT OF KffT= LOAD CASES. per the fllwrirrj sd le: ltwc o.c. frrnt to standards: TRUSCOM MANUAL', by Truswal, 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - 3700 Riego Road, Elverta, CA 95626 (QST -88), 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and 'HIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison, Wisconsin 53719. The American Forest and Paper WEB 2x4 DFL SWMAi47 PLATE VALUES PER ICBG RESEARCH REEi3II' #1607. TC 24.00" 14-11- 5 33- 6- 1 TC FUKE AXL HID CSI Luli;er shear allo ables are per NQS -97. loaded for 10 PSF non -concurrent Bat-. This truss is designed using the 1-2 2-3 -8649 -7640 .27 .18 .45 Drainage mist be provided to avoid �to Nail pattern sham is for uniform loads UBC -97 Code. 3-4 -7582 .22 .17 .39 Ferirm�t braong isto�d 0.� rotation/ See gaily. Cxce-trated load > 350# mist be Bldg Enclosed = Yes .22 .17 .39 HIB -91 and � distributed k others) a31+=lly to � Truss Location = End 7�ne 4-5 -6979 .17 .29 .46 /TPI 1-1995; 10. 4. ani 10.3.4.6. ply, unless rail clusters are shokm ( ). Hluricane/Ocean Line = Tb Cbtegcry = B 5-6 6-7 -7271 -7283 .17 .46 .63 PLATM EASED ON GREEN ILI4BER VALUES. 2 2X4 03 ti nous lateral bracing (724;0 O.C. Blckj Lith - 90.00 ft, B Width = 48.50 ft 7-8 -7283 .10 .17 .37 .45 .47 .62 -PLY! Nail w/lod BOX, std (Sw-97 Sect. 12) in: TC- 2/ft B�!- 2/ft WEBS- 2/ft attached w/ 2-10d bons or Damm wase rails. Idem rnof hei = 13.99 ft, lfph = 80 UBC Standard $�De<xi Lcac1 = 24.0 psf 8-9 -6981 .17 .28 .45 ----------I1]AD # DE5I(3Q LL1AnS ---------------- 9-10 -7581 .21 .17 .39 Dir L.Plf L.Loc R.Plf R.Loc LL/TL 10-11 -7639 .21 .17 .38 TC Vett 60.00 0- 0- 0 60.00 15- 0- 0 .53 11-12 -8649 .27 .18 .45 TC Vert 120.00 15- 0- 0 120.00 33- 6- 0 .53 TC Vert. 60.00 33- 6- 0 60.00 48- 6- 0 .53 BC FCRM AXL END CSI EIC Vert 40.00 0- 0- 0 40.00 48- 6- 0 .00 13-14 7679 .50 .14 .64 lbs X.Loc U.,," . 14-15 7659 .50 .13 .63 TC \fent 330.1 15- 0- 0 1.00 15-16 6740 .44 .05 .48 TC Vert 288.9 15- 0- 0 .00 16-17 6228 .40 .05 .45 TC Vert 330.1 33- 6- 0 1.00 17-18 6228 .40 .06 .47 TC Vert 288.9 33- 6- 0 .00 18-19 7294 .47 .07 .54 BC Vert 595.0 6- 0- 0 .40 19-20 6229 .40 .07 .48 BC Vert 595.0 42- 6- 0 .40 20-21 6229 .40 .05 .46 21-22 6740 .44 .05 .49 22-23 23-24 7659 7678 .50 .50 .13 .14 .63 .64 WX EUU=CN () L/999 IN MEM 18-1 WE8 FORCE CSI WEB FC%2LE CSI Ir= -.20" D= -.30" T'=- -.51' 2-14 702 .14 7-19 -846 .11 Jointt Locations 2-15 4-15 -1044 757 .09 8-19 8-21 1533 .31 903 14-11-5 1 14-11-5 1 0- 0- 0 13 0- 0- 0 4-16 -843 .15 .09 9-21 .18 -841 .09 I 2-FLYS 2 5- 7- 7 14 5- 7- 7 3 7-11- 0 15 10- 4- 6 5-16 892 .18 9-22 753 .15 I 4 10- 4- 6 16 14- 8- 7 5-18 6-18 1528 .31 11-22 -1044 .09 REQUIRED ( 6.00 619# 18-6-2 6 1u "1 00 5 14- 8- 7 17 16- 0- 0 5 6-19 -848 -16 .11 11-23 703 .14 ' 21- 0- 4 18 21- 0- 4 .00 7 27- 5-12 19. 27- 5-12 5- 3- 1.5-4 8 33- 9- 9 20 32- 6- 0 T 7-10 22 38- 1-10 3-5 T 3/2,-5 10 40- S=3-5 S=3-5 ( 11 42-10- 9 23 -42-10- 9 7-9-13 3-5 5 12 48- 6- 0 24 48- 6- 0 8-6-9 4 -5 4 5 SHIP x 0-4-3 2.5-4 34 3-4' 3-4 3-8 S:-5-63 3-4 2.5-4 x 0-4- 5-6 0 j �D?ROFES, OP 595# �! 595N Q� NoI 41 48-6-0 X m -3_� Zo k11 plates are 20 gauge Truswal Connectors unless preceded by 1118" for 18 gauge or "H" for 16 gauge. GA IFO Truss iD: K1 Eng. Job: talk: CM Dsgar: EC TC Live TC Dead BC Live BC Dead 11106 EJ. lJob#: J4104 Date: 2/12/2004 16.00 psf DurFacs L=1.25 P=1.15 14.00 psf Rep Mbr Bnd 1.00 .00 psf O.C.Spacing 2- 0- 0 10.00 psf Design Spec UBC -97 40.00 psf Seqn T6.2.6 - 16354 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an Individual building component- It has been based on specifications provided by the component manufacturer and done In ® accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on Western Wood this design meet or exceed the loading Imposed by the local building code. It Is assumed that the lop chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture ® Fabricators content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install and brace this truss In accordance with the following standards: TRUSCOM MANUAL', by Truswal, 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - 3700 Riego Road, Elverta, CA 95626 (QST -88), 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and 'HIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave. NW, Ste 200. Washington, DC 20036. Eng. Job: talk: CM Dsgar: EC TC Live TC Dead BC Live BC Dead 11106 EJ. lJob#: J4104 Date: 2/12/2004 16.00 psf DurFacs L=1.25 P=1.15 14.00 psf Rep Mbr Bnd 1.00 .00 psf O.C.Spacing 2- 0- 0 10.00 psf Design Spec UBC -97 40.00 psf Seqn T6.2.6 - 16354 Job Name: ADAMSON E= Truss ID: KZ Drwg: ERG 1 X -LOC 0- 1-12 RE CT SIZE RE1Q'D 2060 3.50" 2.20" TC 2x4 DFL #1 BC 2x4 D n�tess the requirereljtt for lateral bracing ® This deli based cn Chord bracing died rl-, dung 2 48- 4- 4 2060 3.50" 2.20" DFL #1 WEB 2x4 DFL SIANDARD at ead= locat>�t shoat. Lateral bracing system vihich include diagzail or x-braEing per the schedule: flax o.C. fault to .64 DurFacs L=1.25 P=1.15 14-15 2772 .35 PLT BLK 2x4 DFL #1 are the ibility of the building TC 24.00" 19- 9-10 28- 9- 6 TC FMIE AXL EM CSI Platu'm �c MIST/= - 1995 [9esigtps�l 5ystafs BRACE -1T flay be This truss is designed using the 1-2 -3737 .22 .36 .58 TM DMU4 IS THE C a E RESULT OF used for ocintunsus lateral bracazrg cat UBr-97 0 --de. 2-3 3-4 -3201 -3099 .15 .30 .45 N[rr:rrvfF LOAD CASES. PLATE VARIES trusses spayed 2411 oc. AltemativEly, use `T' Bldg Etrlosed = Yes 4-5 -2678 .15 .06 .28 .34 .43 .40 PER ICBO RFSFAEKH REMU #1607. Loaded for 10 PSF rtcn-concurrent BCLL. scabs or -braces as shun cn Trusral Systems standard details. Truss Locatial = End 7[ate = B Hurricane/Cceart Line = No , FKdg 6-7 .24 .64 21-22 attached 'toxitinuous lateral bracing �wire mist be G1�2 avoid to p�BASED 4.Cat�egory � 80 50 ft 7-8 -2442 -2678 .11 .06 .25 .34 .36 .40 w/ 2w/ 2- 0d bcxc or ccurr nails. CN height = 15.21�ft, nrh LaC Standard Coapanry, Dead Load = 24.0 psf 8-9 -3098 .15 .28 .43 .10 2-14 -547 9-10 -3201 .15 .30 .45 458 .19 8-18 10-11 -3737 .22 .36 .58 8-20 458 .19 BC E= AXL HID CSI This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In 12-13 3263 .49 .13 .62 Date: 2/12/2004 13-14 3260 .40 .24 .64 DurFacs L=1.25 P=1.15 14-15 2772 .35 .24 .59 Rep Mbr Bind 1.15 15-16 2772 .35 .17 .52 standards: TRUSCOM MANUAL', by Truswal, 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - 16-17 2327 .29 .17 .46 Design Spec UBC -97 17-18 2327 .29 .17 .46 Assoclation (AFPA) Is located at 1250 Connecticut A". NW, Ste 200. Washington, DC 20036. 111 18-19 2772 .35 .17 .52 19-20 2772 .35 .24 .59 20-21 3260 .40 .24 .64 21-22 3263 .49 .13 .62 WEB FAKE: CSI WEB FORCE CSI 2-13 201 .08 7-17 241 .10 2-14 -547 .51 7-18 657 .27 4-14 458 .19 8-18 -704 .39 4-16 -704 .39 8-20 458 .19 5-16 656 .27 10-20 -547 .51 5-17 241 .10 10-21 201 .08 6-17 -325 .21 19-9-10 i 19-9-10 9-0-11 MAX DFEI=CN7 () : MFM L/999 IN 16-1 LF -.17" D= -.26" T= -.44 = Joint Locations 1 0- 0- 0 12 0- 0- 0 2 7- 0- 3 13 7- 0- 3 3 10-11-13 14 13- 5-15 4 13- 5-15 15 16- 0- 0 5 19- 5- 2 16 19- 5- 2 6 24- 3- 0 17, 24- 3- 0 7 29- 0-14 18 29- 0-14 8 35- 0- 1 19 32- 6- 0 9 37- 6- 3 20 35- 0- 1 10 41- 5-13 21 41- 5-13 11 48- 6- 0 22' 48- 6- 0 S=4-5 S=4-5 1-- 1-,"- 48-6-0. 1 plates are 20 gauge Truswal Connectors unless preceded by 1118" for 18 gauge or "H" for 16 gauge. Truss ID: K2 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: .EJ. Job#: J4104 This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In Chk: CM ® accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be Dsgnr: SC Date: 2/12/2004 venfled by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on TC Live 16.00 psf DurFacs L=1.25 P=1.15 Western Wood this design meet or exceed the loading Imposed by the local building code. It Is assumed that the lop chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral ® Fabricators support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood exceed 19% and/or cause connector corrosion. Fabricate, handle, Install and brace this truss In accordance with the following TC Dead 14.00 psf Rep Mbr Bind 1.15 plate BC Live .00 psf O.C. Spacing 2- 0- 0 standards: TRUSCOM MANUAL', by Truswal, 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - 3700 Riego Road, Elveria, CA 95626 (QST-88).'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and 'HIB -91 SUMMARY BC Dead 10.00 psf Design Spec UBC -97 SHEET- by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719. The American Forest and Paper Assoclation (AFPA) Is located at 1250 Connecticut A". NW, Ste 200. Washington, DC 20036. 111 TOTAL 40.00 psf Seqn T6.2.6 - 16356 Job Name: ADAMSON Truss ID: K3 Drwg: EEG 1 X-IDC REACT SIZE REQ-D 0- 1-12 2346 3.50 2.50" TC 2x4 DFL #1 Plating spec • ANSI/TPI - 1995 This designbased on drord bracing applied 2 48- 4- 4 2346 3.50" 2.50" 2x6 DEL #2 5-8 THIS DFS1GN IS M E Q'I�SITE RESULT' OF BC W 2x6 DFL #2 MnTTF LOAD CAS, per the fi iT9X o.c. frit! to 2x6 DFL #1 16-19 PLATE VAII]ES PER ICBG RFSEAIKH REPCIRT #1607. TC 24.00" 16-10-15 31- 6- 0 _ TC F10RCE AXL END CSI lVM 2x4 DFL SD*1A D Loaded far 10 PSF rm-ccrIcu rent Baa. 'This truss is designed using the 1-2 2-3 -4470 .30 -4256 .36 .66 t bracing i -ed(by others) to D�;*+a� !fust be ded to avid p�d�rlq See HIB-91 2x4 lateral bracing C%14:D ' LIDC-97 0--de. Bldg �r� = Yes 3-4 .15 -4209 .22 .26 .24 .41 .46 prev rotation/ arrl carturanus o. c. DP iSI//' PI 1-1995; 10. 4. and 10.3.4.6. Truss Location = aid 7rs�e 4-5 5-6 -3659 .11 -3649 .12 .25 .66 .37 .79 PLATIfZ HASID CN GREEN LUMBER VALUES. Hurricane/Cksan Line = NoCh = B Bldg Length90.00 ft, Eli Width = 48.50 ft 6-7 -3655 .12 .82 .94 Medd roof Yri = 14.48 ft, aph = 80 7-8 -3649 .12 .66 .79 UBC Standard Dead Load = 22.0 psf 8-9 9-10 -3659 .11 -4209 .22 .25 .24 .37 .46 ----------IC.AD CASE #1 DESIGN LDS ---------------- Dir L.Plf L.Loc R.Plf R. LOC LL/TL 10-11 -4256 .15 .26 .41 TC Vert 56.00 0- 0- 0 56.00 48- 6- 0 .57 11-12 -4470 .30 .36 .66 BC Vert 20.00 0- 0- 0 20.00 19- 0- 0 .00 BC Vert 75.00 19- 0- 0 75.00 29- 6- 0 .31 BC FICRCE AXL EM CSI BC Vert 20.00 29- 6- 0 20.00 48- 6- 0 .00 13-14 3944 .51 .21 .72 'TIyAp-e lbs X-IOC LL/TL 14-15 3563 .46 .10 .56 TC Vert 100.0 22- 9- 0 .42 15-16 3217 .42 .40 .82 TC Vert 100.0 25- 9- 0 .42 16-17 3217 .35 .54 .90 17-18 3656 .40 .55 .95 18-19 3217 .35 .55 .90 MAX DEFLEC'TTCN (span) ' 19-20 3217 .42 .40 .82 L/999 IN MEN 17-18 (LIVE) 20-21 3563 .46 .10 .56 Lr= -.29" D= -.40" T-- -.69 21-22 3944 .51 .21 .72 = Joint Locations VMB FORCE CSI mm FORCE CSI 1 0- 0- 0 12 48- 6- 0 2-14 -294 .09 7-18 -657 .72 2 6- 3- 0 13 0- 0- 0 4-14 437 .18 8-18 1349 .55 3 8- 1- 3 14 8-11- 4 4-15 -548 .53 8-20 330 .13 4 11- 7- 8 15 16- 6- 8 5-15 330 .13 9-20 -548 .53 16-10-15 16-10-15 5 16- 6- 8 16 18- 0- 0 5-17 1349 .55 9-21 437 .18 6 19- 0- 0 17 19- 0- 0 6-17 -657 .72 11-21 -294 .09 7 29- 6- 0 18 29- 6- 0 u J4-6-01 8 31-11- 8 19 30- 6- 0 1OggI _ 6.00 9 36-10- 8 20 31-11- 8 2 5-4 7-8 10 40- 4-13 21 39- 6-12 T7_ 2,5 4 3-5. T 11 42- 3- 0 22 48- 6- 0 3-5 8-9-10 S=3-5 1.5-4 - S-3 5 1.5-4 9-6-6 3 77 3377 SHIP _ 0-4-3 34 34 4-5 4-5 34 3-4 S=5-6 S=5-6 0-4-=SS l�q! 4P�E` ,> c.1 N13. , 48-6-0 r p 6.;0- - {r OF CAA-kE All plates are 20 gauge Truswal Connectors unless preceded by 111811 for 18 gauge or "fi" for 16 gauge. Truss ID: K3 WARNING Read all notes on this sheet and give a copy of It to the Erecting Contractor. Eng • Job: . EJ. Job# : J4104 This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done to Chk: CM ® accordance with the current versions of TPI and AFPA design standards. No responslblllty Is assumed for dimensional accuracy. Dimensions are to be Dsgnr: EC Date: 2/12/2004 verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on Western Wood this deslgn meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral TC Live 16.00 psf DurFacs L=1.25 P=1.15 ® Fabricators support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate. handle, Install and brace this truss in accordancewith the following TC Dead 12.00sf P Re P Mbr Bnd 1'.00 2- 0- 0 standards: TRUSCOM MANUAL', by Truswal.'QUALTTY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - BC Live .00 Psf O.C. Spacing ' 3700 Riego Road, Elverta, CA 95626 (QST-88). 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' . (HIB-911 and 'HIB-91 SUMMARY BC Dead 10.00 psf Design Spec UBC-97 SHEET- by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719. The American Forest and Paper Association IAFPA) Is located at 1250 Connecticut Ave, NW, Ste 200, Washington, DC 20036. TOTAL 38.00 psf Segn T6.2 . 6 - 16357 Job Name: ADAMSON Truss ID: K4 Drwg: ERG 1 X -LOC MILT 0- 1-12 2339 SIZE UEQ'D 3.50 2.50" TC 2x4 DFL #1 Pla �'r�g pec ANSI/M - 1995 This desi based on drnd brac=g amlied 2 48- 2-10 2228 3.50" 2.38" 2xG DFL #2 5-8 BC 2xG DFL #2 IIIL4 DESIC3I IS ME C�IZE RESULT OF MJLTIPLE LOAD CASES. per the Of�llo�- sci�'hile: «ax O.C. frim to 2x6 DFL #1 16-19 PLATE vmm PER ICBO RESFARm REFCEa' #1607. TC 24.00" 16-10-15 31- 6- 0 - TC FORCE AXI, BND (SI WEB2x4 DFL S1 .This for 10 PSF non-amc urent B. LoadBOLL 'rids truss is designed using the 1-2 -4457 .30 .36 .66 b1.acirr9 is required ON others) to Draina3e nest be wi to avid po7di iBC-97 Cede. Yes 2-3 3-4 -4242 -4195 .15 .22 .26 .23 .41 .45 rotation/ See HIB -91 and � 1-1995; 10. 4. and 10.3.4.6. 2x4 C�ttlrllYXLS laEeral brari C1L4.a o.c. Bldg F]xlosed = Truss Location = Ehd Zorle 4-5 -3645 .11 .25 .37 PUAMU BASED ON GFIM LUMBER VALUES. = t3o E (C�t�ory = B' 5-6 -3631 .12 .64 .77 ft, B� 47idth = h850ft ft, g#SMW!�750 607-8 6-7 -363712 -3630 .12 82 .68 94.48 .80 = De3c1 It>a<i = 22.0p8-9 9-10 -3634 -4127 .11 .27 .38 # DESTIN LOADS ---------------- Dir L.Plf L.LcC R.Plf R. LOC LL/TL 10-11 -4175 .23 .27 .50 TC vest 56.00 0- 0- 0 56.00 48- 4- 6 .57 11-12 -4382 .23 .23 .46 BC vest 20.00 0- 0- 0 20.00 19- 0- 0 .00 .23 .23 .46 BC vert 75.00 19- 0- 0 75.00 29- 6- 0 .31 BC FORCE AXL END CSI BC vert 20.00 29- 6- 0 20.00 48- 4- 6 .00 13-14 3932 .51 lbs X.LocLL/TL 14-15 3550 .46 .21 .10 .72T�yyppe� .56 TC Vert 100.0 22- 9- 0 .42 15-16 3205 .42 .39 .80 TC vert 100.0 25- 9- 0 .42 16-17 3205 .35 .53 .88 17-18 3637 .40 .56 .96 18-19 3194 .35 .56 .91 MAX DEFI a-TTQI (span) 19-20 3194 .41 .42 .83 L/999 IN MEM 17-188 (( 20-21 3519 .46 .12 .58 LF -.29" D= -.39" T= -.68' 21-22 3857 .50 .13 .63 = Joint Locations = WEB FORS CSI VES FORCE CST 1 0- 0- 0 12 48- 4- 6 2-14 -294 .09 7-18 -667 .73 2 6- 3- 0 13 0- 0- 0 4-14 437 .18 8-18 1362 .55 3 8- 1- 3 14 8-11- 4 4-15 -548 .53 8-20 319 .13 4 11- 7- 8 15 16- 6- 8 16-10-15 I 16-9-5 5 16- 6- 8 16 18- 0- 0 5-17 1329 .54 9-21 391 .16 6 19- 0- 0 17 19- 0- 0 6-17 -648 .71 11-21 -269 .08 7 29- 6- 0 18 29- 6- 0 r. u 4-6-0. -� 8 31-11- 8 19 30- 6- 0 6.00--���-1 10()# -6.00 9 36-10- 8 20 31-11- 8 2.54 7-8 10 40- 4-13 21 39- 6-12 T7-j 2.5-4 11 42- 3- 0 22 48- 4- 6 3-5 8-9-10S=3-5 1.5-4 3-5 S=3-5 1 9-6-6 5- SHIP 3 77 7 s = 04-3 3-4 3-4 4-5 5-5 _ 34 3-4 0-5-/ _/ uU1 t 310��1`° 48-4-6 0-10-110 STUB 11 lates are 20 gg�auge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge. TYPICAL PLATE : 3-7 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. ® This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utillzed on this design meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord Is laterally braced by the roof or floor Western Wood sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture ® Fabricators content of the wood exceed 19% and/or rause connector plate corrosion. Fabricate, handle. Install and brace this truss in accordance with the following standards: TRUSCOM MANUAL', by Truswal, 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - 3700 Riego Road, Elvena, CA 95626 (QST -88). 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEET- by TPI. The Truss Plate Institute ITPI) Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forst and Paper Association (AFPA) Is located at 1250 Connecticut Ave, NW. Ste 200, Washington, DC 20036. Truss ID: K4 Eng. Job: .EJ. Job#: J4104 Chk: CM Dsgnr: EC Date: 2/12/2004 TC Live 16.00 psf DurFacs L=1.25 P=1.15 TC Dead 12.00 psf Rep Mbr Bnd 1.00 BC Live .00 psf O.C.Spacing 2- 0- 0 BC Dead 10.00 psf Design Spec UBC -97 TOTAL 38.00 psf jSegn T6.2.6 - 16358 Job Name: -ADAMSON .EJ. Truss ID: K4A Drwg: ERG 1 X -IOC RSCT 0- 1-12 2343 SIZE MD 'D TC 2x4 DFL #1 Pla AI`I4I/TPI - 1995 Tnis des* based cat Chord bracing applied the fo lwaing sdelle: DurFacs L=1.25 P=1.15 .1.00 2 3.50" 2.50" 4B- 3- 7 2225 1.88" 2.37" 2xG DFL #2 5-8 BC 2x6 DFL #2 THIB�IS THE 026( TIE RESILT OF MifTfAfF. LOAD CAMS. per Tax O.C. fain to O.C.Spacing 2- 0- 0 BC Dead 10.00 psf Design Spec .UBC -97 2xG DFL #1 16-19 PLATE VAUJES PER ICBG RESE*KH FM:(XC #1607. TC 24.00" 16-10-15 31- 6- 0 TC FORCE AXL EM GSI WEB2x4 DFL SJ Traded for 10 PSF rlxr-aaTam>ftt BCf3,. Building Designer shall provide ade3uate din 1-2 -4463 .30 .36 .66 F>rrttan�lt bracing is req sired (by others) to Diair�zge mast be prrnnded to avid prnd�'rr�. bearing area and 2-3 -4249 .15 .26 .41 prev� rotatitst/ See FIIB-91 and 2x4 oBttuatotas lateral Yaacuz3 C�4;D o.C. EIFAARRIN AREA ........... 3-4 -4202 ANST/' PI 1-1995. 10. .4. arrl 10.3.4.6. attad�ed w/ 2-lOd bcnc or lz�tntrn wu2 nails. ID Bzg Size Min Size -or- Min Area 4-5 -3652 .22 .11 .24 .25 .46 .37 This truss is designed using the PLATM BASED CN GREEN UMBER VALUES. 2 0- 1-14 0- 2- 6 3.6sgin 5-6 -3640 UBC -97 Code. ----- ----LOO CASE #1 DESIGN LOADS ---------------- 6-7 -3646 .12 .12 .65 .82 .78 .94 Bldg Fhclosed = Yes Dir L.Plf L.Loc R.Plf R.Iac LL/TL 7-8 -3640 Truss Locatim = End 7Caue TC vert 56.00 0- 0- 0 56.00 48- 4- 6 .57 8-9 -3646 .12 .11 .67 .26 .79 .37 Hurricane/Ocean Line = NO Exp Category = B 90.0014.48 Widthft BC Vert 20.00 0- 0- 0 20.00 19- 0- 0 BC Vert 75.00 19- 0- 0 75.00 29- 6-.0 .00 .31 10-11 4216 .23 .20 .43 nph = 80'50 �y, BC Vest 20.00 29- 6- 0 20.00 46- 4-'6 lbs X. Loc LL/'IL .00 11-12 -4426 .26 .29 .55 UBC Standard Deed Load = 22.0 psf T'Iyyppee TC Ment 100.0 22- 9- 0 .42 BC FCRCE AXL END CSI TC Vert 100.0 25- 9- 0 .42 13-14 3938 .51 .21 .72 14-15 3557 .46 .10 .56 15-16 3211 .42 .39 .81 16-17 3211 .35 .54 .89 ITFFTFY PfQJ ( ) MAX Spar� 17-18 3646 .40 .55 .96 L/999 IN MFM 17-18 (LIVE) 18-19 3205 .35 .55 .91 LF -.29" D= -.39" T= -.68 19-20 3205 .42 .41 .83 20-21 3541 .46 .11 .57 = Joint Locations = 21-22 3901 .51 .16 .67 1 0- 0- 0 12 48- 4- 6 2 6- 3- 0 13 0- 0- 0 IVM FORCE CST DAB FCRCE CSI 3 8- 1- 3 14 8-11- 4 2-14 -294 .09 7-18 -662 .73 4 11- 7- 8 15 16- 6- 8 4-14 437 .18 8-18 1355 .55 5 16- 6- 8 16 18- 0- 0 4-15 -548 .53 8-20 325 .13 6 19- 0- 0 17 19- 0- 0 5-15 332 .14 9-20 -532 .51 16-10-15 16-9-5 7 29- 6- 0 18 29- 6- 0 5-17 1339 .54 9-21 415 .17 8 31-11- 8 19 30- 6- 0 6-17 -653 .72 11-21 -281 9 36-10- 8 20 31-11- 8 .08 ( 6.00 �p „ �4-6j �0100# _6 00 _v- 1 10 40- 4-13 21' 11 42- 3- 0 22 39- 6-12 48- 4- 6 2.5-4 7-8 I;"- 207 gauge Truswal Connectors unless preceded by for 18 gauge or "H" for 16 gauge. 3 WARNING Read all notes on this sheet and give a copy o/ it to the Erecting Contractor. ® This design Is for an Individual building component. It has been based on specincatlons provided by the component manufacturer and done In accordance with the current verslons of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads uUllzed on this design meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached. unless otherwise noted. Bracing shown Is for lateral Western Wood support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture ® Fabricators content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle. Install and brace this truss In accordance with the following standards: TRUSCOM MANUAL', by Truswal. *QUALITY CONTROL STANDARD FORMErAL PLATE CONNECTED WOOD TRUSSES' - 3700 Riego Road, Elverta, CA 95626 (9ST-88). 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -9t. ) and 'HIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive. Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave. NW, Ste 200, Washington, DC 20036. 9-6-6 SHIP 0-5- 0-10-1 10 STUB Truss 4A Eng. Job: .EJ. Job#: J4104 Chk: CM Dsgnr: BC Date: 2/12/2004 TC Live 16.00 psf DurFacs L=1.25 P=1.15 .1.00 TC Dead 12.00 psf Rep Mbr Bnd BC Live .00 psf O.C.Spacing 2- 0- 0 BC Dead 10.00 psf Design Spec .UBC -97 TOTAL 38.00 psf ISegn T6.2.6 - .16359 Job Name: ADAMSON Truss ID: KS Drwg: EFG X -IOC REACT SIZE REQ'D TC 2X4 DFL #1 Denotes the ,; * for lateral tracing T -lis desmo�nn based m chord bran applied 1 0- 1-12 2020 3.50" 2.15" 2x6 DFL SS 5-8 ® at each locatiah shown. Lateral bracing per the followinj soh chord 2 42- 4- 4 2294 3.50" 2.07" BC 2x6 DFL #1 systens which include del or x-baaEdng nux o.c. frau to 2x6 DFL 42 13-16 are the ibility of the buiIdi TC 24.00" 16-10-15 31- 6- 0 TC F� AXL HID CSI 'AB 2x4 DFL SIAT� designers elEsq-IT slay be This truss is designed using the 1-2 -3754 .21 .33 .54 SCAB 2x6 DFL #1 used for rnnt;rnn,a lytp�ral br...4 . UBC -97 Code. 2-3 -3538 .11 .28 .39 Plating spec ANSI/TPI - 1995 trusses spaced 24" DC. Alternatively, use Bldg Enclosed = Yes 3-4 -3490 .15 .22 .37 'II -IIS SIM is THE amsm RESIMT OF scabs or T -braces as shovm on TYusi+al Truss Location = Ekid 7�e 4-5 -2938 .07 .24 .31 AL IPLE LOAD CASES,standard details. Hurric�e/Ocean Line =Ido F Ca = B 5-6 -2705 .02 .24 .27 L for 10 PSF nm-canirr f t BCLd,. PAVALUES PER ICEIO RESEARCH REMU #1607. 99�b&m ft, E! Width = 48.50 ft 6-7 -2708 .04 .96 1.00 Drainage mist be pzovided.to avoid SCAB (cross -hatched area) to be sale size 14.48 ft, lrptl = 80 7-8 -2697 .04 .96 1.00 Ier[r� bracing is ON o��t0 aryl �e as chord to which it is attached. Dead Load = 22.0 psf 8-9 -2336 .05 .30 .34 �n rotaticn/Ga�> See HIB -91 ani (1)=1 scab, (2)=2 scab. Use 10d nails at DESIQd LC1T4 ---------------- 9-10 -1358 .01 .30 .31 AI1SI/TPI 1-1995; 10. 4. ani 10.3.4.6. 3" O.C. plus clusters if slam ky. 0 Each Dir L.Plf L. Loc R.Plf R.Loc LL/TL tm 10-11 -1404 .01 .26 .28 2x4 crnt,*nr„a lateral t rim X4.0 O.C. scab is splic'ued unless noted otherwise. TC Vert 56.00 0- 0- 0 56.00 46- 2- 8 .57 11-12 207 .03 .26 .29 If 2 scabs are req. attach 1 scabSeface. BC Vert 20.00 0- 0- 0 20.00 19- 0- 0 .00 PLA11M RASED Qd GREEN LIMBER VALUES. Nails fray be om-non or box (NM -97 Sect -12) BC Vert 65.00 19- 0- 0 65.00 29- 6- 0 .29 BC FORCE AXL END CSS BC Vert 20.00 29- 6- 0 20.00 46- 2- 8 .00 13-14 3305 .43 .21 .63lbs X. Loc LL/TL 14-15 2917 .29 .17 .46 TC Vert 100.0 22- 9- 0 .42 15-16 2576 .33 .16 .49 TC Vert 100.0 25- 9- 0 .42 16-17 2576 .28 .11 .40 17-18 2708 .29 .58 .88 18-19 2022 .22 .58 .80 MAX =Fr'r'rCN ( ) 19-20 2022 .22 .76 .978 (LIVE) 20-21 1714 .14 .15 .29 X999 33 17_145" T= -.78 21-22 168 .00 .12 .12 WX DEFL IMM (cant) : 22-23 0 .00 .12 .12 L/999 IN MEM 22-23 (II.VE) WEB FORCE CSI WEB FORCE CSI Ic -.03" D= -.04" T= -.07 2-14 -300 .09 8-20 -769 .88 Joint Lncaticns = 4-14 441 .18 9-20 557 .23 4-15 -543 .52 9-21 -1315 .92 16-10-15 i 14-7-7 2 6- 3- 0 14 8-1�- 4 5-15 634 .26 11-21 1686 .69 5-17 431 .15 11-22 -2133 .37 3 8- 7- 3 15 16- 6- 8 6-17 -239 .26 12-22 -142 .04 � # �4-6-0. lona I -6 00 4 11- 7- 8 16 18- 0- 0 7-18 -1099 .70 12-23 -93 .01 5 16- 6- 8 17 19- 6- 0 8-18 2157 .88 2.5-4 10-10 6 19- 6- 0 18 29- 6- 0 7- 2.5:4 7 29- 6- 0 19 30- 6- 0 8 31-11- 8 20' 31-11- B T 9 36-10- 8 2139- 6-12 2.5-6 3-6 10 40- 4-13 22' 42- 4- 4 11 42- 4- 4 23' 46- 2- 8 S=3-5 S=3-5 12 46- 2- 8 8-9-10 1.5-4 5-5 9-6-6 3 66 2.5-6 SHIP = I1-5-1 QP3y c�J10�i l 04-3 34 3 10-10 4-6 2.5-4 S=5-6 S=5-3.5 4 �c� pQ�"`E'R C p y 43 4 �Q 'Co 388 2Q i-35Lu �\M 1-� Cr_ Err 6-30 ` 46-2-8 {� 2-3-3 8 STUB 411 plates are 20 gauge Truswal Connectors unless preceded by 1118" for 18 gauge or "H" for 16 gauge. Truss ID: KS Job#: J4104 Date: 2/12/2004 16.00 psf DurFacs L=1.25 P=1.15 12.00 psf Rep Mbr Bind 1.00 .00 psf O.C.Spacing 2- 0- 0 10.00 psf Design Spec UBC -97 38.00 psf Senn T6.2.6 - 16360 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: This design Is for an Individual bu(lding component. It has been based on specifications provided by the component manufacturer and done In Chk: CM ® accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dlmenslons are to be- verlfled by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on Dsgnr: EC Western Wood this design meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, Bracing Is for lateral TC Live ® Fabricators unless otherwise noted. shown support of components members only to reduce buckling length. This component shall not be placed In any environment that will muse the moisture content of the wood exceed 19% and/or muse connector corrosion. Fabricate, handle, Install and brace this truss In accordance with the following TC Dead plate standards: TRUSCOM MANUAL'. by T -swat, 'QUALr1Y CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - BC Live 3700 Riego Road, Elverta, CA 95626 f9ST-88). 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY BC Dead SHEET' by TPI. The Truss Plate Institute rrPI) Is located at 583 D'Onofrlo Drive. Madison, Wisconsin 53719. The American Forest and Paper Assoclation (APPA) Is located at 1250 Connecticut Ave. MN, Ste 200, Washington. DC 20036. TOTAL Job#: J4104 Date: 2/12/2004 16.00 psf DurFacs L=1.25 P=1.15 12.00 psf Rep Mbr Bind 1.00 .00 psf O.C.Spacing 2- 0- 0 10.00 psf Design Spec UBC -97 38.00 psf Senn T6.2.6 - 16360 Job Name: ADAMSON WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss IDs K6 Drwg: This design Is for an Individual building component. It has been based on speclllcations provided by the component manufacturer and done In BIG 1 X -LOC 0- 5- 0 REACT SIZE RDQ'D TO 2x4 DFL 2197 3.50" 2.34" #1 P] t ANSI/'IPI - 1995 'IIS This based on (I=d bracing applied 2 48- 4- 4 2a6 DFL 2307 3.50" 2.46" BC 2x6 DFL #2 5-8 #2 IIIIS DPSIQJ IS Omcs E RES= OF QTiPLE IC1AD CASES. per the fo11cH✓inq sci le: flex o. c. fiun to plate standards: TRUSCOM MANUAL'. by Truswal, 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - BC Live 3700 Riego Road, Elverta, CA 95626 (QST -88), 'HANDLING IN57ALUNG AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY 2xS DFL #1 16-19 PLATE VALCIES PER ICED RE EARCii REPORT #1607. TO 24.00" 16-10-15 31- 6- 0 TO FORCE AXL BM CSI WEB 2x4 DFL STA11ARD Loaded for 10 PSF rrm-osnsxent BCCL. This truss is desigrfed using the 1-2 2-3 -4239 -4038 .16 .45 others) to ev .61 Penmu Tt bracingied Slee HID Drain ge mast be ded to avoid p�adu�q lateral bra�ng LBC -97 C-97 Axle. Fm1� Yes 3-4 -3990 .23 .23 .27 .30 .50 �-rotatiaa/ .53 ANS'I/'M 1-1995; 10. -91 atd 4. arra 10.3.4.6. 2x4 crsttirnr�,a (�4.a o:c. attad�ed w/ 2-lOd bmc ar amffzl wire nails. Bldg = Truss location = aid Zone 4-5 -3552 .11 .28 .39 PIAMC BASED ON GZEEN LLNBER VAMES. B 5-6 -3546 .12 .70 .82�d3 90.00 ft, Bj �nlidtYt = 48.50 ft 6-7 -3553 .12 .81 .93 Ms�a mof hei = 14.48 ft, ffph = 80 7-8 -3547 .12 .63 .74 LiBC� �� Dead Ia3d = 22.0 psf 8-9 -3573 .11 .25 ----------LC1oD # DESICN LC1> ---------------- 9-10 -4124 .21 .23 .36 .44 Dir L.Plf L.LOc R.Plf R.Ioc LL/TL 10-11 -4171 .15 .26 .41 TC Vert 56.00 0- 3- 4 56.00 48- 6- 0 .57 11-12 -4385 .29 .36 .65 BC Vert 20.00 0- 3- 4 20.00 19- 0- 0. .00 BC Vert 70.00 19- 0- 0 70.00 29- 6- 0 .30 BC FCRCE AXL HID CSI BC Vert 20.00 29- 6- 0 20.00 48- 6- 0 .00 13-14 3721 .48 .30 .78TTyy4- lbs X.Ioc LL/TL 14-15 3425 .44 .14 .59 TC Vert 100.0 22- 9- 0 .42 15-16 3119 .41 .41 .82 TC Vert 100.0 25- 9- 0 .42 16-17 3119 .34 .54 .88 17-18 3553 .39 .54 .93 18-19 19-20 3141 3141 .35 .41 .48 .35 .82 .76 WX far=CN ( ) MEMD= 20-21 3486 .45 .10 .55 X999 811 -.38(L-) -.66 21-22 3869 .50 .21 .71 = Joint locations = WEB FORCE CSI WEB FORM CSI 1 0- 0- 0 12 48- 2-12 2-14 -245 .07 7-18 -640 .70 2 5-11-12 13 0- 0- 0 4-14 344 .14 8-18 1267 .51 3 - -15 14 - 8- 0 4-15 -483 .46 8-20 350 .14 4 111- 4 4- 4 15 166- 3- 4 5-15 317 .13 9-20 -548 .53 16-7-11 16-10-15 S 16- 3- 4 16 17- 8-12 5-17 1332 .54 9-21 438 .18 6 18- 8-12 17 18- 8-12 6-17 -678 .75 11-21 -294 .09 7 29- 2-12 18 29- 2-12 6.00 ; 100#4-6-0 ri Ot -6.00 8 31- 8- 4 19 9 36- 7- 4 20 30- 2-12 31- 8- 4 2.5-4 7-8 10 40- 1- 9 21 39- 3- 8 T7- 2.5-4 11 41-11-12 22 48- 2-12 S=3-5 8-9-10 1.5-4 3-5 3-5 S= 3-5 1.5-4 9-6-6 3-7 SHIP 4 56 D=0-5-13 3-4 3-4 4-5 4-5 - J-4 34 ��' 04- 0-3-4 STUB 11 lates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or 1H for 16 gauge. TYPICAL PLATE : 4-6 ID: X6 .EJ. 'Job#: J4104 Date: 2/12/2004 16.00 psf DurFacs L=1.25 P=1.15 12.00 psf Rep Mbr Bnd 1.00 .00 psf O.C.Spacing 2- 0- 0 10.00 psf Design Spec UBC -97 38.00 psf Seqn T6.2.6 - 16361 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: This design Is for an Individual building component. It has been based on speclllcations provided by the component manufacturer and done In Chk: CM ® accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be Dsgnr: EC verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on TO Live Western Wood this design meet or exceed the loading Imposed by the local building code. It Is assumed that the lop chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral ® Fabricators support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood exceed 19% and/or cause connector corrasion. Fabricate. handle. Install and brace this truss In accordance with the following TO Dead plate standards: TRUSCOM MANUAL'. by Truswal, 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - BC Live 3700 Riego Road, Elverta, CA 95626 (QST -88), 'HANDLING IN57ALUNG AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY BC Dead SHEET- by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive. Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave. NW. Ste 200, Washington. DC 20036. TOTAL ID: X6 .EJ. 'Job#: J4104 Date: 2/12/2004 16.00 psf DurFacs L=1.25 P=1.15 12.00 psf Rep Mbr Bnd 1.00 .00 psf O.C.Spacing 2- 0- 0 10.00 psf Design Spec UBC -97 38.00 psf Seqn T6.2.6 - 16361 Job Name: ADAMSON WARNING Read all notes on this sheet and give a Copy of If to the Erecting Contractor. Truss ID: K7 Drwg: ERG X -LOC REnCT SIZE REQ'D 1 0- 5- 0 1833 3.50" 1.95" TC 2x4 DFL #1 2XIS DFL #2 Plar,'� spec ANSI/TPI - 1995 Il This design hosed a1 chord bracing applied 2 48- 4- 4 1833 3.50" 1.95" BR3 HAILER N7IE 5-8 BC 2>+ DFL #2 D1:SIC;cI IS UE Oa6C E RESULT OF MTf?TP E LM CASES. per the %lloNuxJ sd le: f[EiX o. c. fmn to 1 6Drainage WEB 2x4 DFL SIRMAM PLATE VALUES PER ICBG IUMAR34 RE6CRT #1607. TC 24.00" 16-10-15 31- 6- 0 - Hangers are not designed for trust be provided S d�d to avoid BASBASEL)ON GREEN UMBER Luded for 10 PSF ricn-concurrent BCLF . This truss is designed using the horizontal loads. VALUES.2x4 Continuous lateral bracing (924;0 o.C. UBC -97 Code. SEE SUSPSCQ CATALOG Flit AEDMCNAL O.C. Spacing 2- 0- 0 attached w/ 2-10d bra or tzirrn wire nails. Hldj amlosed = Yes I MM AI7IES 3700 Riego Road, Elverla, CA 95626 Truss location = End 7caie ,,,� _ ��� 0.00 50 ft TC k AXL END CSI Design Spec UBC -97 i� .48 fit � 1-2 -3470 .11 .33 .43 UBC Standard 7', Dead Iced = 22.0 psf 2-3 -3265 .14 .19 .33 Seqn T6 . 2 . 6 - 16362 3-4 -3218 .14 .22 .36 4-5 -2753 .07 .24 .30 5-6 -2639 .06 .43 .49 6-7 -2644 .06 .44 .50 7-8 -2639 .06 .37 .43 8-9 -2771 .07 .22 .28 9-10 -3329 .13 .18 .31 10-11 -3376 .10 .24 .34 11-12 -3592 .19 .28 .48 MAX DEFLECMCN (8 L �i� BC FAXL ED CSI L/999 MEM 17-1 117E) IF -.1188 " D -.24" -.42' 13-14 3037 .39 .20 .59 14-15 2720 .35 .10 .46 = Joint Locations = 15-16 2407 .26 .22 .48 16-17 2407 1 0- 0- 0 12 48- 2-12 .26 .31 .57 17-18 2644 2 5-11-12 13 0- 0- 0 .28 .31 .60 18-19 2425 .26 .27 .54 3 7- 9-15 14 8- 8- 0 4 11- 4- 4 15 16- 3- 4 19-20 2425 .26 .18 .45 20-21 2771 5 16- 3- 4 16 17- 8-12 .29 .15 .45 21-22 3160 .41 .18 .59 16-7-11 16-10-15 6 18- 8-12 17 18- 8-12 7 29- 2-12 18 29- 2-12 y� EMM CSI 4�B FSE CSI 8 31- 8- 4 19 30- 2-12 2-14 -258 .08 7-18 -482 .53 14-6-0 9 36- 7- 4 20 31- 8- 4 40- 1- 9 21 39- 3- S 4-14 361 .15 8-18 670 .27 4-15 -497 .48 8-20 497 6.0010 11 41-11-12 22 48- 2-12 .20 5-15 462 .19 9-20 -551 .53 2. 5 4 7-8 5-17 724 .29 9-21 443 .18 7_ 2.5-4 6-17 -514 .56 11-21 -299 .09 3-5 3-5 I 8-9-10 1.5� -3-5 S 1.54 8 9-10 SHIP 3-6 346 3 3-6 _ 34 3-4 S=5-6 3 4 34 34 34 S=5-6 04-3 C�lAlfR cj hn 133r 48-2-12 Cr 0-3-4 * ^ STUB %11 plates are 20 gauge Truswal Connectors unless preceded by 111811 TYPICAL PLATE : 4-4 for 18 gauge or "H" for 16 gauge. Truss ID: K7 WARNING Read all notes on this sheet and give a Copy of If to the Erecting Contractor. Eng. Job: . EJ. Job#: J4104 This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In Chk: CM ® accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be by Dsgnr: EC Date: 2/12/2004 verined the component manufacturer And/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on TC Live 16.00 psf DurFacs L=1.25 P=1.15 Western Wood this design meet or exceed the loading Imposed by the local building code. It Is assumed that the lop chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached• Bracing Is for lateral ® Fabricators unless otherwise noted. shown support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood exceed 19% and/or muse connector corrosion. Fabricate. handle. Install brace TC Dead 12.00 psf P Re Nbr Bnd 1.15 P plate and this truss In accordance with the following BC Live .00 psf O.C. Spacing 2- 0- 0 standards: TRUSCOM MANUAL', by Truswal, 'QUALITY CONTROL STANDARD FORMEI'AL PLATE CONNECTED WOOD TRUSSES' - 3700 Riego Road, Elverla, CA 95626 (QST -88). 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY BC Dead 10.00 psf Design Spec UBC -97 SHEET- by TPI. The Truss Plate Institute (TPI) Is located at 563 D'Onofrlo Drive, Madison, Wisconsin 53719. The American Forest and Paper Assoclalton (AFPA) Is located at 1250 Connecticut Ave, NW Ste 200, Washington, DC 20036. TOTAL 38.00 psf Seqn T6 . 2 . 6 - 16362 Job Name: ADAMSON WARNING Read all notes on this sheet and give a copy of if to the Erecting Contractor. Truss ID: K8 Drwg: BRS 1 X -IAC REPfT SIZE RM'D 0- 1-12 1707 3.50" 1.82" TC 2x4 DFL #1 2x6 DFL Dernier the reguira[�1t for lateral bracing ® This des' based cse d=d bracing applied M accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be D9 EC :.. Date: 2/12/2004 verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on #2 5-8 at eadl location sham. Lateral bracing per the owing salute: 2 41- 9- 4 1593 3.50" 1.701- BC 22x4 DDFFLL ## systemQuch include dial or x.bracing flax o.c. hall to shown support of components members only to reduce buckling length. This component shall not be placed In any environment that will muse the moisture content of the wood exceed 19% and/or muse connector corrosion. Fabricate, handle, install brace this truss following TC Dead 12.00 psf Rep Mbr Bnd 1:15 plate and In accordance with the BC Live .00 psf are of the building 31- 6- 0 - TC 24.00" 16sing TC 1-2 FCS AXL END (Si Spec la PNSI/IPI - 1995 desi ��' gr11=s. F9tFYE-TT f[By be This truss is designed using the t 2-3 -3065 -2849 .14 .07 .27 .25 .41 .32 THIS 6tJ IS THE Q'I�6TIE RESULT OF MIMFLE LOAD G%SES. used for ca'ftInuous lateral bracing cal trusses spaced 24" oc. Alternativel ,use UBC -97 Obcr. Bldg Enclosed = Yes 3-4 -2801 .06 .22 .28 PLATE VALUES PER ICER RFSEWCH REP3U #1607. scabs or `f -braces as shcm on Truskel Truss Location = End Zone 4-5 5-6 -2235 -2086 .04 .22 .26 IAded for 10 PSF nae -conn' nt BELL. 2x4 lateral bracing " Systans starrlard details. Hurricane/Ooem Line = No Category B 48.50 ft 6-7 -1763 .04 .40 .44 continuous @24.0 o. c. attached 2-10d boot Oust be to avoid PCATII Bldg 90.00 ft, Bl _ Mean height 14.4880 7-8 -1766 .03 .03 .40 .39 .43 .41 w/ or acntrtae wire nails. EIASED CN GZEEN UMBER VALUE ri D'verticals designed for axial loads only. roof = t,nph -= UBC standardDeaI22psf 8-9 -1694 .02 .26 .28 aid verticals that are extended above or 9-10 -867 .00 .26 .26 below the truss profile (if any) ney require additional design consideration ON others) BC FCRCE AXL EM CSI for lateral fomes due to wird or seistac 11-12 2690 .35 .18 .53 loads m the building. 12-13 2295 .24 .17 .41 13-14 1945 .21 .20 .41 14-15 1945. .21 .30 .51 15-16 2091 .23 .30 .52 16-17 1453 .16 .27 .43 MAX DE E TCN (spare) 17-18 1453 .16 .19 .34 L/999 IN MEM 15-16 (LIVE) 18-19 1193 .13 .14 .26 L= -.12" D= -.16" T= -.27' 19-20 84 .00 .12 .12 WEEI FCIRCE CST [4FB FCF E GSI = Joint Locations 1 0- 0- 0 11 '. 0- 0- 0 2-12 4-12 -301 451 .09 7-16 8-16 -485 .53 938 2 6- 3- 0 12 8-11- 4 4-13 -557 .18 .53 8-18 .38 -224 .26 3 8- 1- 3 13- 16- 6- 8 4 11- 7- 8 14 18- 0- 0 5-13 5-15 481 439 .20 .18 9-18 9-19 412 .17 -1098 .77 16-10-15i 10-3-15 5 16- 6- 8 15 19- 0- 0 6 19- 0- 0 16 29- 6- 0 6-15 -240 .26 10-19 1324 .54 7 29- 6- 0 17.-30- 6- 0 6-16 -416 .24 10-20 -1585 .32 8 31-11- 8 18 31-11- 8 F 14-6-0 1 9 36-10- 8 19 39- 6-12 6 00 10 41-11- 0 20 •41-11- 0 7-8 8-9-10 t = 0-4-3 Ir" 1 plates are 20 gauge Truswal Connectors unless preceded by 11181, for 18 gauge or "H" for 16 gauge. 9-6-6 T t SHIP 7-11 J- .6-7-0 6-7r- 0 STUB HER �U No. 335 �D Exp 6- 0 C P, Tr turss K8 WARNING Read all notes on this sheet and give a copy of if to the Erecting Contractor. Eng • Job: . EJ. Job# : J4104 This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In Chk: CM ® accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be D9 EC :.. Date: 2/12/2004 verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on gnr Western Woodsheathing This design meet or exceed the loading Imposed by the local building code. It Is assumed that the lop chord Is laterally braced by the roof or floor and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing Is for lateral TC Live 16. 00 psf DurFacs L=1.25 P=1.15 ® Fabricators shown support of components members only to reduce buckling length. This component shall not be placed In any environment that will muse the moisture content of the wood exceed 19% and/or muse connector corrosion. Fabricate, handle, install brace this truss following TC Dead 12.00 psf Rep Mbr Bnd 1:15 plate and In accordance with the BC Live .00 psf O.C. Spacing 2- 0- 0 standards: TRUSCOM MANUAL', by Truswal, 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - 3700 Riego Road, Elverla, CA 95626 (QST -88). 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY BC Dead 10.00 psf Design Spec UBC -97 SHEET` by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave, NW. Sle 200, Washington, DC 20036. TOTAL 38.00 psf Segn T6.2.6 - 16363 Job Name: ADAMSON WARNING React all notes on this Sheet and give a copy Of It to the Erecting Contractor. Truss ID: K8A Drwg: BFU 1 X -IOC REACT SIZE RED'D 0- 1-12 2560 3.50 1.50" TC 2x4 DFL #1 2xG DFL Pla ANSI/TPI - 1995 This deli based on drnd tracing applied 2 41- 9- 4 2389 3.50" 1.50" #2 5-7 BC 2x6 DFL #2 THIS S THE TLE RESULT OF M1fTTAfR LOAD CAMS. per the of�llaw' ale: nWC O.C. fran to verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on Western Wood this design meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached. unless otherwise noted. Bracing shown Is for lateral [QEB 2x4 DFL Stiff PLATE VAU S PER ICBG RFMVKI RMW #1607. TC 24.00" 0- 0- 0 41-11- 0 'IC ECRCE AXL END CSI Nail pattern sham is for uniform loads Loaded for 10 PSF nn-oalament Baa. BC 120.00" 0- 0- 0 41-11- 0 1-2 -4603 -4268 .08 .21 .30 lstl �trated loads > 350# mist be distributed (by to IAainage Must be to avoid p��q �TMMT R0=0702-3 125 lb 3-4 4-5 -4193 -3366 .04 .04 .22 .18 .26 .22ppl1yy others) equally each unless nail clusters are shin ( ). Efri verticals designed atta3lad w/ 2-lOd bar or o�IfR11 wire nails. 944=t 1 2 125 lb 5-6 -3069 .03 .01 .18 .30 .20 .31 for axial loads only. End verticals that are extended above or PLA= BASED IN MEFN UMBER VALLES. 2 -PLY! Nail w/1od BCM, �e� (NDS -97 s Thi is designed using the UBC -97 Code. 6-7 -3069 .01 .30 .31 below the truss profile (if any) llt�y rern,;,p BC= Sect. 12) in: TC- 2/ft 2/ft ttEffi- 2/ft Bldg Enclosed = Yes 7-8 -2547 .02 .21 .23 additional design oonsideratich ON others) Truss Location = End Zone 8-9 -1297 .00 .21 .22 for lateral forces due to wird or seis ac FlU riCEM/(beam Line = No C�tego,Y = B - 90.00 ft, R� FJidth 48.50 ft loads on the building. Bldg = Mean her 14.48 ft, Ifph = 80 BC 10-11 FCS 4042 AXL .26 END .15 CSI .41 roof L3C Standard �y, Dead Load = 22.0 psf 11-12 3449 .18 .16 .34 12-13 2935 .16 .16 .32 13-14 2935 .16 .17 .33 14-15 2188 .12 .17 .29 15-16 2188 .12 .17 .29 16-17 1780 .09 .17 .27 MAX EEFL fTCN (span) 17-18 126 .00 .08 .08 L/999 IN b'IEM 13-14 (LIVE) L,= -.07" D= -.10" T= -.17 DEB FCRCE CSI LAB EORCE CSI 2-11 -459 .03 7-14 1237 .25 Joint lcmtiCns 4-11 654 .13 7-16 -242 .04 1 0- 0- 0 10 0- 0- 0 4-12 -811 .11 8-16 639 .13 2 6- 1-12 11 -11- 4 5-12 909 .18 8-17 -1651 .17 3 8- 1- 3 12 166- 6- 8 5-14 187 .04 9-17 1983 .40 4 11- 6-14 13 18- 0- 0 6-14 -766 .12 9-18 -2372 .15 5 16- 6- 8 14 24- 3- 0 r 16-10-15 1 10-3-15 6 24- 3- 0 15 30- 6- 0 2-PLYS 7 31-11- 8 16 31-11- 8 8 36-11- 2 17 39- 6-12 REQUIREDr 14-6-0 9 41-11- 0 18 41-11- 0 6 DO _6 00� 2.5-4 9-6-6 SHIP 41-11-0 6-76-70 STUB 1 plates are 20 gauge Truswal Connectors unless preceded by 1118" for 18 gauge or "H" for 16 gauge. Truss ID: K8A WARNING React all notes on this Sheet and give a copy Of It to the Erecting Contractor. Eng. Job: .EJ. Job#: J4104 This design Is for an Individual building component, It has been based on specifications provided by the component manufacturer and done In Clik: CM ® accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be Dsgnr: 8C Date: 2/12/2004 verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on Western Wood this design meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached. unless otherwise noted. Bracing shown Is for lateral TC Live 16.00 psf DurFacs L=1.25 P=1.15 ® Fabricators support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood exceed 19% and/or cause connector corrosion. Fabricate, handle, instill and brace this truss In accordance with the following TC Dead 12 .00 psf Rep Mr end 1.00 plate BC Live .00 psf O.C. Spacing 3- 0- 0 standards: TRUSCOM MANUAL', by Truswal, 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - 3700 Riego Road, Elverta, CA 95626 (QST-88),'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) end'HIB-91 SUMMARY BC Dead 10.00 psf Design Spec UBC -97 SHEET- by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive. Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave, NW, Ste 200. Washington, DC 20036. TOTAL 38.00 psf Seqn T6.2 . 6 - 16364 Job Name: ADAMSON Truss ID: K8AS Drwg: ERG 1 X -IOC RFLP SIZE REQ'D 0- 5- 0 2374 TC 2x4 DFL #1 Pia speC PNSI/TPI - 1995 This desi based dnr'd braCurj applied following 2 3.50 1.50" 41- 9- 4 2374 3.50° 1.50" 2x5 DFL #2 5-7 EIC 2xig DFL #2 TFLLS�DESICN IS THE C�CSME RESULT OF KJLT LE, LC1AD CASTS. per the s3lx�le: flax O.C. flan to DUrFacs L=1.25 P=1.15 Rep Nbr Bnd 1..00 O.C. Spacing 3- 0- 0 Western Wood ® Fabricators this design meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that will muse the moisture content of the wood exceed 19% and/or muse connector plate corrosion. Fabricate, handle. Install and brace this truss In accordance wl(h the following 3700 Riego Road, Elverta, CA 95626 VSB 2x4 DFL S!7' CARD PLATE VALUES PER ICt30 RE'SEARCli REFCFd' #1607. TC 24.00" 0- 0- 0 41-11- 0 TC EC13E AXL END CST Must be provided to avoid ponding. Lta3ded for 10 PSF rm-ccr»rett Bn,L. EIC 120.00" 0- 0- 0 41-11- 0 1-2 -4419 .05 .24 .28 P�Ha.Sm CN GREEN IIbIDER VAUJES. 2x4 contirn=S lateral bracing 036.0 o.c. KRIDNIAL RFAMCN(S) 2-3 -4101 .06 .16 .22 End verticals designed for axial loads only. attached w/ 2-10d bmc or lz== wise nails. stmt 1 120 lb 3-4 -4025 .06 .18 .24 End verticals that are herded above lar2-PLY! Nail w/iod ECSC, 0M-97 sit 2 120 lb 4-5 -3317 .03 .19 .22 below the truss profile (if any) flay require Sect. 12) in: TC- 2/ft�ft WBS- 2/ft This Ezu..s is designed usim the 5-6 -3035 .01 .30 .31 additional design ccinsideration (by otbess) UBC-9P7i bde. 6-7 -3035 .01 .30 .31 for lateral forces due to wind or seisfmc: Bldg 3 _Yes 7-8 -2527 .02 .21 .23 loads on the building. Tag Location = End 8-9 -1288 .00 .21 .21 Htaricarle/Ocean Line = No Cata�ry = B ft, Et Width = h8.50 ft Bldg 90.00 Len-4th 14.48 ft, nph = 80 F� AXL EQID CSI lit �y, Load 22.0 10 -BC 11 3859 .25 .14 .39 t]13C Standard Dead = psf 11-12 3360 .18 .17 .35 12-13 2889 .16 .17 .33 13-14 2889 .16 .16 .32 14-15 2170 .12 .16 .28 15-16 2170 .12 .18 .29 16-17 1767 .09 .18 .27 WX DEFUrnCfl (spm) ' 17-18 120 .00 .08 .08 L/999 IN [EM 11=12 (LIVE) LF -.07" D= -.10" T= .-.17 WPB FORCE CSI FIFE FORCE CSI 2-11 -405 .03 7-14 1214 .25 = Joint Locations = 4-11 540 .11 7-16 -235 .04 1 0- 0- 0 10, 0- 0- 0 4-12 -742 .10 8-16 632 .13 2 5-10- 8 11 8- 8- 0 5-12 886 .18 8-17 -1639 .17 3 7- 9-15 12 • 16- 3- 4 5-14 204 .04 9-17 1969 .40 4 11- 3-10 13 •17- 8-12 6-14 -766 .12 9-18 -2357 .15 5 16- 3- 4 14 23-11-12 16-7-11 10-3-15 6 23-11-12 15 30- 2-12 7 31- 8- 4 16 31- 8- 4 2-PLYS 8 36- 7-14 17 39- 3- 8 REQUIREDr 14-6-0 9 41- 7-12 18 41- 7-12 6.001 I .54 8-9-10 T SHIP 3-7-11 1 41-7-12 0-3-4 . 6-7� 0 _ STUB STUB 1 plates are 20 gauge Truswal Connectors unless preceded by 111811 for 18 gauge or "H" for 16 gauge. Q�QF��Sr,,;yC QkktA G JG Q Cvr. e -3V 07 Truss ID: KBAS WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: . EJ. Job#: J4104 This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In Clik: CM ® accordance with the current versions ofTPI and APPA design standards. No responsibility Is assumed for dimensional accuracy. Dlmenslons are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on Dsgnr: EC Date: 2/12/2004 TC Live 16. 00 psf TC Dead 12.00 psf BC Live .00 psf DUrFacs L=1.25 P=1.15 Rep Nbr Bnd 1..00 O.C. Spacing 3- 0- 0 Western Wood ® Fabricators this design meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that will muse the moisture content of the wood exceed 19% and/or muse connector plate corrosion. Fabricate, handle. Install and brace this truss In accordance wl(h the following 3700 Riego Road, Elverta, CA 95626 standards: TRUSCOM MANUAL', by Truswal, 'gUALI Y CONTROL STANDARD FORMErAL PLATE CONNECTED WOOD TRUSSES' - (QST-88),'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY BC Dead 10.00 psf Design Spec UBC -97 SHEET- by TPI. The Truss Plate Institute (TP11 Is located at 583 D'Onofrlo Drive, Madison. Wisconsin 53719. The American Forest and Paper Assoclation (AFPA) Is located at 1250 Connecticut Ave, NW. Ste 200, Washington, OC 20036. ITOTAL 38.00 psf Seqn T6 .2 . 6 16365 Job Name: ADAMSON WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: K9 Drwg: EFZ 1 X-ICI' REACT SIZE RED'D 0- 1-12 1797 3.50" 1.92" TC 2x4 DFL #1 EIC 2x4 DFL Derntes the requizatent for lateral brarirn ® This design based cn dmrd bracsng applied 2 DS EC Date: 2/12/2004 verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on #1 at eadr loCatirn shorn. Lateral bracing per the ]laving sdredale: DurFaes L=1.25 P=1.15 41- 9- 4 1677 3.50" 1.79" DEB 2x4 DFL SIf� System Audi irrlude dira1 or x;bratang aaac o.c. frrnt to TC FORCE AXL 8ID BC Live .00 psf Platu� Spec • PI15I/TPI - 1995 THIS DEST(31 are the respa�s� lity of the build�rg TC 24.00" 19-10- 9 28- 6- 2 - 1-2 -3171 .17 (QST-88).'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY CSI IS THE TIE RESULT OF MII,TIPLE LC1AD CASES. designer. T Mens -TT ttey be for lateral bracing This truss is designed using the UBC-97 0::de. 2-3 3-4 -2624 -2519 .06 .36 .37 .52 .43 PLATE VAUI S PER ICBG RES9*ZCH REQ #1607. Loaded for Used QaltirLzxs to trusses spaced 24" oc. Alternatively, 11 Bldg Enclosed = Yes 4-5 5-6 -2077 -1753 .05 .04 .35 .35 .40 .39 10 PSF non-caxzzrent ECTT . Drainage host be to avoid PIATM �2EIIJ scats or T-mss as sbovn on Tmm l Systens standard details. Truss Iocatirn = End 7cm ihn:ri.cane/Oo:an Line = No Category = B 6-7 -1753 .06 .22 .28 EASgD CN III�R VAME Fad designed far loads 2x4 o�timicus lateral bracing @24.0 o. c. Bldg I th 90.00 ft, Bldg Width = 48.50 ft ft, 80 7-8 -1793 .06 .03 .22 .50 .28 .53 verticals axial only. End verticals that are extended above or attached w/ 2-10d box or axmtar wire nails. mean rnoP het 15.23 nQh = uBC standard Dead Iniad = 24.0 psf ' 8-9 -1666 OS .53 .60 belav the truss profile (if any) 11Hy require adiitiatal design consideration Oar others) BC FZi2CE AXI, an CSI for lateral forces due to wird or seisndc 10-11 2759 .42 .11 .53 loads an the building. 11-12 2756 .34 .25 .59 12-13 2255 .28 .25 .54 13-14 2255 .28 .17 .46 14-15 1786 .23 .17 .40 15-16 1520 .19 .16 .36 16-17 17-18 1445 1445 .18 .16 .35 MAX D01ECTTCN ( 18-19 85 .18 .00 .31 .31 .50 .31 L/999 1MEIN 12- (LIVE) LF -.111 " D= -.17" T= -.28' WEB FCRCE (SI VMB FORCE CSI Joint Lo� *7 2-11 207 .08 7-15 514 .21 1 0- 0- 0 11 '7- 0- 3 11 2-12 -562 .53 7-16 131 .05 2 7- 0- 3 12 13- 5-15 4-12 469 .19 8-16 115 .05 3 11- 0-13 13 16- 0- 4-14 -722 .42 8-18 -589 .47 4 13- 5-15 14 19- 8- 6 6 5-14 663 .27 9-18 1602 .65 19-10-9 13-3-9 5 19- 8- 6 15 24- 3- 0 5-15 6-15 -74 -303 .06 9-19 -1620 .35 6 24- 3- 0 16 '28- 9-10 .20 7 28- 9-10 17 32- 6- 0 �- 8-6 3 8 35- 0- 1 18 35- 0- 1 -6.00 9 41-11- 0 19 41-11- 0 10 0- 0- 0 10-3-7 t = 0-4-3 S=3.5-4 4-5 .24 41-11-0 6-76-70 STUB 11 plates are 20 gauge Truswal Connectors unless preceded by 111811 for 18 gauge or "H" for 16 gauge. �3 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng • Job: • EJ. Job# : J4104 This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In Chk: CM ® accordance with the current versions of TPI and AFPA'deslgn standards. No responsibility Is assumed for dimensional accuracy. Dimensions are lobe DS EC Date: 2/12/2004 verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on �� TC Live 16.00 psf DurFaes L=1.25 P=1.15 Western Wood this design meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord Is laterally braced by the roof or noor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, Bracing Is for lateral ® Fabricators unless otherwise noted. shown support of components members only to reduce buckling length. This component shall not be placed In any environment that will muse the moisture cement of the wood exceed 19% and/or muse connector corrosion. Fabricate. handle, Install and brace this truss In accordance with the following TC Dead 14.00 psf Rep Mbr Bnd 1.15 plate BC Live .00 psf O.C. Spacing 2- 0- 0 standards: TRUSCOM MANUAL', by Truswal,'gUALI Y CONTROL STANDARD FORMEPAL PLATE CONNECTED WOOD TRUSSES' - 3700 Riego Road, Elverla, CA 95626 (QST-88).'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY BC Dead 10.00 psf Design Spec UBC -97 SHEET by TPI. The Truss Plate Institute ITPI) Is located at 583 D'Onofrlo Drive. Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave, NW, Ste 200, Washington. DC 20036. TOTAL 40.00 psf Seqn T6. 2 . 6 - 16366 Job Name: ADAMSON Truss ID: K10 Drwg: - EM. 1 X -IOC REACT SITE RED'D TC 2x4 DFL #1 Pla ANSI/TPI - 1995 This desi�c�� based on chord bracing applied follc�cv' 2 0- 1-12 3673 3.50 1.96 41- 9- 4 3341 3.50" 1.78" BC 2xG DFL #2 WEB 2x4 DFL SMIAM THIB�7S T11E CCMF06TIE RESULT OF MUMPLE MAD CASES. per the sdredule: flux O.C. fl= to TC Dead 14.00 psf Rep for Bnd 1.00 BC Live .00 psf IaTber shear allaaables are per NDS -97. PLATE VAICIF.S PER ICBG RESFAFZCEI REEF #1607. TC 24.00" 14-11- 5 33- 6- 1 TC F= AXL BIND CSI Nail pattern shawl is for uniform lis Iasc]ed for 10 PSF nal -concurrent. Baa. 'This truss is designed using the 1-2 -7256 .19 .16 .34 all OxIatxated loads > 350# Must be e provided to avoid UBC -97 Cbde. Yes 2-3 -6218 .14 .16 .30 distributed k others) equally to each g is Oh ofilrss)-to Bldg Enclosed = 3-4 -5552 .11 .33 .44 ply, unless rail clusters are shovn ( ). al/to trig See FIIB-91 aryl Voutup Truss Location = Fnfd Zone Line No E� Category = B 4-5 -5412 .16 .68 .84 2x4 continnus lateral facing @24.0 " o. c. 95; 10. 4. and 10.3.4.6. na-ricane/Ccean = Bldg Length- 90.00 ft, B'!dg Width = 48.50 ft 5-6 -4826 .06 .55 .60 attacbed w/ 2-10d bCx or Calfflon wire nails. C1tEEN LLI�ffiFR VALUES. load Mean hei = 13.99 ft, aph = 80 6-7 7-8 -4826 -3622 .12 .51 .62 2 -PLY! Nail w/10d BMX,M-97 Sect. 12) in: TC- 2/ft EC. 2/ft WMS- 2/ft Ehd verticals designed for axial only. aid verticals that are extended above orUBC roof Standard Dead Load = 24.0 psf 8-9 -2495 .03 .02 .15 .08 .18 .10 below the truss profile (if any) flay require ----------LOAD # DESZCV MADS ---------------- U,/TL additional design Consideration 0>y others) Dir L.Plf L.Loc R.Plf R. Loc BC FCRCB AXL END CSI for lateral forces due to wind or seimmc TC Vert 60.00 0- 0- 0 60.00 15- 0- 0 .53 10-11 6435 loads an the buildilig. TC Vert 120.00 15- 0- 0 120.00 33- 6- 0 .53 11-12 6414 .42 .13 .55 TC Vert 60.00 33- 6- 0 60.00 41-11- 0 .53 12-13 5466 .42 .11 .52 BC Vert 40.00 0- 0- 0 40.00 41-11- 0 .00 13-14 4956 .35 .32 .04 .04 .39 .36 Type The X -Loc LL/TL 15- 0- 0 1.00 14-15 4956 .32 .07 .39 TC Vert 330.1 15-16 5418 TC Vert 288.9 IS- 0- 0 .00 16-17 3196 .35 .07 .42 TC Vert 201.8 33- 6- 0 1.00 17-18 3196 .21 .07 .27 TC Vert 176.6 33- 6- 0 .00 18-19 2259 .21 .15 .06 .06 .27 .21 EIC Vert 595.0 6- 0- 0 .40 19-20 84 .00 .04 .04 WFS FCRCE CSI WFB FCY2CE (SI rmw r F•rTrCD1 (span) ' MAXSp�� 2-11 725 .15 6-16 -807 .10 L/999 IN MEM 14-15 (LSVE) 2-12 -1077 .09 7-16 2372 .48 L= -.12" D= -.17" T= -.29 3-12 770 .16 7-18 -963 .12 3-13 -840 .09 8-18 1533 .31 = Joint Locations = 4-13 882 .18 8-19 -1934 .151 84-5 0- 0- 0 11 5- 7- 7 4-15 669 .14 9-19 3012 .61 14-11-5 2 5- 7- 7 12 10- 4- 6 5-15 -214 .03 9-20 -3266 .20 2-FLYS 3 10- 4- 6 13 14- 8- 7 5-16 -889 .194 14- 8- 7 14 16- 0- 0 REQUIRED o 619/1 1 18-6-2 0. 1 _6 0� 5 21- 0- 4 15 21- 0- 4 6 27- 5-12 16 27- 5-12 7 33- 9- 9 17 32- 0- 0 5- 3-4-1.5-4 8 38- 1-10 18 33- 9- 9 T 9 41-11- 0 19 38- 1-10 3.5-4 3.5-4 10 0- 0- 0 20 41-11- 0 4 7-9-13 3.54 T 8-6-9 3-7I-11 -t SHIP _ 1 _ 3 -6 0 4-32.5 4 3 4 3_5 5 3-4 3.5-8 5=5-53-4 4-5 595# 41-11-0 6-7-0 STUB 1 plates are 20 gauge Truswal Connectors unless preceded by 111811 for 18 gauge or "H" for 16 gauge. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. ® This design Is for an Individual bulid] ng component- If has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code. Il Is assumed that the top chord Is laterally braced by the roof or floor Western Wood sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached. unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that will muse the moisture ®Fabricators content of the wood exceed 19% and/or muse connector plate corrosion. Fabricate, handle, install and brace this truss In accordance wnh the following standards: TRUSCOM MANUAL', by Truswal.'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - 3700 Riego Road, Elverfa, CA 95626 (QST -88). 'HANDUNG INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - I1 -1I8-91) and 'HIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave, NW, Ste 200, Washington, DC 20036. Truss ID: K10 TOTAL 40.00 psf ISegn T6.2.6 - 16355 Eng. Job: .EJ. Job#: J4104 Cbk: CM Dsgnr: EC Date: 2/12/2004 TC Live 16.00 psf DurFacs L=1.25 P=1.15 TC Dead 14.00 psf Rep for Bnd 1.00 BC Live .00 psf O.C.Spacing 2- 0- 0 BC Dead 10.00 psf Design Spec UBC -97 TOTAL 40.00 psf ISegn T6.2.6 - 16355 Job Name: ADAMSON Truss ID: XX Drwg: ERG X -IOC REAcr SIZE REQ'D TC 2x4 DFL #1Pla AISSI/TPI - 1995 'Dais d=si lased In dxn bracing applied 2 14- 6- 4 8703 5.50" 4.64" BC 2x8 DFL #1 2-6 TIPIE = CASES. RESULT perthe follovrir ffmc O.C.lfran to WEB 2x4 DFL SPIE PLATE VAIUES PER ICBG RESEARCH REP= #1607. TC 24.00" 2- 0-15 12- 7- 0 - TC 1-2 FCRCE -9565 AXL BO CSI 2x4 DFL #1 2-10, 12-6 2x4 oat nuous lateral bracing Drainage mist be provided to avoid Mmbnq. to This truss is designed using the UBC -97 Oode. 2-3 3-4 -12469 .20 .20 .13 .23 .33 .43 @24.0 D.C. attacbed w/ 2-10d box or a=m wire nails. O rotation/ 17g See HIB -91 arra 0'/'IPI 0/'IPI Bldg Enclosed = Yes 4-5 -14897 -14897 .29 .29 .26 .26 .54 .54 PLATIN, BASED Q1 GREEN IL1BER VALUES. 1-1995; 10. .4.5 and 10.3.4.6. 2 -PLY! Nail w/lOd B3(, awe OM -97 Truss location = Did 7fs�e Lime = Db C3 = B 5-6 -12469 .20 .23 .43 Sect. 12) in: TC- 2/ftt BC- 88/ft VgBS- 2/f F:7/Ct�anir � - 90.00 f, HWidth 4.S8f6-7 -9565 .20 .13 .33`� - ' Dead Ltaad = 24.0 psf BC 8-9 F= 5939 AXL .27 END .06 (SI .33 ----------LC1�1D # DESIGN LUrI]S ---------------- Dir L.Plf L.Loc R.Plf R. Loc U411IL 9-10 5885 .27 .27 .53 TC Vert 60.00 0- 0- 0 60.00 14- 9- 0 .53 10-11 12694 .58 .39 .97 BC Vert 1120.00 0- 0- 0 1120.00 14- 9- 0 .39 11-12 12694 .58 .39 .97 12-13 5885 .27 .27 .53 13-14 5939 .27 .06 .33 VES FCRCE GSI VM ECRCE CSI 2-9 2445 .50 5-11 2762 .56 mAx DEFTFrnw (span) 2-10 8041 .61 5-12 -1553 .09 MEM-- 3-10 -1553 .09 6-12 8041 .61 X999 8 D=-.13(LT 21 3-11 2762 .56 6-13 2445 .50 4-11 -184 .01 - Joint LOcatia s - 1 0- 0- 0 8 0- 0- 0 2 1-11-13 9 1-10- 1 3 4- 7- 4 10 4- 7- 4 4 7- 4- 8 11 7- 4- 8 5 10- 1-12 12 10- 1-12 2-0-15 2-0-151 I 1 7 14- 9- 0 4 4-19-0 2-PLYS REQUIRED 10-5-0 1 -15.00 2-10-9 MX/5- 10-3-6 1 plates are 20 gauge Truswal Connectors unless preceded by 111811 for 18 gauge or "H" for 16 gauge. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. ® This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord Is laterally braced by the roof or floor Western Wood sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture ® Fabricators content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install and brace this truss In accordance with the following standards: TRUSCOM MANUAL', by Truswal.'QUAUTY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - 3700 Riego Road, Elverta, CA 95626 (9ST-88). 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and 'HIB -91 SUMMARY SHEET" by TPI. The Truss Plate Institute ITPO Is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave, NW, Ste 200. Washington. DC 20036. 2-10-9 SHIP 3-6 Truss ID: XX Eng. Job: .EJ. Job#: J4104 Chk: CH Dsgnr: EC Date: 2/12/2004 TC Live 16.00 psf DurFacs L=1.25 P=1.15 TC Dead 14.00 psf Rep Nbr Bnd 1.00 BC Live .00 psf O.C.Spacing 2- 0- 0 BC Dead 10.00 psf Design Spec UBC -97 TOTAL 40.00 psf ISegn T6.2.6 - 16368 Job Name: ADAMSON WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: HRK Drwg: y ,r - BRG 1 X -IOC REDLT SIZE REV'D IC 2x4 DFL #1 Plat, ANSI/TPI - 1995 UPLSFT RE =CN(S) • Date: 2/12/2004 0- 1-12 357 3.50" 1.50" BC 2x4 DFL #1 IIIIS I SIQJ IS THE 027E0= RESMT OF Support 2 -15 lb Western Wood 2 5- 4- 6 273 1.50 1.50 SLIDER 2x4 DFL #1 K-UMPLE LOAD CASES. Sport 3 -17 lb plate accordance with 3 9- 4- 6 274 1.50" 1.50" Location. of interior blues should be PLATE VALUES PER ICED RE MORCH REECZZI' #1607. Support 4 -9 lb 3700 Riego Road, Elverta, CA 95626 4 13- 4- 6 188 1.50 1.50" cla'rly narked Cat eadt truss. Interior t or t��1. sy�y3 �t am 5 -20 lb 5 6 17- 4- 6 21- 4- 6 1 1.50" 1.50" 5 1.50" 1.50" F>?snar�lt bracing i (by others) to be in ppl�aace� before erectirrj this truss. REACITCN(S) rotatical/ See HIB -91 and PLATIM BASED CN C12EkDI ILD'lBER VALUES. support 1 166 lb 7 8 25- 7-13 0 3.50" 1.50" 1-1995 10. 4. and 10.3.4.6._ NOIE: LEFT CIVEMVM DCFS NDT WCRK W11RD1.TT stmt 8 166 lb 5- 1-14 63 3.50" 1.50" This truss is designed using the ACDTTICNAL SUPPORT MESS OTHER P%JVISICNS ----------IfYtD CASE #1 MIN LOADS ---------------- UBC-97 Cbde. ARE MADE TO RE= O.H. SIRESS/DfK=04. Dir L. PH L.Loc R.Plf R. Loc LL/TL TC FORCE AXL BND CST Bldg Enclosed = Yes Maxm n Umupported Overhang TC Vert .00 0- 0- 0 110.76 2- 7- 5 .53 1-2 -265 .00 .23 .23 Truss Location = End pale TC Left is 2-4-4 TC Vert 41.13 2- 7- 5 83.56 13- 8- 1 .53 1-2 2-0 -122 165 .01 .22 .23 Hum �c21]e/Oosan Lime = bb F W�dQt3lt��p�iy = B Bldg 00 ft 90.0011t34�ft� idr-h BC Vert .00 0- 0- 0 Vert 13.71 2- 7- 5 36.92 2- 7- 5 .00 27.85 5- 3-10 .00 0 0 .00 .19 .1g root het = 80 0-0 -18 .00 .12 .12 UBC Standard clocupancy, head Load = 24.0 psf 0-0 2 .00 .03 .03 0-0 0 .00 .01 .01 0-0 0 .00 .00 .00 BC ECRCE AXL aQD CSI 3-4 167 .00 .16 .16 MAX 4-0 0 .00 .00 .00 L/9 9 IN MEM 4 (LIVE) LF -.02" D= -.02" T= -.04 Tom FORCE (ST AIEB FYRCE CSI S[7 FU 219 .03 Joint. Locations - 1 0- 0- 0 3 0- 0- 0 2 5- 3-10 4 5- 3-10 12-5-4 0-4-2 �- ,2-6-0 . 5-3-10 1 plates are 20 gauge Truswal Connectors unless preceded by 1118,1 for 18 gauge or "H" for 16 gauge. 13-7-2 SH T 2-9-15 1 Truss ID: HRK WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: .EJ. Job#: J4104 This design Is for an Individual building component. it has been based on specifications provided by the component manufacturer and done In Chk: CM ® accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be Dsgnr: EC Date: 2/12/2004 verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on TC Live 16.00 psf DurFacs L=1.25 P=1.15 Western Wood this design meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord Is laterally braced by the roof or noor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless Bracing Is for lateral ® Fabricators otherwise noted. shown support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood exceed 19% and/or cause connector corrosion. Fabricate, handle. Install and brace this truss In the following TC Dead 14.00 psf Rep Mbr Bnd 1.00 plate accordance with BC Live .00 psf O.C. Spacing 2- 0- 0 standards: TRUSCOM MANUAL', by Truswai, 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - 3700 Riego Road, Elverta, CA 95626 (QST -88). 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and 'HIB -91 SUMMARY BC Dead 10.00 psf Design Spec UHC- 97 SHEET" by TPI. The Truss Plate Institute fTPI) Is located at 583 D'Onofrlo Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1250 Connecticut Ave, NW, Ste 200. Washington, DC 20036. TOTAL 40.00 psf Seqn T6. 2 . 6 - 16302 lob Name: ADAMSON WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: HRB Drwg: y BRG 1 X -LOC 0- 1-12 REPLT SIZE RE12'D 240 3.50" 1.50" TC 2x4 DFL #1 BC 2x4 Plating spec : nzi/TPI - 1995 UP= REAMCSI(S) - 2 8- 6- 9 405 1.50" 1.50" DFL 41 SLIDER 2x4 DFL #1 THIS (��11 IS THE 03vMOSITE RESIII,T tom' M1fftTPfF. LOAD CASES. Stgpoot 2 -111 lb Stappoat 3 -104 lb Design Spec Segn T6.2.6 3 12- 6- 9 27 1.50" 1.50" IC -1-i for 10 PSF rXM-¢a0UXM1M1t BCld. PLATE VALDFS PER IC80 RESEARCH RE= #1607. Support 4 -15 lb 4 16- 6- 9 60 1.50" 1.50" Interior mRxirt or tetpm-auy shoring mast Lomtion of interior bearings shaild be 5 -37 lb 5 6 17- 2-14 8- 4- 1 10 3.50" 1.50" 92 3.50" 1.50" be in before this truss. c1a3r1y ttariced each truss. MU REACTION(S) PLATI<J,, CN C�2ffiQ UMER VALUES. This truss is designed using the Rarnment )racing is reixed (by others) to prevent rotatiaV opp . See HIB -91 aryl stt 1 210 lb .� support 6 210 lb TC FORCE AXL END CSI UBC -97 Code. ANS / PI 1-1995; 10.1.4.S aryl 10.3.4.6. ----------LCAD CASE #1 DESIGN Ija'DS ---------------- 1-2 -844 .04 .57 .61 Bldg Enclosed = Yes Dir L.Plf L.Loc R.Plf R.Loc LL/TL 1-2 208 .02 .44 .46 Truss Location = End Trate 2-0 0-0 -61 15 .00 .44 .44 .00 .11 .11H1cYg HJrriaRM/Ooem Line =Igo &P Category = B Ih 90.00 ft, H Width = 8.42 ft 0-0 -25 .00 .04 .04 Me -n roof bei 13.84 ft, nph = 80 0-0 0 .00 .00 .00 UBC Standard CoClAxinqy, Dead Load = 24.0 psf BC FCRCE AXL END CSI 3-4 211 .00 .33 .33 4-0 0 .00 .00 .00 LEB FCRCE CSI 4JEB FCRCE CSI SLDRL 899 .29 MAX D Ur N (yam) L/915 IN MEM 3-4 (LIVE) LF -.11" D= -.16" T= -.27' = Joint Ia�tials = 1 0- 0- 0 3. 0- 0- 0 2 8- 5-13 4 8- 5-13 15-9-0 0-415 1 1-� 8-5-13 T 16-10-0 SHIP 7-10-12 �1 1 plates are 20 gauge Truswal Connectors unless preceded by 1118" for 18 gauge or "H" for 16 gauge. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng • sob: ® This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on C ]k: CM Dsgnr: EC Western Wood ® Fabricators this design meet or exceed the loading Imposed by the local building code. It Is assumed that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle. Install and brace this truss In accordance with the following standards: TRUSCOM MANUAL', by Truswal, 'QUALITY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - TC Live TC Dead BC Live 3700 Riego Road, Elverta, CA 95626 (QST-88).'HANDUNG INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) end 'HIB -91 SUMMARY BC Dead Rep Mbr Bnd SHEET' by TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719. The American Forest and Paper .00 psf O.C.Spacing Association (AFPA) Is located at 1250 Connecticut Ave. NW. Ste 200. Washington. DC 20036. TOTAL Truss ID: HRB E7. Job#: J4104 Date: 2/12/2004 16.00 psf DurFacs L=1.25 P=1.15 14.00 psf Rep Mbr Bnd 1.00 .00 psf O.C.Spacing 2- 0- 0 10.00 psf Design Spec Segn T6.2.6 UBC -97 - 16305 40.00 psf )ob Name: ADAMSON - Truss ID: ]18 -- >yz: Zyi*-Drwg: Bim 1 X -IX 0- 1-12 RNKT SITE RE)yD 331 3.50" 1.50" TC 2x4 DFL #1 BC Plating spec PI15I/TF1 - 1995 UPT= RFACITCN(S) 2 6- 0-12 544 1.50" 1.50" 2x4 DFL #1 PLATE VALUES PER ICBO RES 7R REPJU #1607. THIS I 1 IS UM QT'M061TE RESULT OF nffTTPLE LOAD CASES. awort 1 -28 ]b Support 2 -21.3 lb 3 4 8- 7-15 5-11- 4 23 1.50" 1.50" 111 1.50" 1.50" Location of interior bearings should be clearly marked truss. loaded for 10 PSF non-concrrreat Bair.3 -14 lb on each Interior stWort or t-poxary shoring mist M=2I��.�o 1I�L REAMCN(S) TC F= AXL HO CSI PLUM- EASED IN CREM LIMBER VALUES. This truss is designed using the be in place before erecting this truss. 94vort 1 -281 Ib Ib 1-2 384 .05 .40 .44 LIDC-97 Code. sttF>port 4 -281 2-0 -113 .00 .40 .40 aldg EYiclosed = Yes 0-0 -3 .00 .00 .00 Truss Location = Ehd Ycm Hurricane/Cbean Line = NoCategory = B BC FUSE AXL IIID CSI Bldg Length = 90.00 ft, Hf d3 Width = 40.00 ft 3-4 -281 .00 .30 .30 Msm roof height 13.84 ft, nr-h = 80 4-0 0 .00 .00 .00 UBC Standard 00a an y, ft ---d Lexi = 24.0 psf 15 00 0-� 6-0-0 12-3-3 SH P 1 plates are 20 gauge Truswal Connectors unless preceded by 11181, for 18 gauge or "H', for 16 gauge. A/7C � 191f.U1-9 FAY, DET7FT' UT (span) • L/999 IN VO4 3-4 (LUNE) LF -.06" D= -.08" T= 14' -- Joint La:-3ti.ans === 1 0- 0- 0 3 0- 0- 0 2 6- 0- 0 4 5- 0- 0 v Truss ID: ]'18 WARNING Read all notes on this sheet and give a copy_of it to the Erecting Contractor. Eng. Job: . SJ. sob# : J4104 This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done In Chk: CM ® Western Wood ® Fabricators 3700 Riego Road, Elverla, CA 95626 accordance with the current versions of TPI and AFPA design standards. No responsibility, Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code. It Is assumed that the lop chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of tie wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle. Install and brace this truss In accordance with the following standards: TRUSCOM MANUAL', by Truswal,'gUALrfY CONTROL STANDARD FORMETAL PLATE CONNECTED WOOD TRUSSES' - (QST-88).'HANDUNG INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 1HI5-91 SUMMARY Dsgl'►r: EC Date: 2/12/2004 _ TC Live 16.00 psf TC Dead 14.00 psf BC Live .00 psf BC Dead 10.00 psf DurFacs L=1.25 P=1.15 Rep Mr Bnd. 1 . 15 O.C. Spacing 2- 0- 0 Design Spec UBC- 97 SHEET by TPI. The Truss Plate Institute rrPI) Is located at 583 D'Onofrlo Drive, Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1250 Connecticut Ave. MV, Ste 200, Washington. DC 20036. TOTAL 40.00 psf Seqn T6. 2 . 6 - 16340 s IL (Qlr int ��i�►� �ll�1C 211C11ce CAP-rlLvss Truss Takeoff Design & Sales Monte CaU - 793 Camellia Dr - Paradise, CA 95969 (530) 877-4732 Office (530) 877-4732 FAX T tZ vs.s C N9� � %R-� c -L N q j -D TIA I��sti TizvsS @ 2, 14'' oc, / ri— F(ACE �.•N • ID Ly wo�9 P ?LAO V_LELO LOWD . job ° t-�/g CC) NTyTV L G Ur� uj ( 2 �(j c? Qq C }}Ni�hS�T3 0� `=U�L GNB �3 Cc\NprTraN C " ti Pas 6- E pre-�N 2-X4 CONTLNUOusTE{2-RL `3f-pjr-r44 36" 0•c. PT' ArC W T 0Ira p%s S T Rus& . Vul�1 2164 SLNKFMC 1 16 d -Toe sC F AtL= PT lrPWC y/ 2 1(.A S yN1Le 21 TO S Nc,- ,X.O z ZL 131zt4ria LTtr (ZNAT �- S�0 vlX� E� L TP,—I — 1Y'sSt TRUSS T Rvss CN? . ' . BASE 'TRUSS Z It,A ti P, 5:\.s PEAT( PLATE: 3.4 (2x4) 5-5 (2x61 6-G (2x81 1.5.3, TYPICAL MAXIMUM V-0” EAVI: WIII1 I^�' BLOCKS a 32"o.c. OR 2'.0" EAVI:, 6'-0" MAXIMUM MAXIMUM. WITH 4x7 P2 OR 11111. BRACE SPACING OU I LOOKERS CUT IN TO GABI.F o 32-o.c. 2x4 N2 MINIMUM CONTINUOUS / STRONGBACK BRACED 10 ROOF / STRUCTURE At 6'-O" MAXIMUM. SIRONGBACK AT; 2x1 SI'IIONGRACIC BtIACFD W-10" CLEASPAN. 70 MPLI AT F,VERY 6'-0" MAXIMUM 4'-1.5"CLEARSPAN, 80 MPH MINIMUM GIIADE CHOIIDS AND STUDS 2.x4 S11-ID/S I'ANDARU. STUDS 10 BE MAXIMUM 2.4"o.c. IIFEL PLA1F: 3-4 (2x4) \ 5-5 (2x6) -- ------ - -- G.6 (2XET) BC SPLICE; 3-4 (2x4) CONTINUOUS BEARING WALT. 5-5(2x6) _ 6-6 (2x8) A MAXIMUM 40 PSF LIVE LOAD. 80 MPH WIND EXPOSURE C. LESS Tu "' 2^'-0" WALL HEIGHT. me J No 0 5982 E P. 1 31/02 CNIL _tee MODEL 20 ING DETAILS CODE SPACING UBC CONTINUOUS GABLE DETAILS GABLE END FRAMING CONNECTION DETAILS (MIN. NAIL RFQUIHEMFNTS SIIOWN) SHEATHING TO GABLE TRUSS, Bd AT 6" o.c. 1 '/:" NOTCH to 32" o.c. I I 2x4 SOLID BLOCK, WITH 3-16d NAILS EA. END AND 8d NAILS FROM SI IEA 1.111NG 10 BLOCK AT 6"o.c. —1. 1-1 r-1 VO IV/\11.5 i -2.4 BRACE BRACING ITR BUILDING NEII. I I._ NUOUS BACKING NAILS AT 24" o.c. ALL rLAIE. SECTION A 8d A 1 G" o.c. OA111-r: S 1 UD I'16d { 16d AT 24" o.c. 2.16d'"' �? "' �16d 1 _ v SOLID BLOCKAT WI 11-1 2.1 i5d 1OG- \ 24-o.c. a 2-16d NAILED EA. END 2-16d i DATE — 4VAgNING Read all notes on (hts sheet and give a copy o/ it to (he Erecting Contractor. 2/11/99 Th.s des.,w is to, an irldi•%aleal mmmnq Cenrrnnenl, it f,,r. gran tmriedn,,spe Aicatm- r -om by are cnngronnnl manufacturer and done In k Ott, ar Cenla„Cq w,Ih the cu,.e,d ve.srnns nl tri and AF rP I9siy,r standard."• tan -Soonsibilily is n•.pr n,nd Iry dire CntlOnl1 accuracy Dimensions are to I:e tar iced Uy lira cemponenl n hdaprn e. ancCer bwl•Jino tl"pU•gn nrio, fr. LlbriCahr,•n 11•P heiletrnq rlrsninp, shalt ascertain Thal Ibe toads ITIZ11 1153.l ili,;Crl on mis design m,: P.f n, o ,;Bert the IPadinn irr.1,0_11•v the heal bu,ldiuq Cede II ,s ac:.nn-I Ibal Ice Inp rhnrd is Inlerally braced by the '^f 0, TIM), shealhinq and the bt•ar.m ch,:,d lw is laaey bra•;e-f b.l y ..90"hrmhfi,q n,ahlraI de clly MMCI tt. Unless othnnvisc noted. 9,—mg slhnwn,s Io, '.,-at sarant el rnr nponm,15 ,rrerr,UPrt nr 1, 1^ r"auC" h-.1 n 1"11.111 1'11r< cMr,pu,r .,q shill net Un_ vlt,nd in any envi,onmeW that rTncr; Ihf: moistU. n, Cnntpnl of the wiled e+,.nnd —I, cm— rnnrr C'Clm plane l'nrrntrnn Fab,irate. 1rin41". install and Uraer this Iwss in ❑7USWAL SYSTEMS CORPORATIONarrerdarrcP .onh UIe Iclld:•mq sea„ands 'Tnl4� 11.1 twNUnC by ?,rc:t':•nl, OUAUT'r W1111`101. STANDARD FDTT ACETAL rLATE CONNECTED ,) - I) InUSSES' - (OSLA8). HANULeaLo INSTAI oIG AtIV VIIACMR; METAL MATE U'WIECTED HOOD TnUSSES' - (HIB -9p and'H19 91 ? '::,WARY SHEET' by TPI The T,usc rlaln Ins1•TU1e II ill s Trialed al 59J 1J pnph.n O,i•.a. Alad•snn, WisCOnsT 53:19 The American Fmesl and (,O !,-i, AssCcra!ion (AFPA) rs for;aterI at 1:.50 Cnnnechrnl A,. IA'/ SIP 7n0 V/ashi—Inu, :)C 211035 mil May 6, 2004 Emory and Doris Adamson 168 Vail Drive Chico, CA 95973 Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Assessor Parcel Number: 041-650-015 Building Permit Number: 03-0703 Thank you for submitting the plans for your building project. The plans have been reviewed, and the plan examiner's comments are listed below. Please respond in writing to each item by completing and returning the enclosed PLAN REVIEW RESPONSE FORM. Your complete and clear response will expedite the re -check and approval of this project. STRUCTURAL COMMENTS: . Please provide 2 copies of the new roof plan with all changes noted. Provide key to the letter egarding the changes. rovide calculations for the elimination of any straps. r Provide a construction detail of the notched beam -referred to in item 4 of the letter and p�avide calculations for notching. Indicate location of notch on the new plan. ,61 :P ease indicate the number of 8d nails required for the plywood scab on Truss C3. Please provide an explanation as to why truss �J is shortened. Have bearing walls changed �om the approved plans? Was a different size truss shipped to site? russ .has been submitted with a fix for a beam which runs through it. This conflicts with the removal of the beam as noted in the architects letter. Please indicate which condition is correct. The new roof plan is to indicate which beam is in question If you wish to discuss any of these requirements, please call (530) 538-7541 between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. To discuss non-structural items, ask for Martha. Philo will answer your structural questions. Please refer to your Data Sheet for remaining non -plan check items. (You received this form when you applied for your permit.) The counter staff will answer any questions concerning the Data Shpqt. Martha Christy U Philo Hunt, P.E. Plans Examiner Plan Check Engineer Cc: Tim Crete 1 of 1 c r a t e A R C H I T E C T U R Timothy J. Crete 2540 Esplanade #12 Chico, CA. 95973 tele (530) 345-6676 ... e x p e r i e n c e May 5, 2003 PROJECT: Addition to Single Family Residence Lot 25 Mt Oaks Subdivision-- Paradise CA, CLIENT: Emory and Doris Adamson 168 Vail Dr. Chico, CA. 95973 Attn: Butte County Building Dept. d e s i g E A N D P L A N N - Architect ( C - 24094 ) fax (530) 898 - 0586 e-mail tim@cretedesign.com y o u c a n b u i l d o n ... n I N G www.cretedesign.com Changes to construction: 1. Due to the layout of the trusses, abeam at the front dormer is no longer needed and may be omitted. 2. Due the complexity of the framing, the installation of a strap (an MST148) connecting a beam and plate at the rear of the garage is blocked. The strap may be omited with no sifficant structural deteration. 3. A girder truss has been substituted for a beam at the rear of the house and therefore the beam may be omitted. 4. To connect the top plate to the garage beam a 3 inch x 3.5 inch notch was installed in the upper corner of the beam. This notch will not significantly diminish the structural intregerity of the beam and is outside the load path from the supporting member through the beam. The notch is approved. If there are any further questions or comments please contact this office. Sincerely Timothy J PLAN REVIEW RESPONSE FORINT In order to expedite the review of your plans, please complete the following information and return this form with your re-submittal, if this form is not complete, as to all correction items, we will not be gble to accept your ie-submittal for review. There must be a valid response to every item requested in out pian correction letter. `By others" is not considered n valid response. Please indicate your response to each Item and the location inhere the information can be found on the plans/calcs. ATTACH THIS FORM TO A COPY OF YOUR PLAN REVIEW Lli k AND RETURN WITH REVISED AND ORIGINAL PLANS; OWNERS NAME DATE: PIGS AnAmseel S Z7 Zoe ASSESSORS PARCEL NUMBER PERMIT NUMBER G`'O"D145 1)3- o-1os. RESPONSE FOR P N CHECK LETTER DATED: 5 G 2 too + PLAN CHECK ITEM !i RESPONSE BY: LOCATION ON PLANS/CALCS: 1 C&L 'rC . JV ESIG^/ /v/A t COMMENTS: # AfAr A E Al PLAN CHECK ITEM A RESPONSE BY:. LOCATION ON PLANS/CALCS: , CxiM. PAS110AI COMMENTS: EQ A11111 Alh 'sNA n PLAN CHECK REM A RESPONSE BY. 4 LOCATION ON PLANS/CALCS: OMMENTS: A T E W S W s u ri ►--� p. wEw .to��E4ft�� /i #4AYto 4r 3610 0 4s P6f 14q,,-r PLAN CHECK A RESPONSE BY: LOCATION ON PLANS/CALCS. :q ,/� / co IGfi. ifl"S d N wpr I �4T �. ! AfeillsA L Lp:. _Myr AN& . PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: 0 S SiNC %MX�A.49M�EiJS2.IrAt� lat 3 PLAN REVIEW RESPONSE FORM In order to expedite the relieve of your plans, please complete the following information and return this fort" With your re submittal. H this form is not complete, as to all correction items, ne riill not be able to accept your t6 this rot review. There must be a valid response to every item requested in our plan correction tetter. "By others" is not considered a valid response. Please Indicate yow response b each item and the for where the information can be found on the planocalcs. ATTACH MIS FORM TO A COPY OP YOUR PLAN REVIEW LETTER AND REtURN WITH REVISED AND ORiGiNAL PLANS. OWNERS NAME �t DATE: A14010 / pe�S . Al''i1MSoy✓ S oa ASSESSORS PARCEL NUMBER PERMIT NUMBER E FORP N CHECK LETTER 5y'(/zee .1 1 W11 vra r1.ANUIUALCS: G n'Fi'i a� �CS ICi� YEuow TRKSS. pacts A 2,�3 i 1 j i r 1 •+ v s %'.•i s • PLAN REVIEW RESPONSE FORM In order to expedite the review of your plans, please complete the following infotmation and teturn this form nith your te-submittal, 11 this form is not complete, as to all correction items, we viii not be able to accept your re -submittal for review. There trust be a valid response to every item requested in our pian 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 plans/calcs. ATTACH THIS FORM TO A COPY OF YOUR PIAN REVIEW LETTER AND P.MFtN WITHitE1f15Ef� AND ORIGINAL PIAkS. OWNERS NAME DATE: I"101t% pe�/3 ApAmsew J; / / ASSESSORS PARCEL NUMBER PERMIT NUMBER oi 0-76S. vn r n L:NEaK LETTER DAl 5 4/Zoe*+ •2 I ' t a • IIi t N k ' •� � r k . f� If . rL. • r A V • 4 .. 1 UV U Ii r'I�x�sy 77, - I _: «rwssle. Z i' It ----- p/� { II D O 11 it n i V � �w _j II II 11 II p 11 11 II n W :lOW1Y1O, I' O7. w Y8 j elaoiRu� KEY TO REVIEW LETTER D.. 5/27/2004 - NTS e A May 6, 2004 Emory and Doris Adamson 168 Vail Drive Chico, CA 95973 Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (536) 538-2140 FAX . Assessor Parcel Number: 041-650-015 Building Permit Number: 03-0703 Thank you for submitting the plans for your building project. The plans have been reviewed, and the plan examiner's comments are listed below. Please respond in writing to each item by completing and returning the enclosed PLAN REVIEW RESPONSE FORM. Your complete and clear response will expedite the re -check and approval of this project. 1 STRUCTURAL COMMENTS: Please provide 2 copies of the new roof plan with all changes noted. Provide key to the letter regarding the c anges.� 62j 'Provide calculations for the elimination of any straps.: -7 1 1 ,; 3•. Provide a construction detail of the notched beam -referred to in item 4 of the letter and provide calculations for notching. Indicate location of notch on the new plan. 4. Please indicate the number of 8d nails required for the plywood scab on Truss G3.-' t 5. Please provide an explanation as to why truss C3 is shortened. Have bearing walls changed from the approved plans? Was a different size truss shipped to site? 6. Truss K7 has been submitted with a fix for a beam which runs through it. This conflicts with the removal of the beam as noted in the architects letter. Please indicate which condition is correct. The new roof plan is to indicate which beam is in question If you wish to discuss any of these requirements, please call (530) 538-7541 between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. To discuss non-structural items, ask for Martha. Philo will answer your structural questions. Please refer to your Data Sheet for remaining non -plan check items. (You received this form when you applied for your permit.) The counter staff will answer any questions.conceming the Data Sh t. Martha Christy Philo Hunt, P.E. Plans Examiner Plan Check Engineer Cc: Tim Crete '1 of 1 r Ik V �RX�+. n. •i.'i V. .^Ar , W' Y � C f �...L. .'•t,.... Pa ;tzC•k• . .. .°.. «,�,^ s1:,,r _ v.. k ._._,.. - .... _ r. -.5.1,"... - �. ._ NUICHIN6 Number F,WS S560C June 1999 Introduction Clued laminated timber (glulam) beams are highly engineered components manu- far:tured from specially selected and positioned lumber laminations of varying strength and stiffness properties. These fabricated beams are often specified where the span, strength or stiffness requirements for a specific application call for a highly engineered wood prod- uct. As such, glulam beams are generally designed for and used in applications where they will be highly stressed under design loads. For this reason, field modi- fications such as notching, tapering or drilling not shown on the design or shop drawings should be avoided, and never done without a thorough understanding of their effects on the structural integrity of the member. As mentioned above, glulam beams are fabricated using selected lumber lamina- tions of various strength, stiffness and species types. The beams are "assem- bled" with the lower grade material in the - mid -depth of the beam and higher grade material positioned on the top and bot- tom. The highest grade of material is used as the outermost laminations on the tension side of the beam. Because of this any drilling, dapping or notching that takes place in these outermost tension laminations has a two -fold effect on the strength and serviceability of the beam. First, such modifications reduce the section of the beam. Second, they remove wood fiber from the laminations having the highest strength. Given this, along with the fact that stress concentra- tions occur In such areas created by notching or drilling, it is easy to see why a cautious approach to field modifica- tions is vital. This Technical Note provides recommen- dations for field notching, tapering and drilling glulam beams. Beams illustrated herein are assumed to be simple span and are shown with the compression side up. All equations and notching guide- lines are presented using the same assumptions. For continuous or can- tilevered beams, this information can be used, but only with extreme caution and only after careful analysis based on sound engineering judgment. It is important to understand that improperly made field notches or holes may reduce the capacity of a properly designed member to the point where a structural failure may occur. The effects of any field notching or drilling should be checked by a designer competent in engineered timber design. ENGINEERED WOOL) SYsfEMS Notching Notching of bending members should be avoided whenever possible, especially on the tension side of the member (see Figure 1). Tension side notching of glu- lam beams is not permitted except at member ends and then only under spe- cific conditions. The notching of a bend- ing member on the tension side results in a decrease in strength caused by stress concentrations which develop around the notch as well as a reduction of the area resisting the bending and shear forces. Such notches induce perpendic- ular -to -grain tenslon stresses which, in conjunction with horizontal shear forces, can cause splitting along the grain, typi- cally starting at the inside corner of the notch. Stress concentrations due -to notches can be reduced by using a grad- ually tapered notch configuration in lieu of a square-comered notch. Rounding the square comer of a notch with a radius of approximately 1/2 inch is also recommended to reduce stress concentrations in these areas. For square-comered notches occurring at the ends of beams on the tension side, the designer may consider the use of reinforcement such as full -threaded lag screws to resist the tendency to split at the notch. (See Figure 2.) A number of 01999 Engineered !Wand Systems FIGURE 1 TENSION ZONE LOCATION IN SIMPLY SUPPORTED BEAM CONFIdURATION Uniformly distributed load \–Tension zone d Note: Sketch is not to scale. Outer tension lams (5% of beam depth) FIGURE 2 RECOMMENDED REINFORCINd OF TENSION -SIDE NOTCH Lag screw extends past the neutral axis Into the .. upper portion of beam 0.9d d minimum — — r— Neutral axis Depth of 0.1d notch = maximum T 2 crack zone uae one or more fully ' threaded lag screws design methodologies exist for sizing such screws. The design methodology selected and subsequent fabrication details are the responsibility of the designer/engineer of recons. If lag screws are used, lead holes shall be predrilled in accordance with accepted practice. Where glulam members are notched at the ends for bearing over a support, the notch depth shall not exceed 1/10 of the beam depth. Figure 3(f) is provided to assist to evaluating the associated reduc- tions to beam strength due to notching on the tension side. For notches on the compression side, a less severe condition exists and equations for the analysis of the effects of these notches are also given in Figure 3. The equations given are empirical in nature and were developed for the conditions shown. As this guideline is limited to single span, simply supported beams, the notches shown in Figure 3 occur in areas of high shear and effectively zero moment. For this reason, the design equations given are shear equations. In situations where compression side notches extend into areas of significant moment, the bending capacity of the beam should also be checked using the remaining section of the beam and the appropriate allowable stresses for those laminations remaining at the notch location. Contact Engineered Wood Systems for more Information regarding this type of notch. When it becomes necessary to cut a small notch in the tqp of a glued lami- nated timber (In the compression zone) to provide passage for small diameter pipe or conduit, this cut should be made In areas of the beam stressed to less than 50 percent of the design bending stress. The net section In these areas should be checked for shear and bending stresses to insure adequate performance. All field notches should be accurately cut. Avoid overcutting at the root of the notch. Drilling a pilot hole in the mem- ber at the interior comer location of a notch as a stop point for the saw blade provides both a rounded comer and minimizes overcutting at the corner. Holes Horizontal Holes Like notches, holes in a glulam beam remove wood fiber, thus reducing the net area of the beam at the hole location, and they introduce stress concentrations. These effects cause a reduction in the capacity of the beam in the area of the penetration. For this reason, horizontal holes in glued laminated timbers are limited In size and location to maintain the structural integrity of the beam. Figure 4 shows the zones of'a uniformly loaded, simply supported beam where the field drilling of holes may be consid- ered. These non-critical zones are located In portions of the beam stressed to less than 50 percent of design bending stress and less than 50 percent of design shear stress. For beams of more complex load- ing or other than simple spans, similar diagrams may be developed. Field -drilled horizontal holes should be used for access only and should not be used as attachment points for bracket-, or other load bearing hardware unless specifically designed as such by the engi- neer or designer. Examples of access holes include those used for the passage of wires, electrical conduit, small diame- ter sprinkler pipes, Hberoptic cables, and other small, lightweight materials. 3 Field -drilled horizontal holes should be spaced at least 2 feet on center in the Tion -critical zones, as defined in Figure 4. Under no circumstances should holes be drilled in the outer four laminations of a flexural member on the tension side in the zone or zones stressed to 50 percent or greater of the design stress. Holes with a diameter larger than the thickness of one lamination (typically 1.4/2 inches) or 1/10 of the beam depth, whichever is smaller, are not recommended. However, for glulam members that have been over- sized for architectural reasons, this limit may be increased based on an engineering analysis. Regardless of the hole location,.the net section of the beam remaining should be checked for flexure and horizontal shear. In addition, holes drilled horizontally through the member should be post- tioned and sized with the understanding that the beam will deflect over a period of time under in-service loading conditions.. This deflection could cause distress to supported equipment or piping unless properly considered. . Vertical Hofes As a rule of thumb, vertical holes drilled through the depth of a glulam beam cause a reduction in the capacity at that location directly proportional to the.ratio of 1-1/2 times the diameter of the hole to the width of the beam. For example, a 1 -inch hole drilled in a 6 -inch wide beam would reduce the capacity of the beam at that section by approximately I. 6 1/4. For this reason, when it is neces- sary to drill vertical holes through a glu- lam member, the holes should be posi- tioned in areas of the member that are stressed to less than 50 percent of design 01999 Engineered Wood Systems FIGURE 3 SHEAR DESIGN EQUATIONS FOR NOTCHED AND TAPERED BEAMS d/3 Mln_ (a) Square End Bearing 3d / maximum / (t) Sloped End Cut for Roof Drainage 3de / maximum e -� T 1 T 1 (b) Slope End Bearing u 3de maximum T 1 0.4d Max. T d d t fv 3V = 2b(d_Idd lel (d) Compresslon-side Notch - Weree 0 Max,x T cle T T d d ' 1 t 1 . t 3Vda/v = 2bde fv 2bde I Under No Circumstances should de be < 0.9d (e) Compression -side Notch - Where aid, (f) Tension -side Notch - Not Recommended /v a shear stress (psi) V — shear force at notch location (Ib) b - width of beam (in.) d = depth of beam (In.) de - effective depth as shown On.) a length of notch as shown (in.) 4 0 /999 Engineered Wood Suaenu . i y in bending. In a simply supported, uni- formly loaded beam, this area would be located from the end of the beam inward approximately 1/8 of the beam span. In all cases, use a drill guide to minimize "wandering" of the bit as it passes through knots or material of varying density, and to insure a true alignment of the hole through the depth of the beam. Holes For Support of Suspended Equipment Heavy equipment or piping suspended from glulam beams should be attached such that load is applied to the top of the members to avoid introducing tension perpendicular -to -grain stresses. Any horizontal holes required for support of significant weight, such as suspended heating and cooling units or Main water lines, must be located above the neutral axis of the. member and in a zone stressed to less than 50 percent of the design flexural stress. (See Figure 4.) Fasteners supporting light loads such as lightfixtures must be placed at least four laminations away from the tension face of the member. The design capacity of the beam should be checked for all such loads to insure proper performance.' Protection of Field -Cut Notches and Holes Frequently, glulam beams are provided from the manufacturer with the ends sealed by a protective coating. This sealer is applied to the end grain of the glulam beams to retard the migration of mois- ture in and out of the beam ends during transit and Jobsite storage. field cutting a notch in the end of a beam can change the moisture absorbtion characteristics of the beam at the notch location. This can result in seasoning checks or even local- Ized splitting developing at the root of the notch. To minimize this possibility,. all notches should be sealed immediately after cutting using a. water-repellent sealer. Sealing other field -cut locations as well as field -drilled holes is also recom- mended. These sealers can be applied by brush, swab, roller or with a spray gun. FIGURE 4 ZONES WHERE SMALL HORIZONTAL HOLES ARE PERMITTED IN A UNIFORMLY LOADED, SIMPLY SUPPORTED BEAM .t C/2 f/8 e/8 (`,,Zones where horizontal holes are permitted for passage of wires, conduit, etc. where horizontal holes are permitted for load -carrying fasteners or for passage of wires, conduit, etc. 5 x,11999 Engineered Wood Systema We have neld representatives in most major U.S. cities and in Canada who can Help answer questions Involving APA and APA EWStrademarked products. For addi- tional assistance In specifying engineered woodproducts or systems, get In touch with your hdarest APA regional office. Call or write: WESTERN REGION 7011 So. 19th St. • P.O. Box 11700 Tacoma, Washington 98411-0700 (253) 565.6600 • Fax: (253) 565.7265 EASTERN REGION 2130 Barrett Park Drive, Suite 102 Kennesaw, Georgia 30144.3681 (770) 427-9371 • Fax: (170) 423-1703 U.S. HEADQUARTERS AND INTERNATIONAL MARKETING DIVISION 7011 So. 19th St • P.O. Box 11700 Tacoma, Washington 98411-0700 (253) 585.6600• Fax: 03) 565-7265 Internet Address: http://www.spawdod.org PRODUCT SUPPORT HELP DESK (253) 620-7400 E -mall Address: hetpOapawood.org (Olnces: Antwerp, Belgium; London, United Kingdom; Hamburg, Germany; Mexico City, Mexico; Tokyo, Japan.) For, Caribbean/Latin America, contact headquarters in Tacoma. The product use recommendations in this publication are based on the continuing programs of laboratory tesitn-q, product research, and comprehensive field experi- ence of Engineered Wood Systems. However. because EWS has no control over quality of workmanship or the conditions under whkh. engineered wood products are used, It cannot accept responsibility for product performance or designs as actually con- structed. Because engineered wood product . performance requirements.vary geographi- cally, consuR_ your local architect engineer or design professional to assure compliance with code, construction, and performance requirements. Form No. EWS S560C Revised June 1999/0100 ENGINEERED WOOD SYSTEMS / � I 0 1999 Engineered Wnnd Syorems •R 1 '� �.q ' � K .e .-. .. .i...ti; ... SIMP__''S__ON StsL S / Holdowns are used to transfer tension loads between floors, to tie purlins to masonry or concrete, etc. Use HDAs and HDs for overturning requirements and other applications to transfer tension loads. All HDAs and the H015 are sell -jigging, ensuring code -required minimum 7 boll diameter spacing from the end of the wood member to the center of the first bolt hole. HD6A, HD8A, HD10A and HD14A's seat design allows greater installation adjustability. An overall width of 31/4' for the 1-106A, H08A and HD1OA, and 31/2" for the HD14A provides an easy fit in a standard 4x wall. HDA SPECIAL FEATURES: • Single piece non -welded design results in higher capacity. • Load Transfer Plate eliminates the need for a seat washer. • Fewer inspection problems. MATERIAL: See table FINISH: HD2A, 5A, 6A, 8A, 1OA—galvanized. 1-108A may be ordered HDG; check with factory. HD14A, HD15—Simpson gray paint INSTALLATION: • Use all specified fasteners. See General Notes. • For an improved connection, use a steel nylon locking nut or a thread adhesive on the anchor bolt. • Bolt holes shall be a minimum Of 1/32" to a maximum of 1/16" larger than the bolt diameter (per 1997 NDS, section 8.1.2.1.). • Standard washers are required between the base plate and anchor nut (1-1015 only), and on stud bolt nuts against the wood. The Load Transfer Plate is an integral part of the HDA Holdown and no washer is required. See page 12 for BP/LBP Bearing Plates. • See SSTB Anchor Bolts, Simpson's Anchoring Systems and Additional Anchorage Designs for anchorage options. The design engineer may specify any alternate anchorage calculated to resist the tension load for a specific job. • Locate on wood member to maintain a minimum distance of seven boll diameters, distance is automatically maintained when end of wood member is flush with the bottom of the holdown. • To tie double 2x members together, the designer must determine the fasteners required to bind members to act as one unit without splitting. • For holdowns, anchor bolt nuts should be finger -tight Pius /. to % turn with a wrench, with consideration given to possible future wood shrinkage. Care should be taken to not over -torque the nut. • Stud bolts should be snugly tightened (1997 NDS, section 8.1.2.4). • To tie double 2x members together, the designer must determine the fasteners required to bind members to act as one unit without splitting the wood. SII H010A (HD6A, HD8A and H014A similar) HD5A (HD2A similar) U.S. Patent No. 4,665,672 Canada Patent No. 1,253,481 WA9ERS MIM BE NSWIED 00WEEN BMTNUB ANDMODD STAND OFF PROVIDES MINIMUM END DISTANCE FOR I. ,,H wASIIER MUST BE NS1ALLED HEFE Typical H015 Holdown Installation, Threaded Rod. 2-2x Blocking May be required. Check your local building code. Typical H135A Tie between Floors To achieve table loads, the minimum bolt end distance is seven bolt diameters. This distance is designed into holdowns. Bolt end distance may be increased, provided the anchor nut is not over -torqued, which could split the stud. Deflection values may be higher. • For additional information, request T -HD -01. Typical H05A Holdown CODES: See page 8 for Code Listing Key Chart. Installation with SSTB anchor bolt. Washers are not required at the base. HDBA Installed in Pairs (1 Model No. Material Dimensions Fasteners Avg UII Allowable Tension Loads',"(DF/SP)(133)—'Holdown10 Deflection at Highest Allowable Design Load Holdown10 Deflection at Highest Allowable Design Load When Raised Off The Sill Plate Code Ret. Base Ga Bodya Ga HB SB W H B $0 CL Anchor Dial," a hi Machine Bolts Length of Bolt 2 e in Vertical Wood Member Qty Dia 1'h 2 1 21h 1 3 3'h I 51h HD2A 7 12 4X6 2y.1 2% 8 2X6 % 1X6 % % ori4 2 2 % % 12150 1555 2055 2565 2775 2775 2760 0.058 0.067 0.041 --0_077 — 0.117 — 0.125 2 43,82 2,82 H05A 3 10 5y, 3 3y 97/,6 3X6 y2 2'16 20767 1870 2485 3095 3705 4010 3980 5510 H06A Y, 7 63(6 3y 3y, 11X6 3116 A6 2X6 % 2 '/e 27333 2275 2980 3685 4405 5105 HDBA 7 6)(6 3y 3y, 14X6 3X16 5(6 2X6 '/e3 % 28667 3220 4350 5415 6465 7460 7910 0.111 0.269— 0.215 0.082 - 0.121 _-- — 0.269 0.282 0.082 - 2 31, 82 2,82 2, 43, 82 HD10A y, 7 6X6 3y 3y, 18X6 3116 X6 2X6 ye 4 4 5 '/e 1 1 28667 3945 5540 8310 9540 9900 HD14A HD15 3 3 7 7 4 4 - 3y 3y 20X6 24y 36/6 4ti6 6/e 3Xelye 2X6 1 ly, 38167 55333 — _ 11135 _ — _ - 11060rl380 - 305 1.Allowable loads have been increased 33% for earthquake or wind loading with no further increase allowed; reduce where other loads govern. 2.H015 requires a minimum 6x6 nominal post. Minimum post size is required to ensure the tension load carrying capacity of the critical net section meets the holdown capacity. 3.Use a minimum 46 nominal post for the HD14A. Minimum post size is required to ensure the tension load carrying capacity of the critical net section meets the holdown capacity. 4. HB is the required minimum distance from the end of the stud to the center of the first stud bolt hole. End distance may be increased as necessary for installation. 5.The designer must specify anchor bolt type, length and embedment. See SSTB Anchor Bolts and Additional Anchor Designs. 6. See page 10 for anchor bolt retrofit. 7. Lag bolts will not develop the listed loads. 8. Full tension loads apply when HD5A is used with a 5/e anchor bolt. 9. See page 9 for testing and other important information. 10. Deflection at Highest Allowable Design Load: The deflection of a holdown measured between the anchor bolt and the strap portion of the holdown when loaded to the highest allowable load listed in the catalog table. This movement is strictly due to the holdown deformation under a static load test conducted on a steel jig. 11. For Hem Fir values request T-HEMFIRHDA. 9 i r c s The Predeflected Holdown (PHD) is a revolutionary development in holdown connections. Predeflected during manufacturing, the PHD virtually eliminates deflection from material stretch. SPECIAL FEATURES: • Wood screws reduce slip due to overdrilled bolt holes. • Smaller centerline reduces eccentricity in the stud. • No stud bolts to countersink. • The slot in the seat provides anchor bolt adjustment. • Fits easily on a 4x stud. MATERIAL: See table. FINISH: Galvanized. Typical P Installat Holdo INSTALLATION: • Use all specified fasteners. See General Notes. • Place the PHD over the anchor bolt. • Install Simpson's code -recognized SOS1/4x3 wood screws, which are provided with the holdown. (Lag screws will not achieve the same load.) • For an improved connection, use a steel nylon locking nut or a thread adhesive on the anchor bolt. • See SSTB Anchor Bolts, page 18, for anchorage options. The design engineer may specify any alternate anchorage calculated to resist the tension load for a specific job. Anchorage length should take the bearing plate height of 15/a" into account, to ensure adequate length of threads to engage the nut. For 3x sill plates use SSTBL. • To tie double 2x members together, the designer must determine the fasteners required to bind members to act as one unit without splitting the wood. CODES: See page 8 for Code Listing Key Chart. PH05 (others similar) US Patent f. 5,979,130 SIMPSON Strong -Tie T For holdowns, per ASTM test standards, anchor bolt nuts should be linger -tight plus 1/3 to 1/2 turn with a wrench, with consideration given to posslble future wood shrinkage. Care should be taken to not over -torque the nut. 1. Allowable loads have been increased 33% for earthquake or wind loading with no further increase allowed: reduce where other loads govern. 2. The designer must specify anchor holt type, length and embedment. See the SSTB Anchor Bolts. 3.See page 12 and 34 for retrofit anchor boll. 4.1-oads are based on static tests on wood studs, limited by the lowest of 0.125' deflection, ultimate divided by 3, or the woad screw value. 5. Deflection at Highest Allowable Design Load: The deflection of a holdown measured between the anchor bolt and the strap portion of the holdown when loaded to the highest allowable load listed in the catalog table. This movement is strictly due to the holdown deformation tinder a static load test conducted on a steel jig. 6. Installs best with a low speed 1/2' right angle drill with a 3/6 hex head driver. 7. PHD installed raised off the sill plate has greater deflection values. HDC product line eliminates eccentricity. Installs with SDS screws (included) Post Dimensions Fasteners MATERIAL: 10 gauge strap. FINISH: Galvanized strap, aluminum base. Allowable° Holdowns Holdown, For holdowns, • Install on concrete. per ASTM test • Sized for 2-2x, 4x and 2-2x6 members in two load capacities. standards, anchor • Concentric to eliminate bending on the stud. No. of • Install Simpson's code -recognized SDS1/4x21/2 wood screws, which are finger -tight plus provided with the holdown. (Lag screws will not achieve the same load.) Tension_ Loads Deflection Deflection a wrench. Model Ganch • Maximum anchor bolt height above concrete is 21/2". • To tie double 2x members together, the designer must determine the fasteners _ required to bind members to act as one unit without splitting the wood. Simpson Avg 2.2x and at Highest at Highest Code No. HDC5/22-SDS2.5 W H B 3 19/16 ADiaor SDS1/4x3 Ult Greater Vertical Allowable Allowable Ref. HDC5/4-SDS2.5 44 39/16 91/6 3 113/16 5/e 12 Wood 9060 Wood Member Design Load Design Load HDC10/22-SDS2.5 2-2x4 31/s 143/e 3 19/16 7/6 24 9665 Screws .075 (133) Flush Raised 44 1 PHD2=SDS3.J4" 141/6 3 95/,6 2/ 13/6. % 10 12,520 .3610 ' .033 .076_ 15,670 4685 _ .047 .111 PHD5-SDS3 14 3 11 6 2% 1% Y814 PHD6-SDS3 12 3y13%16 2 1 1% / 18 18,250 5860_ .045 .077 3198 PHD8-SDS3 10 3y 17w,, 2/ 1% / 24 21,2431. 6730 .051 .060 1. Allowable loads have been increased 33% for earthquake or wind loading with no further increase allowed: reduce where other loads govern. 2. The designer must specify anchor holt type, length and embedment. See the SSTB Anchor Bolts. 3.See page 12 and 34 for retrofit anchor boll. 4.1-oads are based on static tests on wood studs, limited by the lowest of 0.125' deflection, ultimate divided by 3, or the woad screw value. 5. Deflection at Highest Allowable Design Load: The deflection of a holdown measured between the anchor bolt and the strap portion of the holdown when loaded to the highest allowable load listed in the catalog table. This movement is strictly due to the holdown deformation tinder a static load test conducted on a steel jig. 6. Installs best with a low speed 1/2' right angle drill with a 3/6 hex head driver. 7. PHD installed raised off the sill plate has greater deflection values. HDC product line eliminates eccentricity. Installs with SDS screws (included) Post to reduce slip and maintain post capacity. H MATERIAL: 10 gauge strap. FINISH: Galvanized strap, aluminum base. Anchor INSTALLATION: • Use all specified fasteners. See General Notes. For holdowns, • Install on concrete. per ASTM test • Sized for 2-2x, 4x and 2-2x6 members in two load capacities. standards, anchor • Concentric to eliminate bending on the stud. bolt nuts should be • Install Simpson's code -recognized SDS1/4x21/2 wood screws, which are finger -tight plus provided with the holdown. (Lag screws will not achieve the same load.) 1/3 to 1/2 turn with • Slot in the seat allows for 3/8' of adjustment perpendicular to plate. a wrench. • Witness slot in the base to inspect the nut . Rede • Maximum anchor bolt height above concrete is 21/2". • To tie double 2x members together, the designer must determine the fasteners _ required to bind members to act as one unit without splitting the wood. CODES: See page 8 for Code Listing Key Chart. (133) Model Post W H B Anchor Number SDS Allowable Tension Concrete Noldown Deflection No. Size Bolt of Bearing' at Highest Allowable Rede _ 1/4x21/2 (133) @ 2500 pf. si Design Load HDC5/22-SDS2.5 2-2x4 31/s 93/e 3 19/16 5/e 1 12 4870 7460 .032 HDC5/4-SDS2.5 44 39/16 91/6 3 113/16 5/e 12 4870 9060 .032 HDC10/22-SDS2.5 2-2x4 31/s 143/e 3 19/16 7/6 24 9665 7460 .075 160 HDC10/4-SDS2.5 44 1 39/1e 141/6 13 11Ma '/e 24 9665 9060 .075 1. The designer must specify anchor bolt type, length and embedment. See the SSTB Anchor Bolts. 2. See page 12 and 34 for retrofit anchor bolt. 3. Loads are based on static tests on wood studs, limited by the lowest of 0.125' deflection, ultimate divided by 3, or the wood screw value. 4. Deflection at Highest Allowable Design Load: 20 The deflection of a holdown measured between !%p anchor bolt and the strap portion a1 the holdown I when lc-c�a muua/ oaded to the highest allowable load listed in the catalog lable. This movement is strictly due to the holdown deformation under a static load test conducted on a steel jig. 5. SDS screws install best with a low speed 1/i drill with a 3/6 hex head driver. 6.HDC5/22 and HOC10/22 will achieve an allowable load of 4005 Ib. on a DFL plate. HDC5/4 and HOC10/4 will achieve an allowable load of 4940 Ib. on a DFL plate, which does not take deflection into account, 7. Higher values may be obtained when HDC is not placed at an edge or with Pc concrete strength > 2500 psi. 3 SOS1/4x3 - ; 'lm, ' Screw a I US Patent No. HANGER 6,109,850 NOT SHOWN See screw into on " page 10 R Top View Typical Concrete Wall PHD Offset Installation 8.SDS1/4x3 screws are required for PHD's. Call Simpson for PHD loads using shorter screws. 9. For Hem -Fir loads. request Technical Bulletin T-HF.MFIR-3R. seSlg11 Truss Take -off Design & Sales sistance Monte Call - 193 Camellia Dr •Paradise, CA 95969 (530) 811-4132 Office (510) 811.4172 FAX TRUSS ENGINEERING Adamson Residence Revised Engineering Western Wood Fabricators (916) 991-4400 Truswal Systems (800) 322-4045 0 0 Job Name: adamson Truss ID: H3X Drwg• !'BRG B -LOC REACT SIZE RBQ'D 1 0- 1-12 417 3.50- 1.50• TC - 2x4 DFL #1 Sc 2x4 DFL #1 Plating spec : ANSIrrPI - 1995 This truss Is designed using the 2 F- 6- 0 386 3.50+ 1.50• WEB 2x4 DFL STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. UBC -97 Code. BRO REQDIREMENT9 ehora are based ONLY Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone an the truss material at each bearing End verticals designed for axial loads only. PLATING BASED ON GREEN LUMBER VALUES. Hurrfcane/Ocean Line = No Exp Category = 8 TC Extensions above or below the truss profile wdeu u,hrnrim nnled «rnrhrg,hnM„Lc%r boern(,nplxnn%rn„ynnern,rnrnrp,nnir,nrrJ"reb�Llnrgleng,n. Thi,m,nl,nnen„hall Ibel,lnredill n,e envimmne,n(hat ill roamthe mni,nnrranrcnrofthe , Bldg Length = 90.00 ft, Bldg Width = 48.50 ft FORCE ASL END CS1 2-2 (If any) require additional consideration .l(nc,reedl976rmrLnrrnureromrewrplorcrnmuinn.!•irhrirnrr.hnnrRe. WIWI and hence (AQ I- in ce nernrdnnxidde , e lidlu iag nnndnrd,: 701NT DFTVLS'hr )omni.:INSI,TP! l: 'II'TGI V. 111 u d T- ('mu,rrl Mean roof height = 11.99 ft, mph = 80 -532 0.00 0.13 0.13 (by others) for horiz. loads on the bldg. ol,I.eicnSimrdnrdD,,ign Re,pnuibili,iex.'ILINOLL\'G LV57.4LL1,\rGd,V(J HRA('l:\'GA/F,T.4L PI_ITF. ('O.Vh'F.C7ED 117)DD)'RUSSh.'S •1118.91 UBC Standard Occupancy, Dead Load 2-3 -303 0.00 0.13 0.13 . (IllBAll and J'UAIAlAR1'SIIF.h7`hr TI'l. The i'nry /'lore lnsri,urr (TPl) ix lur•nmJ m l rfhrnir/n Urivr. ,Vndi.enn. «7,rancin Sl7l Y. = 24.0 psf 3-4 -281 0.00 0.06 0.06 7he.4n,erirn,bnre„nal NwrAtr imiun(Ah'P4)ith,lednrlln 19,h.9-,. %'O:,ca8,Rt a ,hmrrnn. o(']rmin. TOTAL 40.00 psf BC FORCE ABL HND CSI 5-6 450 0.05 0.16 0.21 6-7 52 0.00 0.16 0.16 WEB FORCE CSI WEB FORCE C9I 2-6 -255 0.07 4-6 297 0.12 3-6 87 0.04 4-7 -380 0.05 3-9-14 I0-4-3 6-11.6 2-8-6 1 2 3 4 .. Q d -A MAX DEFLECTION (span) : LJ999 IN MEM 5-6 (LIVE) L= -0.02" D= -0.09" T= -0.05" ===== Joint Locations 1 0- 0- 0 5 0. 0- 0 2 3. 8-15 6 6.11. 6 3 6-11- 6 7 9-7-12 4 9-7-12 3-11-15 SHI 2-5-11 s f G, s p 15 rt: ) 1 rTj 0/ 5 6 73/1/2004 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 15/32" = 1 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. JOB#: J4104a ® Thi, deign i.r_lor an iadi,,idunl building rom(,on a neer r- t'r em. b Im, been hnmd on s(xcillcnuorr, pmvideJ hr (hc rnny,onem mauu(rnurrr m,d done in ncrurdnnre wilh tlm Iu a l e ion, u/'TPl nnd,IFPA de,ig„ .nmrdnnte Nn regronrihilirr is ...... lnr dimensinnnl IN Ch k • KJ D ' Truss I D H 3 X ncrurnn•. eruinnc nee ,o he xriRed bT rhe rnm/rnnenr nrnuu%nnurrrmrd'ur building dr,igrrer pnnr rn h,hrirmiur,. 77re budding de,lgocm ours, ncrerroin ,ha, rhe lanrl, Dsgnr: KJ D : WESTERN miliscdnnrhirdoigrrmeelnrecceed,helaadiuginym,edbr,heI.-/buildingrrulenndrhe(xnirulnrn«plirnr/un. 77rede,igrns,urne„halrhe,oPH d TC Live 16.00 psf DurFacs L=1.25 P=1.15 WOOD i, hae-lh• brnred hr rbc mol orylunr.dren,hirrg and the Mvnm hoed is lnremflr brnred hr n r/gid shendring nuuerinl direr•,b ounr/md. ®FABRICATORS wdeu u,hrnrim nnled «rnrhrg,hnM„Lc%r boern(,nplxnn%rn„ynnern,rnrnrp,nnir,nrrJ"reb�Llnrgleng,n. Thi,m,nl,nnen„hall Ibel,lnredill n,e envimmne,n(hat ill roamthe mni,nnrranrcnrofthe TC Dead 14.00 psf Rep Mbr Bnd 1.15 .l(nc,reedl976rmrLnrrnureromrewrplorcrnmuinn.!•irhrirnrr.hnnrRe. WIWI and hence (AQ I- in ce nernrdnnxidde , e lidlu iag nnndnrd,: 701NT DFTVLS'hr )omni.:INSI,TP! l: 'II'TGI V. 111 u d T- ('mu,rrl BC Live 0.00 psf O.C.Spacing 2-0-0 3700 RIEGO ROAD, ELVERTA, CA 95620 ol,I.eicnSimrdnrdD,,ign Re,pnuibili,iex.'ILINOLL\'G LV57.4LL1,\rGd,V(J HRA('l:\'GA/F,T.4L PI_ITF. ('O.Vh'F.C7ED 117)DD)'RUSSh.'S •1118.91 BC Dead 10.00 psf Design Spec UBC -97 . (IllBAll and J'UAIAlAR1'SIIF.h7`hr TI'l. The i'nry /'lore lnsri,urr (TPl) ix lur•nmJ m l rfhrnir/n Urivr. ,Vndi.enn. «7,rancin Sl7l Y. 7he.4n,erirn,bnre„nal NwrAtr imiun(Ah'P4)ith,lednrlln 19,h.9-,. %'O:,ca8,Rt a ,hmrrnn. o(']rmin. TOTAL 40.00 psf Segn T6.4.12 - 0 Job Name: adamson WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: K8A Drw : bR0 1 Y -LOC REACT SIZE RRO'O TC 2x4 DFL #1 Plating spec : ANSI/TPI - 1995 This design based on chord bracing applied 2 0- 1-12 2038 3.50• 1.50• 2x6 DFL #2 5-7 THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 41- 9- 4 2482 3.50• 1.50• BC 2x6 DFL #2 BRO REQUIREMENTS sho. are based ONLY WEB 2x4 DFL STANDARD MULTIPLE LOAD CASES. max o.c. from to an the trusa material at each bearing + . • t . ♦ ♦ + t ♦ + ++ a ++ ♦ a + t + a PLATE VALUES PER ICBO RESEARCH REPORT #1607. TC 24.00" 16-10.15 31- 6- 0 ,..r nr ,r rmplmerm,rsim, r,rb,;rnre hm,Ih,inonn mrd h- ht, rma ,,, nrrnrdnnr • I,i,h rhr follnning nnnd-dv VOINT DET IILS' h,' 711-11 It *.. INS1.7P1 1; '117C.I I' • 111-171- 1 .nn,cil BC Live 0.00 psf O.C.Spaeing 2- 0. 0 Loaded for 10 PSF non -concurrent BCLL. This truss Is designed using the BC Dead 10.00 psf Design Spee UBC -97 Nail pattern shown Is for PLF loads only. Drainage must be provided to avoid ponding. UBC -97 Code. TC FORCE A%L END CS1 Concentrated loads MUST be distributed to Permanent bracing Is required (by others) to Bldg Enclosed = Yes, Importance Factor = 1.00 1-2 -3803 0.05 0.13 0.18 each ply equally. On multi -ply with hangers, prevent rotation/toppling. See HIB -91 and Truss Location = End Zone 2-3 -3581 0.03 0.14 0.16 use 3" nails min. Into the carrying member. ANSI/TPI 1-1995 or ANSIIrPI 1.2002. Hurricane/Ocean Line = No Exp Category = B 3-4 -3531 0.02 0.12 0.15 For more than 2 ply, use additional fasten. Continuous lateral bracing attached to flat , Bldg Length = 90.00 it, Bldg Width = 48.50 it 4-5 -2968 0.02 0.12 0.14 ers as Indicated from the back pays, or use TC as Indicated. Lumber must be structural Mean roof height = 14.48 it, mph = 80 5-6 -3095 0.01 0.21 0.23 any other approved detail (by others). grade. Brace @ 24" o.c. unless noted. UBC Standard Occupancy, Dead Load = 22.0 psf 6-7 -3095 0.01 0.21 0.23 + ♦ t ♦ + a • + a ♦ ♦ r ♦ f t + + a a ♦ ♦ • PLATING BASED ON GREEN LUMBER VALUES. ----------LOAD CASE #1 DESIGN LOADS --------------- 7-8 -2714 0.01 0.21 0.32 2-PLYI Nall w/1.0d COMMON, staggered(per NDS) End verticals designed for axial loads only. Dir L.Plf L.Loc R.Plf R.Loc LL/TL 8-9 -1321 0.00 0.21 0.21 In: TC- 2/ft BC- 2/ft WEBS- 2/ft Extensions above or below the truss profile TC Vert 56.00 0-0-0 56.00 27-0-2 0.57 BC FORCE AIL END CSI (If any) require additional consideration TC Vert 84.00 27. 0. 2 84.00 41-11- 0 0.52 10-11 3350 0.22 0.10 0.31 (by others) for horiz. loads an the bldg. BC Vert 20.00 0-0-0 20.00 27-0-2 0.00 11-12 2955 0.19 0.06 0.25 BC Vert 30.00 27.0-2 30.00 41-11-0 0.14 12-13 2602 0.13 0.07 0.20 ...Type... lbs X.LOC LLlTL 13-14 2601 0.17 0.28 0.45 B C Vert 655.0 27-0-2 0.42 14-15 2340 0.15 0.47 0.62 ' 15-16 2340 0.15 0.26 0.41 16-17 1865 0.12 0.26 0.38 MAX DEFLECTION (span) :L/9991N 17-18 -83 0.00 0.03 0.03 MEM 14-15 (LIVE) L=-0.09" D=-0.12" T=-0.21" [PRH FORCE CSI WEB FORCE CSI 2-11 -299 0.02 7-14 1060 0.22 4-11 447 0.09 7-16 81 0.02 4-12 -555 0.07 8-16 743 0.15 16-10-15 5-12 565 0.11 8-17 -1805 0.18 i 5-14 692 0.14 9-17 2021 0.41 2 -PLY$ 1 _ 2 3 4 , 6-14 -556 0.08 9-18 -2416 0.14 REQUIRED 10-3-15 6 7 8 9 14-6-0 I _ O T 7-11 1 655# 1, 41-11-0 6.7-0 10 11 12 13 14 15 16 1718 STUB 9-6.6 SI ===== Joint Locations 1 0.0-0 10 0.0.0 2 6- 1.12 11 8.11- 4 3 8- 1- 3 12 16. 6. 8 4 11-6.14 13 18.0.0 5 16-6-8 14 24-3-0 6 24-3.0 15 30-6.0 7 31-11.8 16 31-11-8 8 36.11.2 17 39.6-12 9 41.11.0 18 41-11.0 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 1/8" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. JOB#: J4104a ® Thtsdcrigr,lrfornnindividurtlbuildingrmnponernnor,nuss7•wen,. Bbrabeenborednnsperiprmiuuspm.•idedb)'rbcr9mponemnvurulnnurer rtnd done in rtcro,dnnee "irh rhe curreru versionr u/TP/ nnd.IFP.I des%gn wnndnrdr. Nu resnnribil7rp i.. f di.-ut Chk' KJD Truss ID: K8A aaamnor nil nccurnr7. IN -j- pnd ore rn be ,eri/icd k h,, rn -,pi,- nu,nu1--rnnd1ur building *signer poor rn f hrrrnnnn. Tdn hmldi,,R drx,g„rr n , xr rr,rn.. drm rhe /node Dsgnr: KJD md,-9d un Ibis deign weer nr arced rhe /cording -M-d hr rhe 1-1 building rode m,d rhe p uvirulnr npplir muu. 1'be dew} , nssurnex ,hm d,e ,,,p rhnrd TC Live 16.00 psf DurFaes L=1.25 P=1.25 WESTERN WOOD fl -A, I, lnrrmll • hmreJ hr rhe ,rmi9r 9nr shend,i" 1, g nmre,inl drrcc,lr nrrnrhrd, u„h•.a orhen�rre ®FABRICATORS w,ed. Bmrmg,rinnmislnrinremisupponnfcurnpono,rsn,emhrrsanlr,nredureburklinglcngrh.%'hi..rmnpuucn,.dudl,rn,Mpinrrdinn,n o,wm.m,emrhn,n;nrnn..erne,,mi,rn rrom--l,h,.-,d,nerreedl9r;r,rrm;,rrr TC Dead 12.00 psf Rep MbrEind 1.00 ,..r nr ,r rmplmerm,rsim, r,rb,;rnre hm,Ih,inonn mrd h- ht, rma ,,, nrrnrdnnr • I,i,h rhr follnning nnnd-dv VOINT DET IILS' h,' 711-11 It *.. INS1.7P1 1; '117C.I I' • 111-171- 1 .nn,cil BC Live 0.00 psf O.C.Spaeing 2- 0. 0 3700 RIEGO ROAD, ELVERTA, CA 95626 n1':hnmir. SI-dnrd DL igr, RisM,, ibiliriec'11ANDLINO INSMULINGAND HP 4CIA:O,IIh.7,11.PLI%'TCONNF.CTF.D WOOD TRI ,YSF'S' BC Dead 10.00 psf Design Spee UBC -97 . (1118.91) m,d 71/B-91 SWMf.4R1'S7/F.'Er hr TPI. Tin• Tn,.a PI hsrinae 11711 a turn ed n, D'lhrnr>in Lb;n•. 14,divu, Igvunsin W19 roe:hnrrerma„ream,dPnprravm;mim,I.IPr.ui,,I rurdm /IIIlvd,S'o-,r,.,,,vniS'n•a'nn. n'n.hh,grnr nringf6 TOTAL 38.00 psf Seqn T6.4.12 - 0 Job Flame: adarrmson Truss ID: K8AS Drwa: BRO Y -LOC REACT SIZE REQ'D TC 2X4 DFL 01 1 0-5-0 0 2709 3.50^ 1.50^ 2x6 DFL #2 5-8 2 41- 5-12 3296 3.50^ 1.76• BC 2x6 DFL #2 BRG REQUIREM33NTS above are based ONLY 2x4 DFL STANDARD 18.7,22-9 on the trues material at each bearing WEB 2x4 DFL STANDARD BRG HANGER/CLIP NOTE Drainage must be provided to avoid ponding. 2 Hanger TBE- Permanent bracing Is required (by others) to 'HANGER (S) TO Be ENGINEERED prevent rotation/toppling. See HIB -91 and Support Connections)/Hanger(s) are ANSI/rP11-1995 or ANSI/rP11.2002. not designed for horizontal loads. Continuous lateral bracing attached to flat nurcd. fi-iomA-nLr7i,,tot-L.mpporiolrmnprnrc,...... hrcr.... rrrlu,xh-klin0l 01.17,i.vrnmlumcnr.dmllnml.rplrvcdinnrn• " -iroo-.1 tho, , Ill mninurxrumennJlhem,odun:rrred11.4nr/'nrrnuser TC as indicated. Lumber must be structural TC FORCE AKL BUD CSI grade. Brace Q 24" o.c. unless noted. 1-2 -5104 0.06 0.27 0.33 PLATING BASED ON GREEN LUMBER VALUES. 2-3 -4620 0.07 0.14 0.21 End verticals designed for axial loads only. 3-4 -4552 0.07 0.18 0.25 Extensions above or below the truss profile 4-5 -4032 0.04 0.19 0.23 (If any) require additional consideration 5-6 -3948 0.02 0.11 0.13 (by others) for horiz. loads on the bldg. 6-7 -5617 0.04 0.11 0.15 7-8 -5627 0.04 0.13 0.17 8-9 -4839 0.17 0.00 0.17 9-10 -4934 0.07 0.17 0.24 10-11 -2177 0.01 0.15 0.16 BC FORCE AxL BND CSI 12-13 4467 0.29 0.16 0.45 13-14 4466 0.29 0.10 0.39 14-15 4026 0.26 0.03 0.29 15-16 3527 0.23 0.03 0.25 16-17 3527 0.23 0.05 0.28 17-18 23 0.00 0.11 0.11 18-19 798 0.16 0.16 0.32 19-20 4273 0.28 0.05 0.32 20-21 4322 0.28 0.04 0.32 21-22 128 0.02 0.13 0.15 22-33 19 0.00 0.07 0.07 23-24 -113 0.00 0.04 0.04 EEEizl 1 16-7-11 2-PLYS 1 2 3 4 5 REQUIRED Q WEB FORCE CSI WEB FORCE CSI 19-7 -473 0.16 17-19 4340 0.88 21-9 -224 0.13 8-19 1988 0.40 2-13 131 0.03 8-20 382 0.08 2-14 -490 0.05 9-20 -145 0.01 4-14 508 0.10 10-21 2767 0.56 4-15 -802 0.11 21-23 2181 0.44 8-9-10 5-15 788 0.16 10-23 -3064 0.23 5-17 723 0.15 11-23 2859 0.58 6-17 -2237 0.33 11-24 -3232 0.20 6-19 2408 0.49 5-5 =0-5-13 Plating spec : ANSI/rPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607 Loaded for 10 PSF non -concurrent BCLL. ++.♦+++++t++it+.♦++a+a Nall pattern shown is for PLF loads only. Concentrated loads MUST be distributed to each ply equally. On multi -ply with hangers, use 3" nails min. Into the carrying member. For more than 2 ply, use additional fasten- ers as indicated from the back plys, or use any other approved detall(by others). ...................... 2-PLYI Nail w110d COMMON, staggered(per NDS) In: TC- 2/ft BC- 2/ft WEBS- 2/ft This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 0.0.0 41. 7. 8 BC 120.00" 0. 0- 0 41- 7- 8 Required bearing widths and bearing areas apply when truss not supported In a hanger. HORIZONTAL REACTION(S): support 1 -1131b support 2 -113 ib This truss Is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = B Bldg Length = 90.00 It, Bldg Width = 48.50 It Mean roof height = 14.48 ft, mph = 80 UBC Standard Occupancy, Dead Load = 22.0 psf ---------LOAD CASE #1 DESIGN LOADS ------------- Dir L.Plf L.Loc R.Plf R.Loc LLrrL TC Vert 84.00 0-3-4 84.00 27- 0- 2 0.57 TC Vert 112.00 27- 0. 2 112.00 41- 7- 8 0.53 TC Vert 28.00 41.7-8 28.00 41-11.0 0.42 BC Vert 30.00 0-3-4 30.00 27-0.2 0.00 BC Vert 40.00 27-0-2 40.00 41- 7- 8 0.11 BC Vert 10.00 41-7-8 10.00 41-11.0 0.42 Type... lbs X.Loc LL/TL BC Vert 735.0 27- 0.2 0.42 10-0.7 6 7 8 9 10 11 14-6-0 1 - O -. o -v a-4 S=6-6 4-144 4-6 4-6 4-8 27-1-4 7-9-0 6-6.0 41-4-4 0-3-4 , 6-10-8 STUB 12 13 14 15 16 17 189 20 272 23 24 STUB 8-9-10 SHIP MAX DEFLECTION (span) U999 IN MEM 17-18 (LIVE) L=-0.11" D=-0.15" T=.0.26" ==== Joint Locations 1 0-0-0 13 5.10-8 2 5-10- 8 14 11-3-10 3 7-9-15 15 16-3-4 4 11-3-10 16 17-8-12 5 16-3-4 17 21.6-8 6 21-6-8 18 26-11-8 7 26-11. 8 19 26-11-8 8 31-8-4 20 31-8-4 9 33-9-0 21 33-9.0 10 38-2-4 22 33-9.0 11 41.4.4 23 38.2.4 12 0-0-0 24 41-4-4 :3/.-1120 4' All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 1/8rr = 1 r WARNING Read ail notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. JOB#: j4104a ® nds dMV, if,,, nn iodirid-I buildiomm� ng ro-Pnor 1- scaan. Is hm hese hnced an specifiradm,s p,n,ided h, d e rmnPn„eru ,mmnr ermrr coddo- In nrco,d- wh rhe rumen, -imu orTPl mrd AFPA design n odords. Nn a. i. nsmmed dimensinnnl C h k: KJ D Truss I D K8 A S �mihilin• fur nnvrnn•. Diu,ensim,s re robe ,r.ifed hp rhe rnmprn e u mnorncr nnd.nr building desigucr prior rn l,hrirm/nn. The building derigr,cr mun nsrennin ,her rhe /nodi Dsgn r: KJ D : WESTERN unit_ednnrhirdesignrneernrerteed.helmdirrg;mPoscdlrrhelnrnlhungrndenndrnepn ;r lnrnpprrm;n,,. rhe deig n,,,mre:rhmrhe,nprhn l TC Live ,6.Q0 psf DurFaes L=1.25 P=1.15 WOOD is /arern/!r hmced hp rhe .Dolor prxrnrhem/ding and dire horru,n .hard /., /mernllr hrnnd hr n ,igid.d,end,irrg n n,erinl durrdr nnne/md. un/rsr urh,•n,rse ® FABRICATORS nurcd. fi-iomA-nLr7i,,tot-L.mpporiolrmnprnrc,...... hrcr.... rrrlu,xh-klin0l 01.17,i.vrnmlumcnr.dmllnml.rplrvcdinnrn• " -iroo-.1 tho, , Ill mninurxrumennJlhem,odun:rrred11.4nr/'nrrnuser TC Dead 12.00 psf Rep Mbr end 1.00 -cu,rpinrr .,imr.Fnhrnu,.hnndlc.i-off nod h- db dr vSr in nrrordoo-,rirh rhe loll oriog m odords: JOINT OErdILS' hr Tn,surd. SINMITIV l ; 'IITCA V. 11'norl Iiv.cr (iuuvil ' BC Live 0.00 psf O.C.SpaCing 3-0-0 3700 RIEGO ROAD, ELVERTA, CA e5e28 ,j A' eriro St-dnrdV mp,Res1- bilir;rs.11ANIXINC INSTALLING. LVD RRACLYGUE7:IL PLA 7S'CON66'LTED nr1oD ItIIISES' BC Dead 10.00 psf Design Spec UBC -97 . 0118.911 nnd7118.91 SOdIbIARYBIIEErh,r TPI. 77,e l' ,-1'In,r h,.rri,nrc r7rn i., leaned m 110,oirio 11,1,•n..vn,arrm. Irisr,,,,.rin jj719. the Amerirnn Fureo and Pnper A.uorrnhnn LIFP:II i.r hrrmrJm 1111 rod,,emen. am, a're goo. n'dddnm,. 0('_0036. TOTAL 38.00 psf Seqn T6.4.12 - 0 • ._ r.•«�• t: } . ,, t ,yam , r { r, 11 �. , .tea r •�. • r iqN�' r .� i•`� Y`\ Ir Y• • � 1 �f f •ya � • r Al Al t. 34'•1•.Irh; Job flame: adamson Truss ID: K8X Drwa: BRG Y -LOC REACT SIZERBO'D TC 2x4 DFL #1 1 0- 1-12 1138 3.50" 1.50• 2x6 DFL #2 5-7 2 26- 9-10 1024 3.50" 1.50" BC 2x6 DFL #2 BRG REODIREI•IBNTS shorn are based ONLY WEB 2x4 DFL STANDARD on the trues material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607 SRO HANGER/CLIP NOTE Drainage must be provided to avoid ponding. 2 •HDS26 PLATING BASED ON GREEN LUMBER VALUES. Support connections)/Hangsr(s) are End verticals designed for axial loads only. not designed for horizontal loads. Extensions above or below the truss profile SEE SIMPSON CATALOG (if any) require additional consideration FOR ADDITIONAL INSTALLATION NOTES (by others) for horiz. loads on the bldg. TC FORCE AXL BND CSI 1-2 -1815 0.02 0.28 0.30 2-3 -1597 0.02 0.28 0.30 3-4 -1550 0.02 0.22 0.24 4-5 -966 0.01 0.22 0.23 5-6 -743 0.00 0.28 0.29 6-7 0 0.00 0.28 0.28 BC FORCE AEL HND CSI 8-9 1573 0.20 0.17 0.37 9-10 1167 0.12 0.19 0.31 10-11 806 0.09 0.13 0.22 11-12 808 0.09 0.20 0.29 12-13 735 0.08 0.20 0.28 WEB FORCE CSI WEB FORCE CSI 2-9 -308 0.09 5-12 -204 0.10 4-9 471 0.19 6-12 448 0.18 4-10 -569 0.55 6-13 -1064 0.91 5-10 494 0.20 7-13 -185 0.20 Web bracing required at each location shown. ® See standard details (TX01087001-001). Plating spec : ANSIITPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Loaded for 10 PSF non -concurrent BCLL. Continuous lateral bracing attached to flat TC as Indicated. Lumber must be structural grade. Brace @ 24" o.c. unless noted. This truss Is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone HurricanelOcean Line = No , Exp Category = B Bldg Length = 90.00 ft, Bldg Width = 48.50 It Mean roof height = 14.48 ft, mph = 80 UBC Standard Occupancy, Dead Load = 22.0 psf 16-10-15 1 2 3 4 5 0 6 9-11-6 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 16.10.15 26-11-6 Required bearing widths and bearing areas apply when truss not supported In a hanger. HORIZONTAL REACTION(S): support 1 187 lb support 2 187 ib 7 8 9 10 11 12 3-4 8-6-4 21.621.6 13 STUB MAX DEFLECTION (span) : L/999 IN MEM 8.9 (LIVE) L= •0.05" D= -0.07" T= -0.12" ===== Joint Locations 1 0-0.0 8 0-0-0 2 6-3-0 9 8-11-4 3 8-1.3 10 16-6-8 4 11-7-8 11 18.0.0 5 16-6-8 12 19-0-0 6 19-0-0 13 26-11.6 7 26-11-6 9-6-6 Sh P V_ rt ^11/^' 3/1/2004 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 3/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. JOB#: J4104a ® This drsign Is 6,r nn iudh idunl building cnmpournr ua, pvsr xsrenr. B has been based nn xperihrnrinnx proridcd hr rhe rmnpnnem um„ujan°rer and dune in rtrrnrdnnre ui,h ,hc runrm ,•ertimrr nl TPl mrd df'P,1 design srnndnrds. A'n rxxprmcihilip• is nssunn•Q(r,r dimenc,nnW ncnrrnrr. INr nriu C h k: KJ D Truss I D " K8 X .' mem Ire ,rrifirAbr rhe rumpurn:m rnmmjnnurernnd/nr huilding dexigrrer prim ro/'nhrir•mimr. 11re hmlding decigrrer muv arcer,nin rhnuhe lmrd,. Dsgnr: KJD WESTERN WOOD vu0_ed nn dris design weer or emeed rhe landinnrpnsed h• dre 6x111 huilding -dr and rhe particular applirnlwu. The dccig r nssuures dm, dre h,p rhmd g i TC Live 16.00 psf DurFaes L=1.25 P=1.15 G lnremllq hrnced(p' rh-w'-11-4 mhing nnddre Mllr rhnrtl is lnrem4• ) brared by a rigid gi g nvuerinl direnlr nurrched, un/ca u,hrr,rJar nmed. 8rnrhr ahn•,ris rinle-1su nn.1*n uusmemben 1., mredureh-Adi,, len dr. /hiarm, ernahnu,m,hc l redh , g / pry v"r• • g g yn,r, p n TC Dead 12.00 psf P Re Mbr Bnd 1.15 P ®FABRICATORS er, +n , „rm,n,en„hnr,.au n erhe,nnL,,mernn,ernn0heu„ndrnarreed1W.b„mv,rrr ar nrmrrnnplmerm ,simr. hnhirme.hnm0r.+'"'I/ mrd hmre rh/s „vsr in ncronlnncc n•„h ,hc %nllou,rr,¢ s,nndnrds: :JOINT UET.• ILS' h• 71--d. :IMCIITPI V '117(:1 V. 1G,,,d 1'rvss C i,unril BC Live 0.00 psf O.C.Spaeing 2-0-0 J Amertcn J'rnndard(lesig,Re,prmsihlli,iv.'l(ANUl.ING 1.V$T.ILU\''Q.-0\'D ftRIC/.VG,1/F.T.-II.P(-IrE CONAIFC'TFO Ryon TRUb:Chs' BC Dead 10.00 psf Design Spec UBC -97 3700 RIEGO ROAD, ELVERTA, CA 95628 . d1/B 911 mrd'/l/B 91 5'UAIMAH I'SllEh.'T' M• lPl. The Twss I'Inre lnvimrc r7T11 /> Imnrerl m D'O+mpin lhi,r. ,Vnd+snn. 11'iacn+rsu, 13719. The.lme,irnn Fureu mrd paper A.ccrrinunrr olhP:R is lmnredmllll l9rh Srrer,.,eu: Srr arJ211'rrshige,nn. OC:0036. TOTAL 38.00 psf Segn T6.4.12- 0 ob Name: adamson Truss ID: FG D ERG 2 -LOC REACT SIZE REQ'D TC 2x4 DFL #1 1 0- 1-12 577 3.50• . 1.50- BC 2x6 DFL #2 2 3- 4- 4 734 3.50• 1.50• WEB 2x4 DFL STANDARD BRO REODIRRHENTS shoves are based ONLY Loaded for 10 PSF non -Concurrent BCLL. on the truss material at each bearing Permanent bracing Is required (by others) to BRO HANGER/CLIP NOTE prevent rotation/toppling. See HIB -91 and 1 JUS26 ANSI/rPI1-1995 or ANSIrrPI 1.2002. 2 JUS26 Support Connections)/Hanger(s) are not designed for horizontal loads. SEE OSP CATALOG FOR ADDITIONAL INSTALLATION NOTES TC FORCE ABL BND CSI 1-2 0 0.00 0.15 0.15 BC FORCE A%L HND CSI 3-4 0 0.00 0.86 0.86 NEB FORCE CSI WEB FORCE CSI 1-3 -97 0.02 2-4 -98 0.02 1-4 0 0.00 3-6-0 11 2-4 3 Plating spec : ANSIITPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607 Drainage must be provided to avoid ponding. PLATING BASED ON GREEN LUMBER VALUES. End verticals designed for axial loads only. Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. 2 2.5-4 1040# 3.6-0 I 4 3-6-0 Required bearing widths and bearing areas apply when truss not supported In a hanger. This truss Is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No, Exp Category = B Bldg Length = 90.00 ft, Bldg Width = 48.50 It Mean roof height = 11.83 It, mph = 80 UBC Standard Occupancy, Dead Load = 22.0 psf ----------LOAD CASE #1 DESIGN LOADS ----------- Dir L.Plf L.Loc R.Plf R.Loc LL/rL TC Vert 56.00 0- 0- 0 56.00 3.6- 0 0.57 BC Vert 20.00 0- 0- 0 20.00 3. 6- 0 0.00 ...Type... lbs X.Loc LLrrL BC Vert 1040.0 2- 0- 0 0.42 MAX DEFLECTION (span) : L/999 IN MEM 3-4 (LIVE) L= -0.02" D= -0.02" T= -0.04" ===== Joint Locations 1 0. 0- 0 3 0- 0- 0 2 3- 6. 0 4 3- 6. 0 ti Z"../.. 3/ 1 /2004 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 17/32' = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. JOB#: j4104a ® This design is for an individual building cwnpourrn not trvu smmm. It has leen hr sed on ,cperilicminns pmvided hp dre rompnnem numujncrorer and done m arra desats u•i,h me rnnenr ven,onr ,I! rr/ arra de ig d.. C hk' KJ D a„d r..mtiea ,V,,,*-MI'rihibp i.. -.,tied jar dhne,,..ia„a/ arra..,.,•. rr,,,ea.inn.. Truss I D : FG m ro be ,raped hp rhe cnmpanart monu(acmrer and/or hui/ding designer prior a, (nbr/cmi"n. The hudding drsigr,er n,un ascertain d,m rhe loads Dsg n r. KJ D WESTERN u4li:ed on this duig t meet nr errerd rhe loading inyx sed M• rhe I til huildiag rude• and rhe p -i -lar upplirarvnn. 7hc design ...... e. that he res hard TC Live 16.00 psf DurFacs L=1.25 P=1.15 WOOD trinremdl�h-edb,•dmmujnr/lourshenrhirrgnndtheloaamrhordtrlme dlyhnvedhrnnxdshenthiugmorcrirddirerdrnnnrhed. wdcssndreru-ue ®FABRICATORS tinted Arming Via- isfrlaterals pporrofrnmponeersmernhenm,Irmreduceh-Alinglength. This aaipuad,sludlnotbeplurcdiannv --imnmnudmnrill-uscdretiminure...... rnlrheunodut--dl9%andlur"userunnermr TC Dead 12.00 psf Rep Mbr Bnd 1.00 plate rnnnsiva. Fnhrirnre.handlc,innnll and brace this tNss in nccordnnre ":rh rhe Inlln• ing nes„dards: 'JOINT n£T.4/IS'hr r . -d. ANS1/7PI 1: '117C.1 1'. il'ood Huss ('nnnril BC live 0.00 psf O.C.Spacing 2-0-0 3700 RIEGO ROAD, ELVERTA• CA 95628 j amerirn 3�mrdard lhsig„Rcrpnnsibiliries.'II.IA'Ol./.\'Gh\y'T,ILIJh'G aNIJ ARI(7\'G,l/h.'7:1/.pLq'b'('O\',Vh'('TrU 1P000 TAU.CCF_S' BC Dead 10.00 psf Design Spec UBC -97 - pl/A-911 and'71IB9f S(/.tlAlaRr SIIFET hr 7T1. Ther .e. Plme /r,.virurc r]'/'/1 is /attired nr n'gmjri„ IJri,r. Alnrli.rnn. II'/srm,sirr ?e%/9 Me -iron ru-,ampaper ....uriarinnt.lrnuislaratedat 1111 l9,h.eneer, n'A� Su. min. u'a,hiacrna. n('20036 TOTAL 38.00 psf Seqn T6.4.12 - 0 t r e t e d e s ig n A R C H I T E C T U R E A N D P L A N N I N G Timothy J. Crete - Architect ( C - 24094 ) 2540 Esplanade #12 Chico, CA. 95973 tele (530) 345-6676 fax (530) 898-0586 e-mail tim@cretedesign.com www.cretedesign.com ... e x p e r i e n c e y o u c a n b u i l d o n ... May 5, 2003 PROJECT: Addition to Single Family Residence Lot 25 Mt Oaks Subdivision- Paradise CA, CLIENT: Emory and Doris Adamson 168 Vail Dr. Chico, CA. 95973 ITEMS: . Attn: Butte County Building Dept. Changes to construction: 1. Due to the layout of the trusses, a beam at the front dormer is no longer needed and may be omitted. 2. Due the complexity of the framing, the installation of a strap (an MST148) connecting a beam and plate at the rear of the garage is blocked. The strap may be omited with no sifficant structural deteration. 3. A girder truss has been substituted for a beam at the rear of the house and therefore the beam may be omitted. 4. To connect the top plate to the garage beam a 3 inch x 3.5 inch notch was installed in the upper comer of the beam. This notch will not significantly diminish the structural intregerity of the beam and is outside the load path from the supporting member through the beam. The notch is approved. If there are any further questions or comments please contact this office. Sincerely Timothy J 0 LONGFELLOW LUMBER CO. zINCO ■ Quality Truss'Design ■ Roof & Floor Systems (800) 678-0112 /< (530) 893-0112 •FAX (530) 893-0140 89 Loren Avenue Chico, CA 95928-7434 Customer: ?� ��s��.J Job No: A-�•4�tti Address: Mitek Industries, Inc. Redong (Ray) Yu � % 7777 Greenback Lane, Suite 109 `�`� — _Citrus Heights, CA 95610 (916) 676-1900 APPROVED INSPECTION AGENCY, AP#: V mber Products Inspection, Inc. P.O. Box 20455 Portland, OR 97220 (503) 254-0204 Ak 4 u , ' • r� IIx . aR " r i r ^ n • ' 1 .Jf , tir to 7 12-10-0 LONGFELLOW LUMBER CO., INC. 89 Loren Avenue CRETE DESIGN ADAMSON Chico CA 95928 Name: ADAMSON RESIDENCE Address: LONNIE DRIVE City: CHICO Job: Telephone: (530) 893-0112 State: CA Adam0227 Fax: (530) 893-0140 Phone: )UNI 'ARi"MEN-, V : Not to scale I Date: 2/27/03 1 Drawn By: GDA S i • _ N y r r i s r r I � f .. MiTek Industries, Inc. 7777 GREENBACK LANE SUITE 109 CITRUS HEIGHTS CA 95610 USA FAX (916) 676 1909 TELEPHONE (916) 6761900 May 31, 2002 Longfellow Lumber 89 Loren Avenue Chico, CA 95928 ` �g RE: Trusses supporting A.C. Loads) MiTek Industries, Inc. truss designs are adequate to support up to an additional 150 pounds per truss due to mechanical loads. If this load falls at a panel point, no revision to the engineering is necessary. If it falls in between panel points, a 2X scab of equal size and grade as the top cord is required for the full panel length carrying the load. Attached with l Od nails at 12" o.c. These rules only apply to residential 2' o.c. truss applications with greater than 3/12 pitch. For commercial building span of truss shall be limited to 30'- 0" maximum. If you have any questions, please call meat 1-800-772-5351. QROVESSIp ONG ZR, p NO. 049919 NO. -30-07 RedongJPI•` Director of 9 F Western Operations RY/ek r R «•try ; t lN�.�}�,.,�r{ C 1 • ,r} • - + •�`Si �• "�, R «•try ; lN�.�}�,.,�r{ 41 , r • _ �� _ ,K I. _ r 41 titt=; "i , 15, t 1R " ,ir Ar� (, + v�l;' _ }• ins t 41 3 Ix4 DONT BRACE AT BRACE MEMBERS LONGER THAN'12' ATTACH AT MIDPOINT OF BRACE W/ 2-8d NAILS GABLE END STUD 2x4 HF 5TRONSBACK (PAIL TO LED6ER W/ 10d 0 12' OCJ — 2x4 HF LEDGER (NAIL TO VERTICAL IN 10d NAILS) s ( o �-A35 BRACE TO FLAT �H-3 AT 48' O.C. 0 NOTE= TH15 DETAIL MAY BE USED FOR TK65M WITH PITCHED B.C. ALSO. (0) OPTION TO WEB PLATING: USE (3) - 2' WIRE STAPLES (OM2 DIAJI5 CA) TOENAIL® THW CHORD INTO WEB i THRU WEB INTO CHORD ON ONE FACE FOR A TOTAL OF 6 STAPLES. (PI). (50 t (H) KroT BE PLATED. . xlt OLLA11% 0 3-IOd NAILS EACH END 6-I0d COMMON NAILS ® MAX NW. CED LENGTH OF &ABLE END.STW. (2x4 FIR-LAW4 - STANDARD = 5' -II' - 01 AND BTR 1W LL 1 -n TG DL 15.0 PSF NOTE: &ABI E END DE516N BASED BG DL PSF BC LL OA PSF ON -5 MPH WIND, E4105M. B' TODD. 50.0 PSF AT 0-25 FEET MEAN HE16HT. DURFAC. 1.15 TYPE OF JOB DETAIL .JOB NAME LoN mF ow Lur�BER .CITY, STATE CHI CO, CALIFORNIA Date: 10-18-02 Gary Hawkins ARCHITECT Drawn: AK (530) 892-2700 Job no.: 02-116 1370 FbDGEwOOD DR., STE.1 O FAx:(530)8930532 CHico, CA 95973 garyarchosbcglobalnet r.. t �s a• r ` • ♦ if�� ♦G' �;jam.' r• �� . • �� F c a _ Tj ----- - -- - -- --- . -- - PAGE I OF _HON' A T LITERAL 6(_-A(E tC L_. I S Vkt;b f?2 RE PLACiWG CONT . h(LACFS AT Y2. OP_ AT I f TR U!:5F5 fig' 2.-4" 1aj.(012„0c. 0.6. TYP.2 R A&I WITP tILS rl� b" TP. = t=0K i?l=-' c,10 : . NOTE _ = y2 p01s a o�LT -lop (9 61' 0. G. TYP. -2A4 i�PFRAGE (2X b. H AX . Fr,_r AC1Nq V OP, Y-�? NT6 DXM�. RAGE HUST mE D0 % THE LENGTH OF THE TPI.S DETAIL 15 TO L�,E USED A5 AN AL.T. POR ONE &ONTINUoUb LATEFLAL L -RAGE. - NOTE: 2X3, 2X4, OR 1X4 GRADED LUMBER LATERAL BRACE PER TRUSS DESIGN WITH 2-10D PER WEB (TYP). MAR 2 7 -2002 BRACE MAY BE ATTACHED TO EITHER NARROW FACE OF WEB. (SEE NOTE BELOW)` RESTRAINT REQUIRED AT EAG. ENt? OF tRAGE AHt2 AT 20'-0" INTER�IhL 5. • REFER TO Hlt>-411 SUMMARY SHEET FOR REGOHHE:HPATIONE OP THE TRU55 PLATE lNSTUTE J�EsTtu�clt� MA'( l3� �n�p �YT�KMt Uqe q 17 Irr PtAPHI 6K 'REV Q I a3t9c 1�TMITEI-_ THE Si�?�'LI�� �� ',,fAY i x i s SHAPEn ornry CROS! SECTION C -C COMMON TRUSSES C RIDGE HIP .RAFTERS SHAPED BLOCK CROSS BLOCK PLAN VIEW "C ALTERNATE DETAIL: WHEN HIP RAFTERS DO NOT MEET @ COMMON TRUSS. Suet �(t�oY►r� g( VTsl0rs) O 5L -7%1'0,d- (10400 tHIPTRUSSELS TOP CHORD JACK EXTENSION. END JACK BACK COMMON TRUSSES SECTION B -B .ter... WD -2359 CALIFORNIA HIP YITak kxlustrbs, Inc. 6-20-91 REV, 7//o/92- NOTE: SEE EN(,INEERI1I6 for RRFrER, JACk A/JOTRUSS PeSlalu5, LATERAL 5TA1311-1Ty of Rnpf >rySrEA, To r f peov,Dro !3y PROTEGr RE516,VER, � t GfA�xrcro (`Ptzol i T3 (oTF ,y) � 4—O" Ox Cry-) TOP CHORD BRACING PERTOP CHORD JACK -EXTENSIONS. ENGINEERING SPECIFICATIONS. —11,- SECTION A -A -5Uv0WT3; M-? FrIQLzAckS & {?APrr=nS er CK 7 I, 1 S,o�: � p=TM ,'tom -rr,' UoIPp p-rcA : 1;?62 ^' IYi 2 Dori'. cA zn p17c� 0/,z .� moi✓%. 5V1gC1NG= 24" O.G.. . . At,L, oL5 -ro6� Com►YbR:..wke i4g L. PO.:. s IST Linn r, 1. _ .. . J2-0' OrAF-Pg0K 2-1 GJ. TOC- -441ev) �► 0t( 01C.. AL046=r T} F-= ��- ��' ��� 0► -1 � Tom' mor? b � �� c of o o, w/ 2 1 o -d 7o> 4,411-5�'e'4' e. 2� Ott ��: �I- D�) ' �jx(o A� TG�G}•IoRt� z -0t( NA1�5. �. c. I►l�-t� I M����Y�� p� 2'-O'' �p0 G 19 t77rIL. c.U`Tw4 �-z4o T S .9-3G-04 sr CIVIL ZyP OF C,�ti�FOR ,APP 2 4 2002�v: t Handfinci & Erection Miacellaneous Information Bracing Information Connector Hardware Lumber '. We Industries, Inc._ - 31I0 Cold Camp Dr. 1140 Can{ma hardbp d ane. ahi nol b pamtld. T.mpaMy and prmn.ra6 q Iv Md�+p axryarn b I.Irr Tb u.. d aw oarpaad due b .podlad by Ib dwVw d The mrda. rwa., Obain hamolma ban N lrrr brady apodbd b b trc4p lidvklur wab mal8m ad knraOd. Cammv PI.Im ar. mamilmumd h a®derm I.Ifi TPl luta"XI bM agrad. mof� Inm an d pare and r.MkV laces rug b dnlpnd and rra4d b/ ollrt Tb h.d. r. b b .p¢d b dr aorpaad I.H .nor N and Iar.Nga an canVr.. N w Okra bad@ tM des0i bd. b all ro osry mH mry . p=sls and IMd..¢rdtlw mnpr. rivaa. bdaanarq lW.tm+ponoN 1 as d W.Aa bed aha. does M moat but bn.,. god. DD NQ( USE TNS OESICN. mal b WoD hrcm .boo malnod w b b oqudY.pavA =•ab lnVh. rJond b b Nrm rtur b. Mf.Id on lnh Icm d& kmftr rth lodtn fury rnEaddd. firm mm b d IA..h.. oa9. and b.podlon bvow o i+ur b.d Ib dn. nd .podm down Md aquY b a baler .,,d Rancho Cordora, CA 95670 (800)772S7S1 FAX (916)631-8225 shall p.rr appfd b 0aampanad. C.n mrr b .sdrd b kala mRrrrrar pmpr brYa Ayo braced. Md Y ropims4 Yrhel d5. drawkp b .hood :b ..rd, YRi kdurrlo., lx b �pwYq or.r IM nowt Qmipl d Ifia uN .ho+n m lb bob d dro br Nwnpf ai. dn.Yp. mar0or. M. pnrrod Irraly nvrraMd by obrAYp, pudavvcat&grno.adab. RmltaN d Irrtl hr.clq e�IFT ohorm, ' I ro IM ALSO— pd � deal rad lar d:ladkn: d ked Iryo. oM lecaliao•, pmllan than Iho Pado.podlad Dea n G ler a CHARTER Copyright (C)1992 MEMBER muorlal. .podbd w h .uMir.lr :adom�M Ah pokaa, .fdo rp, .nd pnyaly baa .on and actin orM Msq...aMMw kdkyod YR.t Fdurrlo:, ks. .mmm m amud and . .®p pwfdod lb oabrtaa rd rd addElaud tredq b lb wane anwlwa 11 b b tld prw by Ib pb1. plum I :haul ryrynnmm Y .udm. dha dncn.lau na ahom, m r.,pveDawY br na Bruin. hrdty, .tiprnv. aro imalrur d amQa.ann:. dmgnadmaoanpla..buaa.. _ Ar W,d rwblon d NDS. ARC and TPl 1 MP RTA T: READ AI—LIMTES ON THISDRAWING! e • �f i S C - PB05 MITek Industries, Inc.! Pogo 1 of 1 PIGGYBACK TRUSS CONNECTION DETAIL THIS. CONNECTION. DETAIL SHALL ONLY _ APPLY TO PIGGYBACK SPANS < 16' - I PIGGYBACK TRUSS ROOF SHEATHING TO BE CONTINUOUS OVER JOINT. ATTACH PIGGYBACK TRUSS TO EACH PURLIN WITH 2 - 18d NAILS TOENAILED. MAXIMUM PURLIN SPACING = 24" O.C. OR THE MAXIMUM ALLOWED ON THE TOP CHORD OF THE BASE TRUSS BASED ON DESIGN REQUIREMENTS. ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS WITH 2 - 1 ad NAILS. NOTE: A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. BASE TRUSS GENERAL NOTES:aY: (1) ALL NAILS SHALL BE COMMON WIRE NAILS OR EQUIVALENT. (2) TEMPORARY BRACING FOR ERECTION SHALL BE THE RESPONSIBILITY OF QUALIFIED BUILDING DESIGNER. (3) TRUSS ENGINEERING FOR BASE TRUSS AND PIGGYBACK TRUSS SHALL BE REVIEWED TOGETHER WITH THIS DETAIL. (4) THIS DETAIL CONSIDERS CONNECTIONS FOR GRAVITY LOAD ONLY ,�� r' ANY REQUIREMENTS FOR WIND, SEISMIC, UPLIFTING OR LATERAL 41y FORCE SHALL BE DESIGNED BY QUALIFIED BUILDING DESIGNER. 1;� E%'i?>-;>004 R, 1VARNING - Verify design pnrnnrefers and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Deign valid for use only with MITek connectors. This design Is based only upon parameters shown, and is loran Individual but ding component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of _ co a mg esigner not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. WIT" Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- .89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719 MiTek Industries, Inc. Sv ' �. x i - .. • +• (gyp � L Ti4 t yq' i3 • t} .. + r A ' Y l J i 3'. , ,�l.y.. • ,� + Symbols Numbering System -& General ISafety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 'Center plate on joint unless Damage or Personal Injury, dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide co n to the copies of this truss design p g plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each 1' /B TOP CHORDS other. 1/8 ♦ 'f- C2 C3 p co JS �O �, 3 O 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. U U 4. Unless otherwise noted, locate chord splices �" U CL at '/4 panel length (± 6" from adjacent joint.) • For 4 x 2 orientation, locate ~ CB C7 C6 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed19% at time of fabrication. plates 1/8" from outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 'This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667, 9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. j continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING 14. Do not cut or alter truss member or plate Indicates location of joints at which bearings (supports) occur. without prior approval of a professional engineer. Iwoerection 15. Care should be exercised in handling, and installation'of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. • � � � � � �. - • '�'` � , . .. {..' i �- ti � r �°� ,ar.,` e .. .. r � 'moi .y'i , t x ''+.. - " • '�.. � .� • �M Y �• + � , � v ' + •+ �% � �` � .. _ � 1 '' >, ._ .;�� �, � 4. � , .s; _ � .� .. ' � � �4 Y . • J' y a )� � c L, . a +" '�z F y ! r'.Y. s � r . ,, � _ .. ,� .+. _ � s +: _,�; �. .t .. ' r � . :.; '. , k •, _- r � `' _ ;:. � . � ; �" +� y �+ � �(' � S � � '� , �j ^) 1 Y r� i 1 � \\ 1 > � `!.' � '' ~� 1 ' �r �.. i` �' � � P Job Truss Truss Type City Ply ADAMSON RESIDENCE 28-3-11 33-104 38.6.11 43-3-1 48-60 I I I I 1.6.0 5.2-15 4-67 4-67 H 411-0 &b9 �3-0-11 I 4-0-11 R8620490 ADAM0227 Al ROOF TRUSS w 1 1 7 27 9 290 Vert(LL) 0.24 22 (optional) Longfellow Lumber Co., Inc., Chico, Ca. 9b9Z8-/434 4.ZU1 5H1 s Oct 1 / ZOUZ Mitek Industries, Inc. Ihu Mar Ub U9:b4:Zb ZUU3 Nage 1 5x6 = 26 25 24 23 22 21 20 19 18 5x6 = 3x6 = 3x6 = 3x6 = 3x8 = 2x4 3x8 = 3x6 = 3x6 = 3x6 = 52-15 I 9.11-5 I 14-7-12 { 19-612 I 24-3-0 1 26114 I 33.1 D-4 1 38-6-11 52-15 4-8-7 487 411-0 4-84 4-64 4-11-0 4-67 43-3-1 4660 4.8.7 52.15 4 0 0 17 c,) 14 6 Plate Offsets (X,Y): [2:0-1-11,Edge], [16:0-1-11,Edge) 26.11-0 •,1-60 5.2.15 9-11-5 14-7-12 19812 20.2 .5 24-3-0 28-3-11 33-104 38.6.11 43-3-1 48-60 I I I I 1.6.0 5.2-15 4-67 4-67 H 411-0 &b9 �3-0-11 I 4-0-11 H 1 I I tale = 1:95.0 0-7-9 4-11-0 4-67 4-67 52.15 1-6-0 6.00 12 floc) 3x8 = 5x6 TCLL 7 27 9 290 5x6 = 26 25 24 23 22 21 20 19 18 5x6 = 3x6 = 3x6 = 3x6 = 3x8 = 2x4 3x8 = 3x6 = 3x6 = 3x6 = 52-15 I 9.11-5 I 14-7-12 { 19-612 I 24-3-0 1 26114 I 33.1 D-4 1 38-6-11 52-15 4-8-7 487 411-0 4-84 4-64 4-11-0 4-67 43-3-1 4660 4.8.7 52.15 4 0 0 17 c,) 14 6 Plate Offsets (X,Y): [2:0-1-11,Edge], [16:0-1-11,Edge) LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.27 Vert(LL) 0.24 22 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.39 22 > 999 BCLL 0.0 Rep Stress Incr NO WB 0.28 Horz(TL) 0.16 16 n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/deft =. 240 Weight: 292 Ib LUMBER TOP CHORD 2 X 4 OF NG.1-G BOT CHORD 2 X 4 OF No.1-G WEBS 2 X 4.OF Std -G BRACING TOP CHORD Sheathed or 3-5-2 oc purlins, except 2-0-0 oc purlins (4-5-12 max.): 7-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at micipt 6-23, 9-23, 9-21, 12-21 REACTIONS (lb/size) 2=1752/0-3-8, 16=1752/0-3-8 Max Horz 2=136(load case 4) Max Uplift 2=-260(load case 5), 16=-264(load case 5) FORCES Ilb) - First Load Case Only TOP CHORD 1-2=34, 2-3=-3293, 3-4=-3161, 45=-2765, 5-6=-2711, 6-7=-2338, 7-8=-58, 7-27=-2061, 9-27=-2061, 9-28=-2061, 10-28=-2061, 10-11 =-16, 10-12=-2338, 12-13=-2711, 13-14=-2765, 14-15=-3161, 15-16=-3293, 16-17=34 BOT CHORD 2-26 = 2866, 25-26 = 2624, 24-25 = 2341, 23-24 = 2341, 22-23 = 2127, 21-22 = 2127, 20-21 =2342, 19-20=2342, 18-19=2624, 16-18=2866 WEBS 3-26=-172, 4.26=286, 4-25=-371, 6-25=413, 6-23=-488, 7-23=628, 9-23=-154, 9-22=53, 9-21 =-154, 10-21 =629, 12-21 =-489, 12-19=413, 14-19=-370, 14-18=286, 15-18=-172 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 h above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7.93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed with ANS11TPI 1-1995 criteria. 7) Girder carries tie-in spans of 2-0-0 from front girder and 2-0-0 from back girder 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. Continued on page 2 March 6,2003 © Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE Design valid for use only with Wait connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shaven is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality conud, storage, delivery, erection and bracing, consult OST -88 Quality Standard, OSB -89 Bracing Specification. and HIS -91 t Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 O'Onofrio Drive, Madison, WI M719 1 Te k r. i - 9+ «3 ♦ �r +i � moi. fy. {V6 f ..f•. �=� dry¢. r,. a X r - s tr - r _i -t ' i Job Truss Truss Type Qty Ply ADAMSON RESIDENCE R8620490 ADAM0227 Al ROOF TRUSS 1 1 (optional) Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434 4.201 5R1 s Oct 17 2002 MiTek Industries, Inc. Thu Mar U6 09:54:28 2003 Page 2 NOTES ' LOAD CASE(S) Standard 1) Regular: Lumber Indease= 1.25, Plate Increase= 1.25 Uniform -Loads (plf) _..._ _..... ._-_...._._:... _....... _. ._, _ Vert: 1-7=-52.0, 7-8=-52.0, 7-27=-20.0, 27-28=-52.0, 10-28=-20.0, 10-11 =-52.0, 10-17=-52.0, 2-16=-14.0 Concentrated Loads (lb) Vert: 8=-65.9 28=-65.9 A Warning - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and boded vertically. Applicability of design parementers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance - regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Duality Standard, DSB-89 Bracing Specification, and HIB -91 tp �_ Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Ni4 �p�qH D i Te k f-' Job Truss Truss Type Qty Ply ADAMSON RESIDENCE I I 4$-0 1 I 9-3-8 10-3-0 Plate Offsets (X,Y): (2:0-0-12,0-0-21,11 2:0-0-12,0-0-21 R8616392 ADAM0227 A2 DROP TC HIP 4 1 PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.60 Vert(LL) (optional) Longfellow Lumber Co., Inc., Chico, Ca. 95915-/434 4.101 SRI 5 Oct 17 2002 MiTek ek industries, Inc. vve0 Mar U5 15:24:32 2003 rage 1 X1-6-01 7-0-5 1 13-63 1 20-0-0 l 24-3-0 1 28.6.0 1 34-11-13 1 41-5.11 1 48.60 50.0.Q 1-60 7.0.5 65-13 6513 4-3-0 4-3-0 65.13 65.13 7-0.5 1-6-0-6-0 Scale = 1:95.0 5x6 6.00 12 3x6 - 5x6 6 7 8 r1 0 4x6 - 19 18 17 16 15 14 4x6 - 3x6 - 3x6 = 3x8 - 3x8 = 3x6 - 3x6 - FORCES (lb) - First Load Case Only TOPCHORD 1-2=17, 2-3=-2929, 3-4=-2689, 4-5=-2689, 5-6=-2111, 6-7=-1898, 7-8=-1898, 8-9=-2111, 9-10=-2689, 10-11=-2689, 11-12=-2929, 12-13=17 BOT CHORD 2-19=2603, 18-19=2242, 17-18=2242, 16-17=1955, 15-16=2242, 14-15=2242, 12-14=2603 WEBS 6-17=624, 8-16=624, 3-19=-286, 5-19=379, 5-17=-503, 7-17=-131, 7-16=-131, 9-16=-503, 9-14=379, 11-14=-286 NOTES 11 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 h with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard March 6,2003 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE tib Design valid for use onlywith MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Spermscation, and HIB -91 p �y Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onorrio Drive, Madison, WI 53719 ! T a k,' 1 10-34 19-612 24-3-0 2611-4 362.12 486-0 I I 10.34 9-3-8 4-8-4 I I 4$-0 1 I 9-3-8 10-3-0 Plate Offsets (X,Y): (2:0-0-12,0-0-21,11 2:0-0-12,0-0-21 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc)• I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.60 Vert(LL) -0.28 16-1.7 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.58 16-17 >995 BCLL 0.0 Rep Stress Incr YES WS 0.30 Horz(TL) 0.14 12 n/a BCDL 7.0 Code UBC97/ANSI95 1st LC LL Min I/deft = 240 Weight: 254 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1-G TOP CHORD Sheathed or 3-2-15 oc purlins, except BOT CHORD .2 X 4 OF No.1 &Btr-G 2-0-0 oc purlins (4-5-8 max.): 6-8. WEBS 2 X 4 OF Std -G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-17, 7-17, 7-16, 9-16 REACTIONS (Ib/size) 2 =1676/0-3-8, 12 =1676/0-3-8 Max Horz 2=-122(load case 3) Max Uplift 2=-198(load case 5), 12=-198(load case 5) –" FORCES (lb) - First Load Case Only TOPCHORD 1-2=17, 2-3=-2929, 3-4=-2689, 4-5=-2689, 5-6=-2111, 6-7=-1898, 7-8=-1898, 8-9=-2111, 9-10=-2689, 10-11=-2689, 11-12=-2929, 12-13=17 BOT CHORD 2-19=2603, 18-19=2242, 17-18=2242, 16-17=1955, 15-16=2242, 14-15=2242, 12-14=2603 WEBS 6-17=624, 8-16=624, 3-19=-286, 5-19=379, 5-17=-503, 7-17=-131, 7-16=-131, 9-16=-503, 9-14=379, 11-14=-286 NOTES 11 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 h with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard March 6,2003 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE tib Design valid for use onlywith MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Spermscation, and HIB -91 p �y Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onorrio Drive, Madison, WI 53719 ! T a k,' it t { r � f' TC .� earl vi. .k4tsF.r'r4.%.. w�• yam- IPA' 'V - r ,x 'r '4i v' �' q � r 1 "I�r M�t• ,` •y R ` 7Y r { r � f' TC .� earl vi. .k4tsF.r'r4.%.. w�• yam- IPA' 'V - r ,x 'r '4i v' �' q � r 1 "I�r M�t• ,` •y G { r � f' TC .� earl vi. .k4tsF.r'r4.%.. w�• yam- IPA' 'V - r ,x 'r '4i v' �' q � r 1 "I�r M�t• ,` •y Job Truss Truss Type Qty Ply ADAMSON RESIDENCE 1.2-0-0 2.0.0 1 534 9-38 1 4-84 1 1 4-8-4 R8616393 ADAM0227 A2A DROP TC HIP 5 1 DEFL in (loc) .I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 (optional) Longfellow LUmDer t -o., Inc., t nlco, t,a. uoato-/434 4.tu I an I s vct I/ 4UUL MI I eK mousines, Inc. vveu Mar ua I o:L4:33 LVV3 rage I -2501 5-0.5 1 11.52 1 1840 1 22.3.0 1 26-6-0 1 32-11-14 1 39.511 1 4650 9850, I 2.0-0 545 5514 6-514 � 4-3-0 4-3-0 5514 5514 7.0.5 1-6-0 Scale = 1:86.0 5x6 31 6.00. 12 3x6 - 5x6 5 6 7 19 18 17 16 15 14 13 4x6 3x6 - 3x6 - 3x6 = 3x8 — 3x8 = 3x6 - 3x6 - FORCES (lb) - First Load Case Only TOPCHORD 1-2=-0, 2-3=-2145, 3-4=-2145, 4-5=-1892, 5-6=-1702, 6-7=-1766, 7-8=-1963, 8-9=-2544, 9-10=-2544, 10-11=-2784, 11-12=17, 1-19=-124 BOT CHORD 18-19=1833, 17-18=1903, 16-17=1903, 15-16=1791, 14-15=2111, 13-14=2111, 11-13=2473 WEBS 5-16=531, 7-15=561, 2-18=124,4-18=36,4-16=-289,6-16=-204,6-15=-58, 8-15=-507, 8-13=380, 10-13=-287, 2-19=-2273 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. LOAD CASE(S) Standard Irl 4W61a� �'� March 6,2003 A Warning - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE sem® Design valid for use only with Mi ek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenlers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 !Tek e- 1 534 17572 22-30 2511-0 36-2-12 456-0 1.2-0-0 2.0.0 1 534 9-38 1 4-84 1 1 4-8-4 1 1 938 1034 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) .I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.26 15-16 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.52 15-16 > 999 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.12 11 n/a . BCDL 7.0 Code UBC97/ANS195 1 st LC LL Min I/deft = 240 Weight: 255 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1-G TOP CHORD Sheathed or 3-4-5 oc purlins, except end verticals, and BOT CHORD 2 X 4 DF No.1 &Btr-G 2-0-0 oc purlins (4-7.8 max.): 5-7. . WEBS 2 X 4 OF Std -G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4.16, 6-16, 6-15, 8-15, 2-19 REACTIONS (Ib/size) 19=1525/0-3-8,11=1610/0-3-8 Max Horz 19=-142(load case 3) Max Uplift 19=-118(load case 5), 11=-193(load case 5) FORCES (lb) - First Load Case Only TOPCHORD 1-2=-0, 2-3=-2145, 3-4=-2145, 4-5=-1892, 5-6=-1702, 6-7=-1766, 7-8=-1963, 8-9=-2544, 9-10=-2544, 10-11=-2784, 11-12=17, 1-19=-124 BOT CHORD 18-19=1833, 17-18=1903, 16-17=1903, 15-16=1791, 14-15=2111, 13-14=2111, 11-13=2473 WEBS 5-16=531, 7-15=561, 2-18=124,4-18=36,4-16=-289,6-16=-204,6-15=-58, 8-15=-507, 8-13=380, 10-13=-287, 2-19=-2273 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. LOAD CASE(S) Standard Irl 4W61a� �'� March 6,2003 A Warning - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE sem® Design valid for use only with Mi ek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenlers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 !Tek e- Job Truss Truss Type Qty Ply ADAMSON RESIDENCE 31-7-12 41-11-0 67-0 3-8-4 9-3-8 R8616394 ADAM0227 A2B DROP TC HIP 2 1 LOADING (psf) SPACING (optional) Longfellow I_Umoer LO., Inc., Gn1Co, Ga. ybyZk$-/4J4 4.zui SH7 s uct 1 / zuuz Mllex Ina Ustrles, Inc. vvea Mar u* io:z4:J3 zuuj rage 1 -67-0 0-S 611-2 I 13-5-0 I 17$0 I 21-11-0 I 284-14 I 34.10-11. I 41.11-0 43.5.01 67-0 0-IIS5 65-14 65.14 4.3-0 4.3-0 65.14 65-14 7-0.5 1-60 Scale = 1:86.0 5x6 i 4 3x4 - 5x6 6.00 12 3 4 5 17 16 15 14 13 12 11 3x8 - 2x4 11 3x4 = 3x6 = 3x8 = 3x8 = 3x6 - 3x4 - 1 -67-0 1 3-84 1 12-11-12 I 17-0-0 22.44 31-7-12 41-11-0 67-0 3-8-4 9-3-8 41-4 1 I 484 1 9-3-8 10-3-0 Plate Offsets (X,Y): 19:0-4-12,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in NO I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.66 Vert(LL) -0.24 9-11 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.45 11-13 >999 BCLL 0.0 Rep Stress Incr NO WB 0.76 Horz(TL) 0.08, 9 n/a BCDL 7.0 Code UBC97/ANSI95 1st LC LL Min I/dell = 240 Weight: 237 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1-G TOP CHORD Sheathed or 3-6-6 oc purlins, except end verticals, and BOT CHORD 2 X 4 DF No.1 &Btr-G 2-0-0 oc purlins (5-0-7 max.): 3-5. WEBS 2 X 4 DF Std -G BOT CHORD ' Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-14, 4-13, 6-13 REACTIONS (Ib/size) 17=1374/0-3-8, 9=1459/0-3-8 Max Hoa 17=-106(load case 3) Max Uplift 17=-106(load case 5), 9=-182(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-89712-3=-1394, 3-4=-1255, 4-5=-1464, 5-6=-1627, 6-7=-2213, 7-8=-2213, 8-9=-2455, 9-10=17, 1-17=-1349 BOT CHORD 16-17=0, 15-16=1127, 14-15=1127, 13-14=1416, 12-13=1814, 11-12=1814, 9-11 =2181 WEBS 3-14=318, 5-13=417, 1-16=1113, 2-16=-755, 2-14=199,4-14=-372,4-13=110, 6.13=-517, 6-11 =384, 8-11 =-291 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 h above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition 1 enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Did nails. LOAD CASEIS) Standard March 6,2003 © Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component Is responsibility of building designer- not truss =.Y designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 �/H� �+p` L Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 i � 9 i d e Sl Job Truss Truss Type Qty Ply ADAMSON RESIDENCE 31-7-12 41-11-0 i 6-7-0 I 348-4 9-3-8 I R8616395 ADAM0227 A3 DROP TC HIP 2 2 SPACING 3-0-0 CSI DEFL in Pod Well PLATES GRIP (optional) Longfellow LUmoer 1.0., Inc., L nlco, –a. JbJLC-/434 -r,7-0 6-7-0 0-x,5 6-11.2 T 0-5-5 6-5-14 6.00 12 4: 4.[v1 ars I s vct I / zvvz mi l ex moustnes, Inc. vvea near va I D:L4:J4 GUv3 rage I 13-5-0 I 17-841 ( 21-11-0 I 28.4-14 I 34-10.11 I 41.11-0 93.5-0, 6.5-14 4-3-0 4-3-0 6-5-14 6.5-14 7-0-5 1-6-0, Scale = 1:86.0 5x6 i 3x4 = 5x6 3 4 5 17 16 15 14 13 12 11 3x6 - 20 11 30 = 3x6 = 3x8 - 3x8 = 3x6 - 30 5 0 0 D tv 0 FORCES (lb) - First Load Case Only TOP CHORD 1-2=-1345, 2-3=-2091, 3-4=-1882, 4-5=-2196, 5-6=-2441, 6-7=-3319, 7-8=-3319, 8-9=-3682, 9-10=25, 1-17=-2023 BOT CHORD 16-17=0, 15-16=1691, 14-15=1691, 13-14=2125, 12-13=2721, 11-12=2721, 9-11 =3271 WEBS 3-14=476, 5-13=626, 1-16=1'669, 2-16=-1133, 2-14=298, 4-14=-558,4-13=165, 6-13=-775, 6-11 =576, 8-11 =-437 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) 2 -ply truss to be connected together with 0.131 ••x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9.0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9.0 oc. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASES) Standard '10o ge? W ' o V TA March 6,2003 warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11711.7473 BEFORE USE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss MA NI designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 � Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 ! TICe k -6-7-0 3-64 I 12.11-12 .17-8-0 22-44 31-7-12 41-11-0 i 6-7-0 I 348-4 9-3-8 I 4.84 I I 4-8.4 I 9-3.8 10-3-0 LOADING (psf) SPACING 3-0-0 CSI DEFL in Pod Well PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.19 9-11 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.36 11-13 >999 BCLL 0.0 Rep Stress Incr NO WB 0.34 Horz(TL) 0.06 9 n/a BCDL 7.0 Code UBC97/ANSI95 1 st LC LL Min I/defl = 240 Weight: 474 Ib LUMBER BRACING TOP CHORD 2 X 4 OF No.1-G TOP CHORD 2-0-0 oc purlins (6-0-0 max.), except end verticals BOT CHORD 2 X 4 OF No.1-G (Switched from sheeted: Spacing > 2-0-0). WEBS 2 X 4 OF Std -G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 17 = 2060/0-3-8, 9 = 2189/0-3-8 Max Horz 17=-158(load case 3) Max Uplift 17=-159(load case 5), 9=-273(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-1345, 2-3=-2091, 3-4=-1882, 4-5=-2196, 5-6=-2441, 6-7=-3319, 7-8=-3319, 8-9=-3682, 9-10=25, 1-17=-2023 BOT CHORD 16-17=0, 15-16=1691, 14-15=1691, 13-14=2125, 12-13=2721, 11-12=2721, 9-11 =3271 WEBS 3-14=476, 5-13=626, 1-16=1'669, 2-16=-1133, 2-14=298, 4-14=-558,4-13=165, 6-13=-775, 6-11 =576, 8-11 =-437 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) 2 -ply truss to be connected together with 0.131 ••x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9.0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9.0 oc. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASES) Standard '10o ge? W ' o V TA March 6,2003 warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11711.7473 BEFORE USE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss MA NI designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 � Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 ! TICe k a r � F L Job Truss Truss Type City Ply ADAMSON RESIDENCE 19$12 1 7-4-13 I 7-4-13 1-10.3 5-8-6 Plate Offsets (X,Y): 12:0-8-0,0-0-61 R8620491 ADAM0227 A4 ROOF TRUSS 1 1 DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 (optional) Longfellow LUn1Der Lo., Inc., Lnico, La. Joyzo-/434 4.LV 1 On 1 5 vCt I / LUVL IVII I BK Irluu5trmb, mc. I nu Ivldr vu va.ov:co cvvo rays i 1 -1-6-0I 19-612 20(2-5 2611.9 344-7 36-2-101 41.11.0 1 1-60 19-612 0-7-9 694 7-0-13 1-10.3 5-6-6 5x6 3x4 = 6.00 12 3x6 - 3x4 = 6x6 = 7 21 9 10 11 12 3x4 — - - 3x6 6 3x4 4 p 0 3x4 3r1 l X12 0 3x8 - 20 19 18 17 1615 14 13 3x4 - 3x4 = 3x6 = 3x8 - 3x4 = 4x4 = 3x6 II 3x6 = Scale = 1:88.5 FORCES (Ib) - First Load Case Only TOP CHORD 1-2=34, 2-3=-2749, 3-4=-2611, 4-5=-2205, 5-6=-2147, 6-7=-1777, 7-8=-58, 7-21 =-1567, 9-21 =-1567, 9-10=-1430, 10-11 =-1430, 11-12=-919, 12-13=-1355 ��kyg�1 BOT CHORD 2-20=2385,19-20=2127, 18-19=1832, 17-18=1832, 16-17=1430, 15-16=919, t 14-15=919, 13-14=20 yy WEBS 3-20=-187, 4-20=301, 419=-388, 6-19=425, 6-17=-483, 7-17=325, 9-17=226, �_? y +�y 9-16=-567, 11-16=845, 11-14=-1079, 12-14=1484 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per 1JBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches - exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 OF ESS/ 3) Provide adequate drainage to prevent water ponding. QR . �Nq 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads l`� per Table No. 16-B, UBC-97.�� 5) A plate rating reduction of 20% has been applied for the green lumber members.co f G) 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 0 1 7) Girder carries tie-in spans of 2-0-0 fiom front girder and 2-0-0 from back girder LU C 919 19 n 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. * 3/ C)V(k- LOAD CASE(S) Standard 9TFQ� Continued on page 2 OFCAO March 6,2003 A Warning -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE Design valid for use ontywith MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss o �� designer. Bracing shovm is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiltity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 � Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 9 S pgy i Te k !' 19$12 2611.9 34-0-7 t2-101 41-112 I 19$12 1 7-4-13 I 7-4-13 1-10.3 5-8-6 Plate Offsets (X,Y): 12:0-8-0,0-0-61 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.93 Vert(LL) 0.16 17-19 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.25 17-19 >999 BCLL 0.0 Rep Stress Incr NO WS 0.72 Horz(TL) 0.08 13 n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/deft = 240 Weight: 260 Ib LUMBER BRACING TOP CHORD 2 X 4 OF No.1-G TOP CHORD Sheathed or 3-9-4 oc purlins, except end verticals, and BOT CHORD 2 X 4 OF No.1-G 2-0-0 oc purlins (4-10-7 max.): 7-12. WEBS 2 X 4 OF Std -G *Except* BOT CHORD Rigid ceiling directly applied or 7-9-2 oc bracing. 12-13 2 X 4 OF No.1-G WEBS 1 Row at midpt 12-13, 6-17, 9-16, 11-14 REACTIONS (Ib/size) 13=1408/0-3-8, 2=1500/0-3-8 Max Horz 2=718(load case 4) Max Uplift 13=-217(load case 4), 2=-133(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=34, 2-3=-2749, 3-4=-2611, 4-5=-2205, 5-6=-2147, 6-7=-1777, 7-8=-58, 7-21 =-1567, 9-21 =-1567, 9-10=-1430, 10-11 =-1430, 11-12=-919, 12-13=-1355 ��kyg�1 BOT CHORD 2-20=2385,19-20=2127, 18-19=1832, 17-18=1832, 16-17=1430, 15-16=919, t 14-15=919, 13-14=20 yy WEBS 3-20=-187, 4-20=301, 419=-388, 6-19=425, 6-17=-483, 7-17=325, 9-17=226, �_? y +�y 9-16=-567, 11-16=845, 11-14=-1079, 12-14=1484 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per 1JBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches - exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 OF ESS/ 3) Provide adequate drainage to prevent water ponding. QR . �Nq 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads l`� per Table No. 16-B, UBC-97.�� 5) A plate rating reduction of 20% has been applied for the green lumber members.co f G) 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 0 1 7) Girder carries tie-in spans of 2-0-0 fiom front girder and 2-0-0 from back girder LU C 919 19 n 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. * 3/ C)V(k- LOAD CASE(S) Standard 9TFQ� Continued on page 2 OFCAO March 6,2003 A Warning -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE Design valid for use ontywith MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss o �� designer. Bracing shovm is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiltity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 � Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 9 S pgy i Te k !' Job Truss Truss Type Qty Ply ADAMSON RESIDENCE R8620491 ADAM0227 A4 ROOF TRUSS 1 1 (optional) LongreuoW tUmoer vo.' Inc., %.muco, %.d. aaaco-rwow •r.ZV I oni s vci If cwc rvnica uruwuraa, ren.. � ..m. vv va•.a+•<o <v.,., oy� < LOAD CASES) Standard 1) Regular: Lumber Increase= 1.25, Plate Increase= 1.25 Uniform Loads (plf) Vert: 1-7=-52.0, 7-8=-52.0, 7-21 =-20.0, 12-21 =-52.0, 2-13=-14.0 , Concentrated Loads (lb) Vert: 8 =-65.9 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 t Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI M719 f Te k Job Truss Truss Type Qty Ply ADAMSON RESIDENCE 69-10 137-2-0 1 1 1 1 69-10 69-10 2-2-0 4-9-0 Plate Offsets KY): 12:0-2-5,Edgel, 118:0-3-0,Edgel R8620492 ADAM0227 A5 ROOF TRUSS 1 1 PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.75 Vert(LL) 0.37 16-17 >999 (optional) Longfellow Lumoer co., Inc., L ntco, La. aaaLa-/4s4 4.zu I sit I s uct I / LVVL mi I eK Inoustries, Inc. 1 nu mar VO uu:04:Ly LVu3 rage I -1-6-0I 5.1.12 1 9-8- 15 1 14.6.12 15.13 21.4-6 I 26-2-0 1 34-11-10 1 37-2-0 I 41-11.0 X1-6-0 5-1-12 4-74 4-9-13 087 6.3-3 69.10 6.9-10 2.2.6 4-9.0 Scale = 1:76.8 5x8 3x4 - fl 3x4 = 3x6 - 4x6 - 5 0 7 8 921 10 6x6 = 5x12 = 19 181722 16 123 14 13 12 3x4 - 4x6 = 3x4 = 4x6 = 6x6 - 2x6 II 3x8 = 3x6 = 5.1.12 9-8-15 14$12 21.4-6 262-0 34-11-10 41-11-0 1 1 1 5-1-12 4.74 4-9-13 1 69-10 137-2-0 1 1 1 1 69-10 69-10 2-2-0 4-9-0 Plate Offsets KY): 12:0-2-5,Edgel, 118:0-3-0,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.75 Vert(LL) 0.37 16-17 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.53 16-17 >946 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(TL) 0.17 12 n/a BCDL 7.0 Code UBC971ANS195 (Matrix) 1 st LC LL Min I/defl = 240 Weight: 240 Ib LUMBER BRACING TOP CHORD 2 X 4 OF No.1-G TOP CHORD Sheathed or 2-7-2 oc purlins, except end, verticals, and BOT CHORD 2 X 4 OF No.t-G 2-0-0 oc purlins (2-7.15 max.): 5-11. WEBS 2 X 4 DF Std -G 'Except' BOT CHORD Rigid ceiling directly applied or 5-11-10 oc bracing. 11-12 2 X 4 OF No.1-G, 7-17 2 X 4 DF No.1-G WEBS 1 Row at midpt 7-17, 9-15, 10-13, 11-13 9-16 2 X 4 DF No.1-G, 10-15 2 X 4 DF No.1-G 2 Rows at 1/3 pts 11-12 11-13 2 X 4 OF No.1-G WEDGE Left: 2 X 6 DF SS REACTIONS (Ib/size) 12=2722/0-3-8, 2=2526/0-3-8 Max Horz 2=595(load case 4) Max Uplift 12=-603(load case 4), 2=-387(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=34, 2-3=-4859, 3-4=-4705, 4-5=-4235, 5.6=-14, 5-20=-3789, 7-20=-3789, 7-8=-4087, 8-9=-4087, 9-21 =-3557, 10-21 =-3557, 10-11 =-2225, 11-12=-2625 BOT CHORD 2-19=4269, 18-19=4016, 17-18=4016, 17-22=4087, 16-22=4087, 15-16=3557, 15-23=2225, 14-23=2225, 13-14=2225, 12-13=48 WEBS 3-19=-160, 4-19=344, 4-17=-304, 5-17=724, 7-17=-436, 7-16=-382, 9-16=773, 9-15=-1231, 10-15=1944, 10-13=-2135, 11-13=3176 NOTES 1), This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 h above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition 1 enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Girder carries hip end with 6-0-0 end setback 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. Continued on page 2 Y March 6,2003 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE �111111111� Design valid for use ontywith MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss o �� designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, OSB -09 Bracing specification, and HIB -91 tg. Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 M i Te -'- 9 .� F � ^ - ..r to t il., T • t . ^ y�ygyy�,,.t'� c 7 f 4 •- 4:. ,.f tip, •... ;M - `. .. .z. I F.. vro t' _tf SAF_ 7tT� L T t •, fVr a ^sa„ i. 4���i}j.•Z` � r . yl7 i 7 � .• ;�K7 �"y.tl �. ,s 3 `•�+ a '. ;�.�.Y Job Truss Truss Type Qty Ply ADAMSON RESIDENCE R8620492 ADAM0227 A5 ROOF TRUSS 1 1 (optional) Longi'ellOW LUmDer Lo., Inc., Lnlco, La. ubu Lts-74s4 4.LU1 JHI S Vct I/ LVVL MI IeK InoUsUles, Inc. I 11 Mdr UQ VP7:0Y:JV LUUJ r'dyn c NOTES LOAD CASE(S) Standard 1) Regular: Lumber Increase= 1.25, Plate Increase= 1.25 — Uniform Loads (plf). Vert: 1-5=-52.0, 5-6=-52.0, 5-20=-20.0, 11-20=-100.2, 2-12=-27.0 Concentrated Loads Yb) Vert: 5 =-596.0 © Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component to be Installed and traded vertically. Applicability of design parementers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilfity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 S 1• �}g�n A P Te k Job Truss Truss Type Qty Ply ADAMSON RESIDENCE 1 I 1 51-12 4.74 4.9-13 I 6s5-8 6-5-8 1-9.15 1 1 I 1 4-7-9 4-9-13 4-74 5-1-12 Plate Offsets KY): 12:0-2-5,Edge►, [15:0-2-5,Edgel,122:0-6-0,Edgel R8620493 ADAM0227 A6 ROOF TRUSS 1 1 DEFL in floc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 (optional) LOngTeilOW LUMDef to., Inc., t,nico, -a. `Jb`JLtS-/434 4.LV I an I s uct I / LUUL MI I eK mOusiries, inc. I flu Iviar Uo Uy:D4:3U LUUJ rage I -1-6-01_ 5-1-12 1 9.6-15 1 14.6.12 1512'7 21.0.4 1 27-572 J9.3-1 1. 3339 33111! 38.9.1 1 43.4-4 1 46-60 r0-0-0, c c1-6-0 5-1-12 4-74 4-9-13 0.7-11 59-13 6-5-8 1-9-15 311-14 0.7-11 4-9-13 4-74 5.1.12 1-0-0 Scale = 1:86.4 5x12 6.00 12 3x6 = 3x8 = 5x12 5x12 = 24 232822 21 29 20 1913018 17 5x12 3x6 - 4x12 M1120H = 3x6 - 2x4 11 3x8 = 3x6 = 3x8 = 4x12 M1120H = FORCES Ilb) - First Load Case Only TOP CHORD 1-2=34, 2-3=-5929, 3-4=-5783, 4-5=-5726, 5-6=-5342, 6-7=-16, 6-25=-4781, 8-25=-4781, 8-26=-5519, 9-26=-5519, 9-27=-4781, 10-27=-4781, 10.11 =-17, 10-12=-5342, 12-13=-5726, 13-14=-5783, 14-15=-5929, 15-16=34 BOT CHORD 2-24=5216, 23-24=4990, 23-28=5519, 22-28=5519, 21-22=5519, 21-29=5519, 20-29=5519, 19-20=5519, 19-30=5519, 18-30=5519, 17-18=4990, 15-17=5216 WEBS 3-24=-134, 5-24=322, 5-23=-264, 6-23=1202, 8-23=-1108, 8-21 =170, 9-21 =0, 9-20=170, 9-18=-1107, 10-18=1202, 12-18=-264, 12-17=322, 14-17=-134 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 h with exposure - ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are M1120 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. 8) Girder carries hip end with 6-0-0 end setback 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. Continued on page 2 V\ �Met, AtZ March 6,2003 Q Warning -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 BEFORE USE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Duality Standard, DSB-89 Bracing Specification, and HIB -91 � ::. Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive. Madison, WI 53719 51-12 9$15 14$12 21-0-4 27-5-12 793111 33114 38-9-1 43.4.4 48.6.0 r 1 I 1 51-12 4.74 4.9-13 I 6s5-8 6-5-8 1-9.15 1 1 I 1 4-7-9 4-9-13 4-74 5-1-12 Plate Offsets KY): 12:0-2-5,Edge►, [15:0-2-5,Edgel,122:0-6-0,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.93 Vert(LL) 0.63 20-21 >918 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.90 20-21 >645 M1120H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.34 15 n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) 1 st LC LL Min I/defl = 240 Weight: 263 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1-G TOP CHORD Sheathed or 2-2-5 oc purlins, except BOT'CHORD 2X 4 DF No.1-G 2-0-0 oc purlins (2-1-10 max.): 6-10. WEBS 2 X 4 OF Std -G BOT CHORD Rigid ceiling directly applied or 6-1-9 oc bracing. WEDGE WEBS 1 Row at midpt 8-23, 9-21, 9-18 Left: 2 X 6 DF SS, Right: 2 X 6 OF SS REACTIONS (Ib/size) 2=3025/0-3-8, 15=3025/0-3-8 Max Horz 2=150(load case 4) Max Uplift 2 =-571 (load case 5), 15 =-591 (load case 5) FORCES Ilb) - First Load Case Only TOP CHORD 1-2=34, 2-3=-5929, 3-4=-5783, 4-5=-5726, 5-6=-5342, 6-7=-16, 6-25=-4781, 8-25=-4781, 8-26=-5519, 9-26=-5519, 9-27=-4781, 10-27=-4781, 10.11 =-17, 10-12=-5342, 12-13=-5726, 13-14=-5783, 14-15=-5929, 15-16=34 BOT CHORD 2-24=5216, 23-24=4990, 23-28=5519, 22-28=5519, 21-22=5519, 21-29=5519, 20-29=5519, 19-20=5519, 19-30=5519, 18-30=5519, 17-18=4990, 15-17=5216 WEBS 3-24=-134, 5-24=322, 5-23=-264, 6-23=1202, 8-23=-1108, 8-21 =170, 9-21 =0, 9-20=170, 9-18=-1107, 10-18=1202, 12-18=-264, 12-17=322, 14-17=-134 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 h with exposure - ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are M1120 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. 8) Girder carries hip end with 6-0-0 end setback 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. Continued on page 2 V\ �Met, AtZ March 6,2003 Q Warning -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 BEFORE USE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Duality Standard, DSB-89 Bracing Specification, and HIB -91 � ::. Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive. Madison, WI 53719 ;Y t ' t rr r ' Job Truss Truss Type Qty Ply ADAMSON RESIDENCE R8620493 ADAM0227 A6 ROOF TRUSS 1 1 (optional) LOngfellOW Lumoer t.0., Inc., t.nico, .a. yOyLO•/434 +.LV I Jr11 S VCS I / LVVL IVIIIeK mOusiries, Inc. Inu Mar Vo Vy:o'r:3I tVw rage c NOTES LOAD CASE(S) Standard 1) Regular: Lumber Increase= 1.25, Plate Increase= 1.25 Uniform Loads (plf) Vert: 1-6=-52.0, 6-7=-52.0, 6-25=-20.0, 25-27=-100.2, 10-27=-20.0, 10.11 =-52.0, 10-16=-52.0, 2-15=-27.0 Concentrated Loads Iib) Vert: 6=-596.0 10=-596.0 - Q, Wanting - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NII -7473 BEFORE USE�� Design valid for use only with Mi connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of its erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consul[ OST -88 Quality Standard, DSB-89 Bracing Specification. and HIB -91 Mi Handling Installing and Bracing Recommendation available from Tress Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 ! Te C I Job Truss Truss Type Qty Ply ADAMSON RESIDENCE in floc) 'I/deft PLATES GRIP TCLL R8620494 ADAM0227 B1 MONO CAL HIP 1 1 2-12 >999 M1120 220/195 TCDL 10.0 Lumber Increase (optional) Longfellow LUmOer LO., Inc., Lh co, La. VbUZS-/434 4.ZU1 bK1 s Uct 1 / ZUUZ Mil ek InclustrleS, Inc. Inu Mar Ub U`3:b4:31 ZUU3 rage I -Qn 3-11-1 I 7.8-1 7.1g-.15 13-3.2 I 18.10.3 J0-2-8, 24-7-0 0.8-0 3-11-1 3-9-0 05x- 1 54.3 5-7-1 1.4.5 44-8 4 3x4 = 3x4 - 4x4 = 5 6 7 IL 11 Ill U 0 3x8 = 3x4 = 3x4 = 3x4 = 1.5x4 II 3-11-1 1 7-8-1 1 1332 I 18-10.3 z0-2-81 24-7-0 3-11-1 3.9-0 57.1 57-1 14-5 44-8 (X, 5 0 6 Scale = 1:76.7 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) 'I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.91 Vert(LU -0.08 2-12 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.14 2-12 > 999 BCLL 0.0 Rep Stress Incr NO WB 0.47 Horz(TL) -0.02 8 n/a BCDL 7.0 Code UBC97/ANS195 1 st LC LL Min I/deft = 240 Weight: 190 Ib LUMBER BRACING TOP CHORD 2 X 4 OF No. 1-G *Except* TOP CHORD 4-7 2 X 6 OF SS -G BOT CHORD 2 X 4 OF No.1-G BOT CHORD WEBS 2 X 4 OF Std -G 'Except' 7-8 2 X 4 OF No.1 &Btr-G WEBS REACTIONS (Ib/size) 8=810/0-3-8, 2=862/0-3-8 Max Horz 2=687(load case 4) Max Uplift 8=-204(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=14, 2-3=-840, 3-4=-703, 4-5=-448, 5.6=-511, 6-7=-362, 7-8=-771 BOT CHORD 2-12=505, 11-12=511, 10-11 =362, 9-10=362, 8-9=0 WEBS 3-12=-85, 4-12=268, 5.12=-126, 5-11 =-178, 6-11 =296, 6-9=-547, 7-9=723 Sheathed or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-7. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-6-13 oc bracing: 2-12. 1 Row at midpt 7-8, 5-12, 5-11, 6-9 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 h with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Girder carries tie-in spans of 2-0.0 from front girder and 2-0-0 from back girder 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. LOAD CASE(S) Standard Continued on page 2 March 6,2003 Q Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1101111.7473 BEFORE USE C7 r Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paremenlers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, OSB -89 Bracing Specification, and H18-91 ggj` y �g Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W 153719 N rF }9n 0 i Te k Job Truss Truss Type Qty Ply ADAMSON RESIDENCE R8620494 ADAM0227 B1 MONO CAL HIP 1 1 (optional) LongregoW Lumoer %-o., Inc., t-nico, La. J3JLt5-/434 4.LU I z)m I s uct I / LUUL MI I eK Inausines, Inc. I nu mar uo uu:04:3I Luw rage L LOAD CASE(S) Standard 1) Regular: Lumber Increase= 1.25, Plate Increase= 1.25 Uniform Loads (plf) Vert: 1-4=-52.0, 4-7=-52.0, 2.8=-14.0 Concentrated Loads (lb) Vert: 4=-26.0 0 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design parementers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification. and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 . MiTeW`- Job Truss Truss Type Qty Ply ADAMSON RESIDENCE in .(loc) I/deft TCLL 16.0 Plates Increase R8616398 ADAM0227 B2 CAL HIP SCISSOR 1 1 10.0 Lumber Increase _ 1.25 BC 0.12 Vert(TL) -0.06 7 (optional) Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434 4.201 SR1 s Oct 17 2002 MiTek Industries, Inc. Wed Mar 05 15:24:37 2003 Page 1 3-2-1 3-4-1,5 8-2-1 8-4-15 11-7-0 , 3-2-1 0&�1 \� 4-9-2 D-2.14 3-2-1 6x8 Xi 2x4 11 r 3.2-1 1 5.9-8 I 8-4-15 I 11-7-0 I 3-2.1 2-7-7 2-7-7 3.2.1 LOADING (psf) SPACING 2-0-0 CSI DEFL in .(loc) I/deft TCLL 16.0 Plates Increase 1.25 TC 0.18 Vert(LL) 0.05 7 > 999 TCDL 10.0 Lumber Increase _ 1.25 BC 0.12 Vert(TL) -0.06 7 >999 BCLL 0.0 Rep Stress Incr NO WB 0.42 Horz(TL) 0.08 .5 n/a BCDL 7.0 Code UBC97/AIN 1st LC LL Min I/defl = 240 LUMBER BRACING TOP CHORD 2 X 4 OF No.1-G *Except* TOP CHORD 2-4 2 X 6 OF SS -G BOT CHORD 2 X 4 DF No.1-G BOT CHORD WEBS 2 X 4 DF Std -G REACTIONS (Ib/size) 1=382/0-3-8,5=382/0-3-8 Max Horz 1=215(load case 4) Max Uplift 1=-41(load case 5), 5=-44(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-643, 2-3=-1366, 3-4=-1366, 4-5=-643 BOT CHORD 1-8=457, 7-8=454, 6-7=454, 5-6=457 WEBS 2-8=41, 2-7=1022, 4-7=1022, 4-6=41, 3.7=•129 PLATES M1120 Weight: 58 Ib Sheathed or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 2-4. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 11 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition 1 enclosed building, of dimensions 45 ft by 24 h with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing atjoint(s) 1, 5 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. 8) Girder carries tie-in spans of 2-0-0 from front girder and 2-0-0 from back girder 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. 10) Special hanger(s) or connection(s) required to support concentrated load(s) 9.1 lb down and 23.91b up at 8-3-3, and 9.1 lb down and 23.91b up at 3-3-13 on top chord. Design for unspecified connections) is delegated to the building designer. LOAD CASE(S) Standard Continued on page 2 Scale = 1:33.1 GRIP 220/195 March 6,2003 Q Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not buss a �� designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability dudng construction is the responsibiility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabdcatlen, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 i Te W.r a.. � s ♦.x . .. I�j?�y r 1 h kY • {15, f ' 3e� f�41�r•'�« a ,• /l.'� . L}!, (7� '.S +mayy. 2 � .t f s' 3 ' a i f 14 Job Truss Truss Type Qty Ply ADAMSON RESIDENCE R8616398 ADAM0227 B2 CAL HIP SCISSOR 1 1 (optional) Longfellow Lumber Uo., Inc., Gnico, La. ybyztd-/434 4.ZU1 SHl s Vct t / ZUU[ NII I eK InOuStnes, Inc. vireo mar uo I xcw:3/ cuu3 rage LOAD CASE(S) Standard 1) Regular: Lumber Increase = 1.25, Plate Increase = 1.25 Uniform Loads (plf) Vert: 1-2=-52.0, 2.4=-52.0, 4-5=-52.0, 1-7=-14.0, 5-7=-14:0 Concentrated Loads (lb) Vert: 2=-9.1 4=-9.1 A Warning - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fatui ation, quality control, storage, delivery, erection and bracing, consult OST -88 Duality Standard. DSB-89 Bracing Specification, and HI&91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Ddve, Madison, WI 53719 i Te ' Job Truss Truss Type Qty . Ply ADAMSON RESIDENCE LOADING (psf) SPACING 2-0.0 CSI R8616399 ADAM0227 B3 SCISSORS 10 1 16.0 Plates Increase 1.25 TC 0.54 Vert(LL) -0.06 3-4 (optional) Longfellow LUn1Der t,0., Inc., t.nlco, La. UOUZU-74.34 15.( 4.LU I JM I s UCt I / LUUL lull I eK Ino Ustrles, Inc. VVBO IVldl VD I D:L4:3/ 4VV.3 r -dye 1 5-9-8 I 11-7.0 5-9-8 4X4 - 5-9-8 2 3x4 7.00 12 3x4 5-9-8 I 11-7-0 ; 59-8 5-9-8 Scale = 1:53.9 Plate Offsets IX,Y): 11:0-0-14,0-1-81, 13:0-0-14,0-1-81 LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.54 Vert(LL) -0.06 3-4 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.10 3-4 >999 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.05 3 n/a BCDL 7.0 Code UBC97/ANSI95 1 st LC LL Min I/dell = 240 Weight: 49 Ib LUMBER TOP CHORD 2 X 4 OF No.1-G BOT CHORD 2 X 4 DF No. 1-G WEBS 2 X 4 OF Std -G REACTIONS (lb/size) 1 =381/0-3-8, 3=381/0-3-8 Max Horz 1=-387(load case 3) Max Uplift 1=-29(load case 5), 3=-29(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-440, 2-3=-437 BOT CHORD 1-4=312, 3-4=309 WEBS 2-4=393 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD . Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20°.4 has been applied for the green lumber members. 5) Bearing at joint(s) 1, 3 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 6) This truss has-been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard I oQaOF ESS/ CID�� � 4 m of C 919 X) CIVIL�P SOF CAL�F��/ March 6,2003 0 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with MTek connectors. This design Is based onlyupon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design parementers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, OSB -89 Bracing Specification. and HIB -91 4 Te t:. Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 ! r K♦ - 4. r . Job Truss Truss Type Qty Ply ADAMSON RESIDENCE in (loc) I/deft TCLL 16.0 R8620495 ADAM0227 64 ROOF TRUSS 1 1 > 999 TCDL 10.0 Lumber Increase 1.25 BC 0.45 (optional) LOngTellOw LUmoer LO., Inc., L nlco, La. abazts-/434 4.Zul OH I s uct 1 / ZUUZ MI I ek Inaustrles, Inc. Inu Mar Ub W:I:b4:JZ ZUU3 rage I -4&D 2-11-1 I 54.1 5.16.15 104.6 1 15.0-10 1 19-9-15 I 24-7-0 10.6-0—I 2-11-1 2-9-0 62H74 4-5-7 4-6-5 4-8-5 4-10-1 5x6 // 15. v� 6 4 3x4 - 3x4 - 3x4 - 4x4 - 5 6 7 8 145 13 12 11 10 9 3x8 = 3x4 = 3x4 = 3x4 - 4x4 = 1.5x4 I 5.8-1 1 10-" I 15.0-10 I 1941-15 1 24-7-0 t 541-1. 4-8-5 4-8-5 441-5 4-10-1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft TCLL 16.0 Plates Increase 1.25 TC 0.63 Vert(LL) 0.10 13 > 999 TCDL 10.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.10 11-13 >999 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(TL) -0.04 9 n/a BCDL 7.0 Code UBC97/ANS195 1 st LC LL Min I/deft = 240 LUMBER BRACING TOP CHORD 2 X 4 OF No. 1-G 'Except' TOP CHORD 4-82X6OFSS-G BOT CHORD 2 X 4 OF No.1-G BOT CHORD WEBS 2 X 4 OF Std -G 'Except' WEBS 8-9 2 X 4 DF No.1-G REACTIONS (Ib/size) 9=1568/0-3-8, 2=1525/0-3-8 Max Horz 2=590(load case 4) Max Uplift 9=-1056(load case 4), 2=-744(load case 4) PLATES M1120 Weight: 184 Ib Scale = 1:59.9 GRIP 220/195 Sheathed or 5-0-4 oc purlins, except end. verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-8. Rigid ceiling directly applied or 5-10-15 oc bracing. 1 Row at midpt 8-9, 5-14, 8-10 FORCES (lb) - First Load Case Only TOP CHORD 1-2=14, 2-3=-1662, 3-4=-1541, 4-5=-987, 5-6=-1324, 6-7=-1275, 7-8=-833, 8-9=-1504 BOT CHORD 2.14=985, 14-15=1324, 13-15=1324, 12-13=1275, 11-12=1275, 10-11=833, 9-10=0 WEBS 3-14=24, 4-14=633, 5-14=-615,5-13=51, 6-13=91, 6-11 =-546, 7-11 =804, 7-10=-1143 , 8-10=1518 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7.93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Girder carries hip end with 6-0-0 end setback 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASEIS) Standard Continued on page 2 OQ9,pF ESS/ONq 00 YG l �2Z C7 1 m C 919 CIVIL �P SOF CAME March 6,2003 Q Warning -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Design valid for use only with Mi-rek connectors. This design is based only upon parameters shown, and is for an individual building component to be� N O Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss Y designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, OSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 1 k .f 1 x i 1 • ' � :� QAC- Yr ' a ✓ ii . �'a r i IV -.t y 1 Job Truss Truss Type Qty Ply ADAMSON RESIDENCE R8620495 ADAM0227 134 ROOF TRUSS 1 1 (optional) LongtenoW LUmoer Lo., Inc., Lntco, La. aoazss-i4s4 4.zu1 bK I s Llct I i tvut ml I eK Inaustries, Inc. 1 nu mar vo va:o4:cz <vvs rage z LOAD CASE(S) Standard 1) Regular: Lumber Increase = 1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1-4=-52.0, 4-8=-100.2, 2-9=-27.0 Concentrated Loads (lb) Vert: 4=-234.0 �0 iD�� I ry< A0V N. © warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE��® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification. and HIB -91 ! Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W 153719 H TAT �pgpg f Te jo _ �-. `��21 . YAyj•� ! A - J ax . ~ •4 •�' ,*, . ' 1 ni_, �ti, .Ali ' ♦ ' r Job Truss Truss Type Qty Ply ADAMSON RESIDENCE PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.23 Vert(LL) -0.08 2-11 >999 R8616400 ADAM0227 C1 DROP TC HIP 9 _ 1 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 7 n/a BCDL 7.0 (optional) Longfellow Lumber Lo., Inc., LhtcO, La. 9b928-7434 4.ZU1 5141 s Uct 17 2002 MiTek Industries, Inc. Wed Mar U5 1 b:Z4:J8 ZUUJ Nage 1 -0;n 4-1-5 1 850 l 13-0-0 1 16-10.11 1 21�- 0.8-0 4-1.5 3-10-11 6x8 �\ 5-0.0 3-10-11 4-1.5 050 Scale = 1:82.0 5x6 4 15.( 6 5 11 lu to 3x4 - 3x8 - 4-1-5 1 751 3x4 - 13-3-15 1_16-10-11 I 21-0-0 4-1-5 3-6-12 5.7-14 3512 4-1-5 Plate Offsets (X,Y): 12:0-2-11,0-1-81, 17:0-2-11,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.23 Vert(LL) -0.08 2-11 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.14 2-11 >999 (Ib/size) 2=726/0-3-8, 7=726/0-3-8 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 7 n/a BCDL 7.0 Code UBC97/ANS195 FORCES (lb) 1 st LC LL Min I/defl = 240 Weight: 135 Ib LUMBER BRACING TOP CHORD 2 X 4 OF No. 1-G 'Except' TOP CHORD 4-5 2 X 6 DF. SS -G BOT CHORD 2 X 4 OF No.1-G BOT CHORD WEBS 2 X 4 OF Std -G WEBS REACTIONS (Ib/size) 2=726/0-3-8, 7=726/0-3-8 Max Horz 2=539(load case 4) Max Uplift 2=-90(load case 5), 7=-90(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=14, 2-3=-664, 3-4=-534, 4-5=-341, 5-6=-534, 6-7=-664, 7-8=14 BOT CHORD 2-11 =400, 10-11 =341, 9-10=341, 7-9=400 WEBS 4-11 =171, 5-9= 171, 3-11 =-96, 4-9=-0, 6-9=-96 Sheathed or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-5. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt . 4-9 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition 1 enclosed building, of dimensions 45 ft by 24 h with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. LOAD CASEIS) Standard March 6,2003 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use onlywith MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability dudng construction is the responsibil6ty, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing specification, and HIB -91 g p �y Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 P Ttl.a k Job Truss Truss Type Qty Ply ADAMSON RESIDENCE LOADING (psf) SPACING 2-0-0 CSI R8616401 ADAM0227 D1 COMMON 1 1 16.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.06 2-8 (optional) Longfellow Lumber Co., Inc., ChtCO, Ca. 9b9Zt1-/434 4.ZU1 5H1 s Uct 1 / ZUUZ MI I ek Industries, Inc. VVea Mar Ub 1 b:Z4:Jtf ZUUJ rage 1 -4n 3-8- 13 1 7-3-0 1 10-9-3 14-6-0 1�2T 018-0 3-8-13 3.6-3 4X4 3.6-3 3-8-13 0-8-0 4 0 3x8 - 7-3-0 I 14.6-0 7.3-0 7-3-0 i o 6 Scale = 1:71.3 Plate Offsets KY): 12:0-2-11,0-1-81,16:0-2-11,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.06 2-8 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.11 2-8 > 999 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.01 6 n/a BCDL 7.0 Code UBC97/ANSI95 1st LC LL Min I/defl = 240 Weight: 82 Ib LUMBER TOP CHORD 2 X 4 DF No.1-G BOT CHORD 2 X 4 OF No.1-G WEBS 2 X 4 DF Std -G REACTIONS (Ib/size) 2 = 511/0-3-8, 6 = 511/0-3-8 Max Horz 2=-514(load case 3) Max Uplift 2=-73(load case 5), 6=-73(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=14, 2-3=-410, 3-4=-291, 4-5=-291, 5-6=-410, 6-7=14 BOT CHORD 2-8 = 246, 6-8 = 246 WEBS 3-8=-106,4.-8=266, 5-8=-106 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard March 6,2003 Y warning - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with Mi'rek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responslbikity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification. and HIB -91I � Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 41d pg�6 iy Te k f.. Job Truss Truss Type City Ply ADAMSON RESIDENCE LOADING (psf) SPACING 2-0-0 CSI R8616402 ADAM0227 D2 COMMON 1 1 16.0 Plates Increase 1.25 TC 0.24 Vert(LL) -0.03 6-7 (optional) Longfellow Lumber Go., Inc., Chmo, Ca. 9b9ZS-/434 15.0 v 0 3x4 = 4.ZU1 bHl s Uct 1 / ZUUZ mil ek Industries, Inc. vveo Mar Ub 1 b:Z4:3y ZUU3 rage l 3-8-13 I 7-3-0 I 1D-9-3 I 14-6.0 3-6-13 3-6-3 4x6 113-6-3 3-8-13 3 7 6 3x4 - 3x4 = 4-10-14 9.7.2 4-10-14 4-84 14-&0 4.1D-14 3x4 = Scale = 1:69.2 Plate Offsets (X,Y): (1:0-2-11,0-1-8],15:0-2-11,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.24 Vert(LL) -0.03 6-7 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.06 6-7 > 999 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.01 5 n/a BCDL 7.0 Code UBC97/ANSI95 1 st LC LL Min I/defl = 240 Weight: 89 Ib LUMBER TOP CHORD 2 X 4 OF No.1-G BOT CHORD 2 X 4 OF No. 1-G WEBS 2 X 4 OF Std -G REACTIONS (Ib/size) 1=824/0-3-8,5=824/0-3-8 Max Horz 1=-477(load case 3) Max Uplift 1=-64(load case 5), 5=-64(load case 5) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=-725, 2-3=-650, 3-4=-650, 4-5=-725 BOT CHORD 1-7=435, 6-7=300, 5-6=435 WEBS 2-7=-116, 3-7=428, 3-6=428, 4-6=-116 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly, applied or 10-0-0 oc bracing. NOTES 11 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard 1) Regular: Lumber Increase= 1.25, Plate Increase= 1.25 Uniform Loads (plf) Vert: 1-5=-64.0, 1-3=-52.0, 3-5=-52.0 oROF ESS/p�, March 6,2003 © Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 BEFORE USE t•� Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss •r designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 yvq Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 1 6 tt(,r �j k Job Truss Truss Type Oty Ply ADAMSON RESIDENCE in (loci Well TCLL 16.0 R8616403 ADAM0227 E1 GIRDER 1 2 >999 TCDL 10.0 Lumber Increase 1.25 BC 0.32 (optional) LOngtellow Lumoer Go., Inc., UhlCO, Ca. 9b9Zd-/434 4.201 5H1 s Uct 1 / ZUUZ MI I el( Intlustrles, Inc. vvea Mar Vb 1 b:Z4:4V ZVUJ rage 1 3-2.1 I 60-0 I B-9-15 I 12-40 I D-8-0 3-2-1 2-9-15 4x6 2A-15 3-2.1 15. (X,y►: 4 I V II D YL r IJ 3x8 II 8x8 - 3x8 II 3.2-1 6-0-0 I 8-9-15 1 12-0-0 3-2-1 2-9-15 2-9-15 3-2-1 LOADING (psf) SPACING 1-10-8 CSI DEFL in (loci Well TCLL 16.0 Plates Increase 1.25 TC 0.16 Vert(LL) 0.04 8-9 >999 TCDL 10.0 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.07 8-9 > 999 BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(TL) 0.01 6 n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min I/defl = 240 LUMBER TOP CHORD 2 X 4 OF No.1-G BOT CHORD 2 X 6 DF SS -G WEBS 2 X 4 OF Std -G REACTIONS Yb/size) 2=4349/0-3-8, 6=4375/0-3-8 Max Horz 2=416(load case 4) Max Uplift 2=-371 (load case 5), 6=-336(load case 5) PLATES M1120 Weight: 172 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES IN - First Load Case Only TOPCHORD 1-2=28, 2-3=-4761, 3-4=-3230, 4-5=-3231, 5-6=-4758 BOT CHORD 2-10=2850, 9-10=2850, 9-11 =2850, 8-11 =2850, 8-12=2850, 7-12=2850, 7-13=2850, 6-13= 2850 WEBS 3-9=2323, 4-8=4801, 5-7=2318, 3.8=-1445, 5-8=-1445 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7.93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. 6) 2 -ply truss to be connected together with 0.131 "x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-6-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 7) Special hanger(s) or connection(s) required to support concentrated load(s) 1592.0Ib down and 123.21b up at 2-0-12, 1592.01b down and 123.21b up at 4-0-12, 1592.0Ib down and 123.21b up at 6-0-12, and 1592.Olb down and 123.21b up at 8-0-12, and 1592.01b down and 123.21b up at 10-0-12 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard Continued on page 2 Scale = 1:60.0 GRIP 220/195 off` '���"'� • ' w March 6,2003 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 - Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 537 19 1 e Te W' Job Truss Truss Type Qty Ply ADAMSON RESIDENCE R8616403 ADAM0227 E1 GIRDER 1 2 (optional) Longfellow LUmoer (-o., Inc., Gnlco, Ga. vovzD-/434 4.zu I sit I s uct I / LVVL Mi l eK InOUSirieS, Inc. vveo mar vo I O:zv:wv zvv3 rage z LOAD CASEIS) Standard 1) Regular: Lumber Increase= 1.25, Plate Increase= 1.25 Uniform Loads (plf) Vert: 2-6=-13.1, 1.4=-48.7, 4.6=-48.8 Concentrated Loads (lb) Vert: 8=-1592.0 10=-1592.0 11 =-1592.0 12=-1592.0 13=-1592.0 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss - designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DS8-89 Bracing Specification, and HIB -91 i f� Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 ��j g i , � , ��c ''�`}ice_• h H .• 1 • fa . y.'� �� .M s•S �S � x,e•.Ci r �', � t !f .. -♦ , rel, '+ ' � y •qi � J 3 1� � y r .. � nom,• la • Y! •''� ,4 a � ^' Job Truss Truss Type Qty Ply ADAMSON RESIDENCE LOADING (psf) SPACING 0-10-8 CSI R8616404 ADAM0227 F1 COMMON 1 1 16.0 Plates Increase 1.25 TC 0.08 Vert(LL) -0.00 1-4 (optional) Longfellow Lumoer LO., Inc., t„nico, -a. `JD`J LC -/434 4.LU 1 JH I s VCt I / LUUL mi I eK Inousines, Inc. vveo mar Vo I o:L4:4U zvv,5 rage I 3-4-0 6-6-0 3-4-0 4x4 • - 3.4.0 2 2x4 - 4 2x4 1.5x4 I I 3.4.0 1 6.8.0 3-0.0 34-0 l� 6 Scale =1:33.7 Plate Offsets (X,Y): 11:0-2-11,0-1-01, 13:0-2-11,0-1.0) LOADING (psf) SPACING 0-10-8 CSI DEFL in floc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.08 Vert(LL) -0.00 1-4 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.01 1-4 >999 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 3 n/a BCDL 7.0 Code UBC97/ANS195 1st LC LL Min I/deft = 240 Weight: 30 lb LUMBER TOP CHORD 2 X 4 DF No.1-G BOT CHORD 2 X 4 DF No.1-G WEBS 2 X 4 DF Std -G REACTIONS (Ib/size) 1=251/0-3-8, 3=251/0-3-8 Max Horz 1=97(load case 4) Max Uplift 1=-19(load case 5), 3 =-19(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-157, 2-3=-157 BOT CHORD 1-4=94, 3-4=94 WEBS 2-4 =179 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD . Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 h with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASES) Standard 1) Regular: Lumber Increase= 1.25, Plate Increase= 1.25 Uniform Loads (plf) Vert: 1-3=-56.1, 1-2=-22.7, 2-3=-22.7 March 6,2003 © Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 BEFORE USE Design valid for use only with Mi ek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss stability during construction is the responsibiifity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure, regarding fabrication. quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 i Te k Job Truss Truss Type Qty Ply ADAMSON RESIDENCE PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC,0.04 Vert(LL) 0.00 6 >999 R8616405 ADAM0227 H1 COMMON 1 1 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 4 n/a BCDL 7.0 (optional) Longfellow Lumber Co., Inc., ChICO, Ca. 9b9Z13-/434 4.ZU1 %A%WYs Uct 1 / ZUUZ lykS-k\11tnauStne8, Inc. wea Mar UO 10:[4:41 zuua rage I 3 60-2 2-6-0 I 4-11-14 5-0.0 0-0.2 2-5-14 2.5.14 69-2 O 0-1.6 4-9-3 61-6 Scale= 1:15.2 Plate Offsets (X,Y): 11:0-2-12,0-1-01, 14:0-2-12,0-1-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Weill PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC,0.04 Vert(LL) 0.00 6 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.04 Vert(TL) -_0.00 6 >999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 4 n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/deft = 240 Weight: 24 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No. 1-G *Except* TOP CHORD 2-3 2 X 6 DF SS -G BOT CHORD 2 X 4 DF No.1-G _ BOT CHORD WEBS 2 X 4 DF Std -G REACTIONS (Ib/size) 1 = 148/0-3-8, 4 =148/0-3-8 Max Horz 1=104(load case 4) Max Uplift 1=-11(load case 5), 4=-1 1(load case 5) FORCES IIb) - First Load Case Only TOPCHORD 1-2=-163, 3-4=-163, 2-3=-81 BOT CHORD 1-6=82, 5-6=81, 4-5=82 WEBS 3-5=26, 2-6=26 Sheathed or 5-0-0 oc purlins, except 2-0-0 oc purlins: 2-3. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 11 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard o??,OF ESS/ONq 0oLU YG 1�2c c3 + m rn C 919 r CIVIL N q\OFCAII-\ � March 6,2003 Q warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE ® Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719 i Te k Job Truss Truss Type Qty Ply ADAMSON RESIDENCE PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.08 Vert(LL) -0.00 1 >999 R8616406 AOAM0227 H2 COMMON 8 1 BCLL 0.0 Rep Stress Incr YES WB 0.03 4x4 = BCDL 7.0 (optional) Longfellow Lumber Co., Inc., Chico, Ca. `JbyZb-/4J4 4.ZU1 SH1 s Uct 1 / ZUUZ MIIeK InouStrieS, Inc. vveb marvb Ib:Z4:4Z ZUUJ rage I D -q-2 2-6-0 I 4-11-14 SQ -0 0.0.2 2-574 2 2.5-14 042 0.1-6 2-4-10 2A-10 0.1-6 Scale = 1:18.6 Plate Offsets KY): 11:0-2-12,0-1-01,13:0-2-12,0-1-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.08 Vert(LL) -0.00 1 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.00 4 >999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 3 n/a BCDL 7.0 Code UBC97/ANSI95 1 st LC LL Min I/defl = 240 Weight: 22 Ib LUMBER TOP CHORD 2 X 4 OF No.1-G BOT CHORD 2 X 41)F No.1-G WEBS 2 X 4 DF Std -G REACTIONS (lb/size) 1 =148/0-3-8, 3 =148/0-3-8 Max Horz 1=161(load case 4) Max Uplift 1=-11(load case 5), 3=-11(load case 5) FORCES Iib) - First Load Case Only TOP CHORD 1-2=-91, 2-3=-91 BOT CHORD 1-4=54, 3-4=54 WEBS 2-4=31 BRACING TOP CHORD Sheathed or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 11 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition 1 enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard 4�X LO %P- March 6,2003 © warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and baded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblllity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W 153719 Mi P Te k Job Truss Truss Type Qty Ply ADAMSON RESIDENCE in floc) I/deft TCLL 16.0 R8616407 ADAM0227 H3 COMMON 26 1 > 999 TCDL 10.0 Lumber Increase 1.25 BC 0.13 (optional) Longfellow lumber Lo., Inc., (-nico, La. `Jb`JLC-/434 00 d 0-0-2 4-3-0 4-2-14 4.LU I an I s vci I i LUUL Ivll I eK Inousine5,Inc. vveo Ivldr Vo I o.cw:-c zvvo rdye i 44 = 3 4-2-14 0.0.2 Scale = 1:17.7 p 3-81 4-3-0 I 8.2-8 ( 0.3-e 3-11$ 311-8 038 LOADING IPA SPACING 2-0-0 CSI DEFL in floc) I/deft TCLL 16.0 Plates Increase 1.25 TC 0.13 Vert(LL) -0.00 2-6 > 999 TCDL 10.0 Lumber Increase 1.25 BC 0.13 Vert(TL) -0.01 2-6 > 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 HOfz(TL) 0.00 4 n/a BCDL 7.0 Code UBC97/ANSI95 1st LC LL Min I/defl = 240 LUMBER TOP CHORD 2 X 4 OF No.1-G BOT CHORD 2 X 4 OF No.1-G WEBS 2 X 4 OF Std -G REACTIONS (Ib/size) 2=274/0-3-8, 4=274/0-3-8 Max Horz 2=-25(load case 3) Max Uplift 2=-39(load case 5), 4=-39(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=3, 2-3=-269, 3-4=-269, 4-5=3 BOT CHORD 2-6=238, 4-6=238 WEBS 3-6=53 PLATES M1120 Weight: 26 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES t) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASEIS) Standard GRIP 220/195 March 6,2003 © Warning -Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE Design valid for use only with Mi ek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliry of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 , y Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'0nofrio Drive, Madison, WI 53719 F Te W, f r 7 + r 1 Job Truss Truss Type Qty Ply ADAMSON RESIDENCE WEBS 6 (psf) SPACING 2-0-0 R8616408 ADAM0227 M1 MONO TRUSS 9 1 16.0 Plates Increase 1.25 TC 0.68 Vert(LL) -0.07 2-5 (optional) LOngTe110W LUm Der LO., Inc., Lnlco, La. `JD`JLS-/4J4 4.LU I JFI I s VCI I / LUVL IVII I eK Inuustnes, Inc. VVBD mer VD 1 D:LY:90 LVVJ rdge r 0, i- 3-2-9 I 6-0 i D-8-0 3-2-9 3-3.7 1.5x4 11 15 4 5 3x4 - 6.5.0 6-6-0 Scale = 1:63.2 Plate Offsets(X,Y): 12:0-2-11,0-1-01 TOP CHORD 2 X 4 DF No.1-G BOT CHORD 2 X 4 DF No.1-G WEBS 6 4 5 3x4 - 6.5.0 6-6-0 Scale = 1:63.2 Plate Offsets(X,Y): 12:0-2-11,0-1-01 TOP CHORD 2 X 4 DF No.1-G BOT CHORD 2 X 4 DF No.1-G WEBS LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.68 Vert(LL) -0.07 2-5 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.29 Vert(TL) -0.12 2-5 >625 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 5 n/a BCDL 7.0 Code UBC97/ANSI95 1st LC LL Min I/deft = 240 Weight: 42 Ib LUMBER (lb/size) 2=247/0-3-8, 5=205/0-3-8 TOP CHORD 2 X 4 DF No.1-G BOT CHORD 2 X 4 DF No.1-G WEBS 2 X 4 DF No.1-G 'Except' FORCES (lb) 3-5 2 X 4 DF Std -G REACTIONS (lb/size) 2=247/0-3-8, 5=205/0-3-8 .Max Horz 2=574(load case 4) Max Uplift 2=-143(load case 3), 5=-357(load case 4) Max Grav 2=289(load case 4), 5=440(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=14, 2-3=-105, 3-4=-0, 4-5=-84 BOT CHORD 2-5=62 WEBS 3-5=-99 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except.end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-5 NOTES 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 h above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 ' 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16.8, UBC -97. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard March 6,2003 © Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 BEFORE USE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss ��"'• �� designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality central, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification. and HIB -91 gg !`� 'g Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 537 19 _ MiTee k e g 12 -1 4 or greater PITCHED TRUSS TOP CHORD TEMPORARY BRACING TOPCHORD LATERALBRACE SPACING(LBs) TOPCHORD DIAGONALBRACE SPACING(DBJ #trusses SP/DF I SPF/HF Up to 28' 2.5 SPAN MINIMUM PITCH TOP CHORD LATERALBRACE SPACING(LBJ TOPCHORD ' DIAGONALBRAC& SPACING(DBs) �r #trusses SP/DF SPF/HF Up to 32' 4/12 8' 20 15 Over 32'- 48' 4/12 6' 10 7 Over 48'- 60' 4/12 1 5' 6 4 Over 60' See a registered professional engineer Note: Bottom chord & web member temporary bracing also required - refer to Frame 4. DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 Continuous Top Chord Lateral Brace trusses. Required 32 of t/ 10" or Greater Attachment Required Top chords that are laterally braced can bucide together and cause collapse if there Is no diagonal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are at- tached to the topside of the top chord. WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. SCISSORS TRUSS TOP CHORD TEMPORARY BRACING MINIMUM PITCH SPAN DIFFERENCE TOPCHORD LATERALBRACE SPACING(LBs) TOPCHORD DIAGONALBRACE SPACING(DBJ #trusses SP/DF I SPF/HF Up to 28' 2.5 1 7' 1 17 12 Over 28'- 42' 3.0 1 6' 1 9 1 6 Over 42'- 60' 3.0 1 5' 1 S 1 3 Over 60' See a registered professional engineer Note: Bottom chord & web member temporary bracing also required - refer to Frame 4. DF = Douglas Fir -Larch SP = Southern Pine HF = Hem -Fir SPF = Spruce -Pine -Fir Continuous Tnnchnrri Lateral Brac Required 10"orG Attachmen Required Top chords that are laterally braced can buclde together and cause collapse if there Is no diago• nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. All lateral braces lapped at least 2 trusses. /esa Frame 3 =45° '45o 12 � 4 or greater Bottom chord diagonal bracing repeated at each end of the building and at same spacing as top chord diagonal bracing. BOTTOM CHORD TEMPORARY BRACING SPAN MINIMUM PITCH BOTTOM CHORD LATERALBRACE SPACING (LB) BOTTOMCHORD DIAGONALBRACE SPACING(DB,) [#trusses] SP/DF SPF/HF Up to 32' 4/12 15' 20 1 15 Over 32'- 48' 4/12 15' 1 10 1 7 Over 48'- 60' 4/12 15' 1 6 1 4 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir cAV ,-%V All lateral braces lapped at least 2 trusses. -%V BOTTOM CHORD PLANE WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. Temporary cross bracing at each end of the building and repeated at WEB MEMBER PLANE Frame 4 This safety alert symbol is used to attract your attention! PERSONAL SAFETY IS INVOLVED! When you see this symbol - BECOME ALERT - HEED ITS MESSAGE. CAUTION: A CAUTION identifies safe operating prac- tices or indicates unsafe conditions that could result in personal injury or damage to structures. HIB -91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES Itis the responsibilityofthe installer(builder, building contractor. licensedcontractor, erector or erection contractor) to properly receive, unload, store, handle, install and brace metal plate connected wood trusses to protect life and property. The installer must exercise the same high degree of safety awareness as with any other structural material. TPI does not intend these recommendations to be interpreted as superiorto the project Architect's or Engineer's design specification for handling, installing and bracing wood trusses for a particular roof orfloor. These recommendations are based upon the collective experience of leading technical personnel in the wood truss CAUTION: The builder, building contractor, licensed contractor, erector or erection contractor is ad- vised to obtain and read the entire booklet "Com- mentary and Recommendations for Handling, In- stalling & Bracing Metal Plate Connected Wood Trusses, HIB -91" from the Truss Plate Institute. DANGER: A DANGER designates a condition where failure to follow instructions or heed warn- ingwill most likely result in seriouspersonal injLgy or death or damage to structures. WARNING: A WARNING describes a condition where failure to follow instructions could result in severe personal injury or damage to structures. TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608)833-5900 industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright © by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. CAUTION: All temporary bracing should be no less than 2x4 grade marked lumber. All connections should be made with minimum of 2-16d nails. All trusses assumed 2' on -center or less. All multi -ply trusses should be connected together in accor- dance with design drawings prior to installation. TRUSS STORAGE CAUTION: Trusses should not be unloaded on rough terrain or un- even surfaces which could cause damage to the truss. ACAUTION: Trusses stored horizontally should be supported on blocking to prevent excessive lateral bending and lessen moisture gain. WARNING: Do not break banding until installation begins. Care should beexercised in banding remov- al to avoid shifting of individual trusses. WARNING: Do not lift bundled trusses by the bands. Do not use damaged trusses. ACAUTION: Trusses stored vertically should be braced to prevent toppling or tipping. DANGER: Do not store bundles upright unless properly braced. Do not break bands until bundles are placed in a stable horizontal position. ADANGER: Walking on trusses which are lying flat is extremely dangerous and should be strictly prohibited. Frame 1 MONO TRUSS TOP CHORD TEMPORARY BRACING D/50 SPAN MINIMUM PITCH TOPCHORD TOP CHORD DIAGONALBRACE LATERALBRACE SPACING(DBJ SPACING(LBJ [#trusses] Up to 24' 3/12 1 8' 17 1 12 Over 24'- 42' 3/12 1 7' 1 10 1 6 Over 42'- 54' 3/12 1 6' 1 6 1 4 Over 54' See a registered professional engineer Note: Bottom chord & web member temporary bracing also required - refer to Frame 4. DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. Top chords that are laterally braced can buclde together and cause collapse if there Is no diago- nal bracing. Diagonal bracing should be nailed to the underside of thetop chord when purlins are attached to the topside of the top chord. PLUMB =450 12 3or \ ...es.e. t9, 11e�s/ B• All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required WARNING: Failure tofollow these recommendations could result in severe personal injury or damage to trusses or buildings. I I I Truss D/50 Depth 12" D(in) 1' I I Lesser of 2' D/50 or 2" t' ± 1/4-�I 3' Maximum Plumb Misplacement Line INSTALLATION TOLERANCES D(in) D/50 D(ft) 12" 1/4" 1' 24" 1/2" 2' 36" 3/4" 3' 48" ill 4' 60" 1-1/4" 5' 72" 1-1/2" 6' 84" 1-3/4,, T 96" 2" 8' 108" 2" 9' OUT -OF -PLUMB INSTALLATION TOLERANCES 10" or Greate Attachment Required - Bow Length L (in) ..................... ...................... t Ya Lesserof 0200 or 2" L (in) L (in) T.........::::::::::::::::::........ ± t/a t Lesser of U200 or 2" L(in) U200 L(ft) 50" 1/4" 4.2' 100" 1/2" 8.3' 150" 3/4" 1 12.5' L(in) U200 L(ft) 200" 1" 16.7' 250" 1-1/4" 20.8' 300" 1-1/2" 25.0' OUT -OF -PLANE INSTALLATION TOLERANCES DANGER: Under no circumstances should AWARNING: Do not cut trusses. Aon construction loads of anydescription,beplaced unbraced trusses. Frame 6 2x4/2x6 PARALLEL CHORD TRUSS TOP CHORD TEMPORARY BRACING MINIMUM SPAN DEPTH TOPCHORD LATERALBRACE SPACING(LB) TOPCHORD DIAGONALBRACE SPACING(DBS) [#trusses] SP DF I SPF/HF Up to 32' 30" 8' 16 10 Over 32'- 48' 42" 1 6' 6 4 Over 48'- 60' 48" 1 5' 4 2 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir 9 The end diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support. All lateral braces lapped at least - two trusses. Top chords that are laterally braced can buckle together and cause collapse If there is no dlago- nal bracing. Diagonal bracing should be nailed tothe undersideof thetopchord when purlinsare attached to the topside of the top chord. End diagonals are essential for stability and must be duplicated on both ends of the truss system. =4s° Continuous Top Chord Lateral Brace T Required 10" or Greater I Attachment Required - 2p (D@ ) 10 Trusses @ SpF�HF 210 .c. o,c. WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. 4x2 PARALLEL CHORD TRUSS TOP CHORD TEMPORARY BRACING Top chords that are laterally braced can buckle together and cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. ..M� �•�' 'ILII• � ' �� All lateral braces lapped at least - two trusses. =450 End diagonals are essential for stability and must be duplicated on both ends of the truss system. Frame 5 ot\es5 10 Continuous Top Chord Lateral Brace Required 10" Attachmer Required 30" or greater 'I Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. WARNING: Do not attach cables, chains, or hooks to the web members. ,I;A Approximately Approximately 1/z truss length 1/2 truss length Tag Truss spans less than 30' Line I Spreader Bar Toe In Spreader Bar Toe In Approximately 1/2 to 2/3 truss length Less than or equal to 60' 1/2 to 2/3 truss length Less than or equal to 60' Toe In WARNING: Do not lift single trusses with spans greater than 30' by the peak. [A MECHANICAL INSTALLATION Tag Lifting devices should be connected to Strongback/ Line the truss top chord with a closed-loop Spreader Bar attachment utilizing materials such as '3 s. slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of thetruss. Each truss should be set in proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo - Tag rary bracing is installed. Line Tag Line Strongback/ Spreader Bar � 10 2/3 to V4 truss length 10' 1 10' Toe In At or above mid -height 72/3 Approximately to 3/a truss length Tag Tag Greater than 60' Line Line GROUND BRACING: BUILDING INTERIOR I I GROUND BRACING: BUILDING EXTERIOR 11 truss of bra group of truss End brace (ES) Frame 2 as of braced of trusses CAUTION: Temporary bracing shown in this summary sheet is adequate for the installation of trusses with similar configurations. Consult a registered professional engineer if a different bracing arrangement is desired. The engineer may design bracing in accordance with TPI's Recommended _<> Design Specification for Temporary Bracing of Metal Plate Connected Wood Trusses, DSB-89, and in some cases determine that a wider spacing is possible. '3 s. GROUND BRACING: BUILDING INTERIOR I I GROUND BRACING: BUILDING EXTERIOR 11 truss of bra group of truss End brace (ES) Frame 2 as of braced of trusses Department ®f Development Services Building Divisi®u 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Residential Construction- Requirements IMPORTANT . This set of plans and specifications MUST be kept on the job site at all times and it is unlawful to make any changes or alterations on same without written permission from the Building Division, County of Butte. All materials and workmanship shall be in accordance with recognized good practices and of a quality prescribed for the specific use in the 2001 California Building Code (1997 U.B.C.), 2000 California Plumbing Code (2000 U.P.C.), 2000 California Mechanical Code (2000 U.M.C.), and the 1999 National Electrical Code (1999 N.E.C.) The following items are separated into two categories (general and specific). The "general" items are for your reference and are not specifically called out on the plans by the plans examiner. These items MUST be complied with, if applicable, and it is the builder's responsibility to comply. The "specific" items have been keyed to the plans. If an item is inadvertently left out or missed, it does not relieve the builder of any responsibility for code requirements, general or specific. GENERAL REQUIREMENTS • Guest rooms and habitable rooms shall have natural light equal to _10% of the floor area and natural ventilation equal to 5% of the floor area (Sec. 1203, U.B.C.) • Provide required room dimensions and ceiling height. (Sec. 310.6, U.B.C.) • Provide lights, switches, and receptacles for maintenance of mechanical equipment. (Sec.306, U.M.C.) • Approved vent and adequate combustion air for gas water heater and/or fiunace. (Ch. 7& Ch. 8, U.M.C.) • Provide minimum one 3'-0" exterior door.. (Sec. 1003.3.1.3,U.B.C.) • Provide adequate clearance and type A flue for fireplace/woodstove. • All stairways to comply with U.B.C. section 1003.3, for rise, run, headroom, width, landings and handrails. •HallwaYsto be minimum 36" wide (U.&C. 1004.3.3.2). • Underfloor access and ventilation per Sec.2306.3 & 2306.7, U.B.C. • Attic access and ventilation (UBC section 1505). • Provide approved flashing at all exterior openings. • Provide 18" platform for appliances/equipment in garage capable of producing a flame, spark or glow. • Provide protection of appliances in garage from vehicular damage. • Closet lights per N.E.C. Article 410-8. • Provide certificates of conformance for all glu-lam beams. • Provide approved spark arrester at all chimneys/type "A" flues. • Provide''/:"x 10" anchor bolts @ 6' o.c. max and within 12" of alljoints. Provide 2"x 2"x 3/16" steel plate washer @ each bolt. (Sec. 1806.6, U.B.C.) • Foundations with stemwalls shall be provided with a minimum of one number 4 bar at the top of the wall and one number 4 bar at the bottom of the footing. (Sec. 1806.7.1; U.B.C.) • Slabs -on -ground with turned -down footings shall have a minimum of one number 4 bar at the top and bottom -(Section 1806.7.2, U.B.C.) • Guardrails to have minimum 36" high top rail, with intermediate rails spaced that a 4" sphere cannot pass through (Sec. 509, UBC) Page 1 of 2 Owners Name: 41a/M(500 Building Permit Number: 03-0703; Plans Examiner: Martha Christy 509, U.B.C.) • Veneer per Ch. 14, U.B.C. • Exterior plaster — weep screeds (U.B.C. section 2506.5). • Skylights per Sec. 2409 & 2603.7, U.B.C. • Protect plastic foam insulation per Sec. 2602.4, U.B.C. • Ground fault protection shall be required in all bathrooms, garage, kitchen, wet bar, and exterior receptacles (NEC 210). • Electrical, mechanical, and plumbing construction (not plan reviewed) shall comply with the current editions of the National Electrical Code, Uniform Mechanical Code and Uniform Plumbing Code. • Minimum water closet clearances of 15" from its center to sidewall and 24" front clearance (U.P.C. 408.6). • Minimum shower compartment size of 1024 sq. in. & 30" circle (U.P.C. 412.7). • Provide plumbing fixtures, water closet clearances and shower sizes per U.P.C. SPECIFIC REQUIREMENTS 1. Provide safety glazing in all hazardous locations (U.B.C. section 2406). 2. ` Garage firewall separation — required on garage side, including supporting walls and posts (U.B.C. section 302.4 exception #3). 3. Install smoke detectors as per the requirements of U.B.C. section 310.9.1. 4. Special roof covering required, class B minimum 5. Provide 2 separate exits from the third story (U.B.C. section 1004.2.3.2 exception #4). 6. Every bedroom shall have at least one operable window or door. Windows shall have a minimum net clear openable area of 5.7 square feet. Additionally, the window shall have a minimum net clear openable height of 24" and a minimum net clear openable width of 20". The window sill height shall not be more than 44" above thefloor (LT B.C. 310.4). COLOR CODE USED ON PLANS Blue = Engineering Pink = Firewall Green = Braced wall panels Yellow = Important COMPLY WITH ITEMS INDICATED BELOW ❑ Your parcel lies within a designated 100 -year flood plain. Finish floor shall be a minimum of one foot above the elevation shown on the attached Flood Elevation Certificate. A Post Flood Elevation Certifi ate will also be required Note: We will normally accept the following as compliance with the flood elevation requirements: 1. Building is anchored to concrete stemwall system with conventional anchor bolts. 2. Building plate on top of stemwall to be one foot or more above the 100 -year flood elevation. (Plate height less than 24" above grade, or engineered design required). 3. Electrical, heating, ventilation, plumbing and air conditioning equipment and facilities located above the 100 -year flood elevation. 4. At least 2 openings in exterior walls, located on opposite or adjacent walls with a total net area of not less than 1 square inch for every square foot of enclosed area. 5. The bottom of the openings shall be no highei than 1 foot above grade. 6. The openings may be screened or covered with other devices that will permit automatic entry and exit of floodwater. 7. All building materials below the 100 -year flood elevation must be of fire-resistant material. ❑ Fire sprinklers are required in this structure. This parcel is located within the California Department of Forestry and Fire Protection area. Compliance with the attached CDF fire safe requirements will be necessary. ® All structures and equipment,including overhangs shall be clear of all easements. A setback of6O 5,�om the side and00sh4fPom the rear property lines and 20 feet (25 feet if Federal Aid Route) from the edge of the right of way shall be clear of structures and equipment except for a 2 foot overhang. ® Expansive soil may be encountered on this site. This condition may require the foundation to be designed by a California registered engineer or licensed architect. Page 2 of 2 Owners Name: am Building Permit Number: —Q 703 Plans Examiner: Martha Christy _,+ s SITE PLAN REVIEW APPLICATION Date: �� '2 _—� AP# Permit Number (if applicable) 0 APPLICANT INFORMATION Parcel Size:�- Owners Name: A P Ayy-� 5 D _A , E? ---)0 72 i S Owners Address:' o V A 1 L D Z C k i G 5 CA 95 9 7 Telephone No.: S b b— 9 y 9 '2 Situs Address: 5 O G 5 )-1 S i T CT— Proposed Use: Residential New Single Family Residential ❑ Single Family Addition ❑ Mobile Home ❑ Residential Accessory ❑ Permanent Second Dwelling ❑ Temporary Mobile Home (Aunt Minnie) ❑ Temporary Travel Trailer ❑ Multi -family Non-residential ❑ New Commercial ❑ Commercial Addition ❑ New Industrial ❑ Industrial Addition Other Septic ❑ Agricultural Exempt Building ❑ Other: Brief Explanation (if necessary): ❑ Single Family Remodel ❑ Commercial Remodel ❑ Industrial Remodel ❑ Well DO NOT WRITE BELOW THIS LINE DEVELOPMENT SERVICES INFORMATION (For Staff Use) ❑ Approved 19 Conditionally Approved ❑ Resolve Problems Prior to Approval ❑ Site Plan Stamped.Approved By Date { Page 1 of 5 Zoning: 5 Applicable Building Setbacks:'. Zoning g Y Code Streets & Hi hwa s Fire Prevention Subdivision Ma 4.1 ' ... P,. Front L ► - :y r, ALL ITEMS CHECKED APPLY TO THE PROPERTY ` Parcel Is In: ❑ Snow Load Area: Rear ❑ Land Conservation Act Minimum Acreage: ❑ Verify residence can be built per contract':-,' ❑ Nitrate Action Plan (See Environmental Health for standards) Height' ❑ Watershed Protection Overlay Zone (See attached standards and requirements) ❑ Expansive Soils (Test for expansive soils and,if verified proper foundation design required) N/A - ® SRA - (CDF to determine specific requirements) j 100 -Year Flood Plain: l ^ ; • Flood Zone: = �t° Flood Panel No.: Index Date: e�R t�— ❑ . . Sacramento River Reclamationm District (Approval must be obtained from the California ReclaatiowBoa�. rd) ❑ Feather River Reclamation'District (Approval must be obtained from the California Reclamation Board) ^ - ❑ North Chico Specific Plan (See.Development Fees Section and attached standards and requirements)-" ❑ Chapman/Mulberry (See attached standards -and requirements) tZ ❑ Cohasset Area (See attached standards and requirements) 0 Grading Zone (See. attached handout) x Use Requires: ❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit ❑ Minor Variance ❑ Variance t '` fn ---------------------------------------------------------------------------------{ ❑ Detached Building Use Form ❑ Encroachment Permit " ❑ Agricultural Worker Affidavit ❑ Agricultural Acknowledgement Statement Zoning: 5 Applicable Building Setbacks:'. Zoning g Y Code Streets & Hi hwa s Fire Prevention Subdivision Ma 4.1 ' ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks:' . a. i i^ Page 2 of 5 �- y ... P,. Front L ► - :y r, Side Side Street ' Rear 27 Height' k., Waterway N/A - N/A N/A ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks:' . a. i i^ Page 2 of 5 �- y Applicable Development Fees: Standard Fees ❑ Fire ❑ School* ❑ Parks/Recreation ❑ Roads ❑ Sheriff ❑ Drainage ❑ NCSP/CSA 87 ❑ Chico Urban Area — Road ❑ Thermalito Drainage Area ❑ Thermalito Urban Area ❑ Other -------------------------------------- Subdivision Map Special Fees ❑ Water Tender ❑ Road Improvement ❑ North Oroville Area ❑ Other (per map) Amount Formula * Check with school district to verify actual fee if pre -application review. A final determination will be made at the time of the building permit. Parcel Created By Q Deeds: Date of Creation: Legal Access Provided: ❑ No ❑ Yes Deed of Reference: Legal Access Required ❑ No ❑ Yes Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Decd Creation:❑ No ❑ Yes Comments: ❑ Parcel Deemed to be legal ❑ Verify Legal Parcel ❑ Verify Legal Access ❑Provide Deed of Creation ❑ Obtain a Certificate of Compliance ❑ Obtain a Merger ❑ Obtain a Lot Line Adjustment ❑ Comply with Old Subdivision Lot Ordinance (Maps recorded prior to Book 17 of Maps Page 23). ❑ Construct road to: ❑ Meet Parcel size required by zone ❑ Meet current Environmental Health Department requirements Page 3 of 5 Mj Subdivision Map/Parcel Map.: Map Date of Recording - Lot `Z- "2._9, - 9 12- 1; Book: )5 Pace: 6c) ❑ Use Permit/Minor Use Permit ,. Permit Number: Date of Approval: Parcel Map/Subdivision Map/Use Permit Conditions M Comply with the following Conditions of Approval: A-rA iL�A ; IS Meet the Fire Safe Regulations of Butte County and P.R.C. 4290• i ❑ Automatic fire suppression sprinkler systems shall be installed in accordance with the . National Fire Protection Association Standard for installation of sprinkler systems'. in one and two family dwellings and mobile homes, NFPA Standard 13D, unless a pressurized community water system, with hydrants that meet the Fire Department specifications; serves the parcel- El arcel❑ Wood stoves and fireplace inserts shall be EPA approved and designed to meet the emission {- requirements of the California Clean Air Act of 1988, as amended. ❑ Provide an erosion control plan for building and land disturbance. The Erosion Contiol Plan, must be prepared by a registered civil engineer or other qualified professional: and_• be submitted to and approved by the Department of Public Works. ❑ In lieu of a pressurized water system or water storage tank, payment into the appropriate. Battalion Water Tender Fund may be required. ❑ Measures shall be taken to control fugitive dust emissions from all driveway and othei'civil construction associated with residential development. Approved dust control measur'e`s are found in the fugitive dust control plan for the site approved by the Butte County Air;Quality - Management District, a copy of which can be obtained from the Butte County Department of Development Services, Building Division." - ❑ Engineered foundations are required. ❑ Class A roofs are required. ❑ Property owners responsible for road maintenance, and stop sign maintenance. C Page 4 of 5 PROJECT PROCESSING RECORD Applicant: Owner: C A.P. #: �`t'� —� �� i Lj Permit 7V, Work Description: Date Description of Step or Status �0 1 V 1' AN REVIEW RESPONSE ORM In order to expedite die review of yo , ns, please complete the following informatioWd return this form with your re -submittal. 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 plans/calcs. ATTACH THIS FORM TO A COPY OF YOUR PLAN REVIEW LETTER AND RETURN WITH REVISED AND ORIGINAL PLANS. OWNERS NAME DATE: gnO94 �•�v �o��S ver �So� 5 1 ti a 3 ASSESSORS PARCEL NUMBER PERMIT NUMBER 041 -- & Ex) -- ® 16 0-90 -- 0-703 RESPONSE FOR PLAN CHECK LETTER DATED: PLAN CHECK ITEM N RESPONSE BY: LOCATION ON PLANS/CALCS: LOCATION ON PLANS/CALCS: COMMENT : It"649-:r // 6 To /Z�GT >�>✓ / 49 L.74 COMMENT . 3o4io yj„J Da,,JS 11. • V F- B - ]F.,J C F4 rt>~/6rc 3'-��� x S'-�~ = 7.S sF= 17, G X2=3 Tv PLAN CHECK ITEM p RESPOIJSE 13 Y: LOCATION ON PLANS/CALCS: COMMENT : It"649-:r // 6 To /Z�GT >�>✓ / 49 L.74 17 PLAN CHECK ITEM RESPONSE BY: LOCATION ON PLANS/CALCS: COMMEN 17 PLAN CHECK ITEM 0 RESPONSE BY: LOCATION ON PLANS/CALCS: i COMMENTS: _ �'i VE-, iV. C• L n BY: da _ i . CATION ON PLANS s W �T 13 A -j-,) At --A ''-) d ASSESSORS PARCEL NUMBER � y tESPONSE FOR PLAN CHECK LETTER DATED: 5 Iz o-? 'NUMBER 0310-070M PLAN CHECK ITEM N RESPONSE BY: LOCATION ON PLANSICALCS: COMMENTS: A % MW 7b W • F A- PLAN CHECK REM 0 RESPONSE BY: LOCATION ON PLANSlCALCS: COMMENTS: ESPONSE BY: SE BY: PLAN CHECK ITEM A v RESPONSE BY: LOCATION ON PLANSICALCS: COMMENTS: April 29, 2003 • Emory and Doris Adamson 168 Vail Drive Chico, CA 95973 • Department of Development Services Building Division 7 County Center Drive Oroville"' CA 95965 (530) 538-7541 (530) 538-2140 FAX Assessor Parcel Number: 041-650-015 Building Permit Number: 030-0703 Ll Thank you for submitting the plans for your building project. The plans have been reviewed, and the plan examiner's comments are listed below. Please respond in writing to each item by completing and returning the enclosed PLAN REVIEW RESPONSE FORM. Your complete and clear response will expedite the re -check and approval of this project. NON-STRUCTURAL COMMENTS: 1. Provide a minimum of 32 square feet of window area for the game room upstairs. 2. Provide manufacturer's specifications for the gas fireplace located in the master bedroom. This information is required at plan check and unit must be a "direct vent" to meet code requirements for installation in a bedroom. 3. Provide construction details for the rear deck.. The deck is required to be enclosed per your parcel map. 4. All eaves and any roof overhangs are required to be enclosed per your parcel map. STRUCTURAL COMMENTS: --' 1. Foundations shall be constructed in accordance with the geotechnical investigation for Lime Saddle ridge Estates, now known as Mountain Oaks Estates, by Lavor L. Roper dated June 6, 1990, on file with the butte County Public Works Department: Architect of record is to provide; a letter stating that he has reviewed the report and has designed the foundation accordingly. 2. The bracing, as currently shown on the plans, does not meet the requirements of the Uniform Building Codes in the following areas: braced wall panel located more than 8 feet from the end of a braced wall line, alternate braced wall panel must be located on a foundation with required steel which runs the entire length of the braced wall line -this includes the interior line with alternate panels and the line which runs through the garage, lines off -set more than 4 feet and panels located more than 25 feet apart along a braced wall line. You may either add additional panels and provide all requirements for alternate braced wall panels or provide a lateral analysis. 1 of 2 If you wish to discuss any of these requirements, please call (530) 53.8-7541 between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. To discuss non-structural items; ask for Martha. Philo will answer your structural questions. Please refer to your Data Sheet for remaining non -plan check items.. (You received this form when you applied for your permit.) The counter staff will answer any questions concerning the Data Sheet. kha Christy Philo Hunt, P.E. Plans Examiner Plan Check Engineer CC: Tim Crete �✓l�" v rG a 2 of 2 �t'��4�5o1J CA--,u-s A\pe/\y2-s TNnr I (d- 164S M� �C oV�S�2ES�-� Vt-mss �0 u.oN —�-N � 1003 3, 7/2 3 1 pwsw�n T(A4 CKG� l-I� v,,� cs�- s� ✓� l�-i�- Sr�� A rKAT WiN✓J HOUSE SHEAR WALL SUMMARY LOWER LEVEL Prot. No E..iZ275PAY-1-HODS- DATE SEPT. 18 2002 SHEET OF .GRID WALL SEG. LOAD PANEL PANEL H.D. H.D. NOTE LINE SEG. LGTH PLF TYPE No. LOAD TYPE A 1 n/a 2 3 4 5 s B 1 Na .2 4 .6 1 3'76 618 F 18 5053 K ` 2 7-0 618 r F '18, 4256 K 3 5'-3 618 F 18 9078 N 4 5 6 D 1 nfa 2 3 4 (` 5 y 6 -, E 1 4 2931 Simpson Strong Wail 48X9 shear wall w/ holdowns 2 4 2931 Simpson Strong Wall 48X9 shear wall w/ holdowns 3 4 5 6 F 1 2 3.8 1399 Simpson Strong Wall 24X9 shear wall w/ holdowns 3 3.5 1399 Simpson Strong Wall 24X9 shear wall w/ holdowns 4 4 1399 Simpson Strong, Wall 24X9 shear wall w/ holdowns 5 6 G 1 2 4 4 5 4`-0 59. A 1 289, ,• N/A 6 4'-0 59 A 1 289 N/A H 1 n/a 2 3 y 4 ` 5 ' 6 PLV REVIEW RESPONSE F VI ' • ,licorder to expedite the review of your plans, please complete the following information andW= this form with yottr re-submitW. ff. y ' ' 4is form Is not complete, as to all correction items, we will not be able to accept your re -submittal for review. Zitere must be a _valid respdnsb to tvery item requested in our plan correction letter. "By others" is not considered a valid re ttre; =please Indlaiw your ' response to each item and the location where the Information can be found on the plans/calcs ` t ATtACH THIS FORM TO A COPY OF YOUR PLAN REVIEW LETTER AND RETURN WITH RMSE6 AND CHud & pUlNS, OWNERS NAME •; .,.,.. �. DATE . r.`,: s - ASSESSORS PARCEL NUMBER PERMIT NUMBER +; 1 s'' i • �_ _ o RESPONSE FOR PLAN CHECK LETTER DATED: N` PLAN CHECK REM A RESPONSE BY: LOCATIO ON PLANS/CALcm . LOCATION ON PLANS/CALC3: y ' . �41.C.. S'4' rw COMMENTS: COMMENTS" .1 �wvt=� L N�1 a� w/ Nti-�REI CYL E SE \ S l`+:t �:., f Ci4C:� LOCATION ON PLANS/CALCS: ~. - PLAN CHECK REM A RESPONSE e COMMENTS:. , .'- B• s PLAN CHECK ITEM A --_ RESPONSE B '�..vyyL✓ t.�lv��., �yy RESPONSE BY: LOCATIO ON PLANS/CALcm . 4imt�Td* . COMMENTS: '�..vyyL✓ t.�lv��., �yy RESPONSE BY: LOCATIO ON PLANS/CALcm . LOCATION ON PLANS/CALCS: ~. - L to fM'j1a•�� " . IL da' H� ' ,,, .. .Kms✓' LOC,ATTIIONN- ON PLANS/CALCS: • LOCATION ON PLANSICALCS , ,rd ' I' wn UM FLAN3/CAICS: 14,0111A60 ATION ON PLAN&tALCS: 10 RESPONSE FOR PLAN PLAN CHECK REM N RESPONSE BY: LOCATION ON PLANSICALCs-- COMMENTS: SA0^111- p A., & 4)y j(0 4 ---------- ---- PLAN CHECK IT RESPONSE BY. LOCATION ON PLA.NftALC6. COMMENTS: ............ ... PLM C NECK ITEM 0 RESPONSE BY: LOCATION LAN csi, COMMENTS: 00, S4 AooJ PUN CHECK ITEM N RESPONSE By., P, N PLAN&t O��..__.__... � L�jJ 7 COMMENTS: i t-, PLAN CHECK REM 0 RESPONSE BY. LOCATION ON pLM&jCLCj.- Cd" May 30, 2003 Emory and Doris Adamson 168 Vail Drive Chico, CA 95973 Department of Development Assessor Parcel Number: 041-650-015 Building Permit Number: 030-0703 Building Division 7 Counly Center Drive Oroville. CA 95965 (530)538-754t (530) 538-2140 FAX Services Thank you for submitting the plans for your building project. The plans have been reviewed, and the plan examiner's comments are listed below. Please respond in writing to each item by completing and returning the enclosed PLAN REVIEW RESPONSE FORM. Your complete and clear response will expedite the re -check and approval of this project. LLON-STRUCTURAL COMMENTS: None STRUCTURAL COMMENTS: 1. Please check seismic and provide seismic design calculations. It appears that seismic could control the lateral design. 2. Please show wind speed, exposure, exposure coefflicients, wind stagnation pressure, pressure coefficients and wind design method used. 3. Please check wind design calculations. The tributary areas shown in the calculations appear to be incorrect. Please show how values were determined... 4. Provide calculations for chords ancf collectors. 5. Provide calculations for the roof diaphragms. 6. Please show compete shear transfer on the eave connection detail (detail 5 on sheet 15) and key detail to the plans. Show edge Failing required at the roof diaphragm and the wall sheathing. 7. Provide shear transfer details of shear wall to foundation connections. 8. Provide supporting calculations for straps shown at discontinuities in wall lines. 9. Specify size of MSTC straps required. Plans show "MSTC" only. 10. The top plate splice detail is keyed to wall line B. Does this detail apply to any of the other wall lines? If so, please note on plans. 11. Please key the details on sheet 15 to the plans. 12. Detail 8 on sheet 15 specifies a drag truss connection. Does this detail apply at wall lines B, C and 2? Please key detail to the roof framing plan at appropriate locations. 13. Provide drag trusses and calculations for required drag loads. I of 2 El 0 14. Plans and calculations specify HD8 holdowns. Do you mean Simpson HD8A? 15. Provide adequate support for trusses AG (3.0 kips) and E 1 (4.4 kips). 16. Provide complete beam design calculations for beams A through G. Show calculations for loading on beams, beam reactions, support posts, footings and specify requirements, If you wish to discuss any of these requirements, please call (530) 538-7541 between the hours of 1:00 p.m. and 4:00 p.rn., Monday -through Friday. To discuss non-structural items, ask for Martha. Philo will answer your structural questions. Please refer to your Data Sheet foi- remaining non -plan check items. (You received this form when you applied for your permit.) The counter staff will answer any questions concerning the Data Sheet. Martha Christy NIH6 I I1.n►(, 1'.1� Plans Examiner flan Check Engineer cc: Tim Crete, Architect. v 09 , N -IS -Vv 2 of 2 May 30, 2003 Emory and Doris Adamson 168 Vail Drive Chico, CA 95973 Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Assessor Parcel Number: 041-650-015 Building Permit Number: 030-0703 Thank you for submitting the plans for your building project. The plans have been reviewed, and the plan examiner's comments are listed below. Please respond in writing to each item by completing and returning the enclosed PLAN REVIEW RESPONSE FORM. Your complete and clear response will expedite the re -check and approval of this project. NON-STRUCTURAL COMMENTS: None TRUCTURAL COMMENTS: 1. Please check seismic and provide seismic d_esin calculations It appears that seismic could control the lateral design. Please show wind speed, exposure, exposure coefficients, wind stagnation pressure, pressure coefficients and wind design method used. li-3. Please check wind design calculations. The tributary areas shown in the calculations appear to be incorrect. Please show how values were determined. 4 rovide calculations for chords and collectors. rovide calculations for t1 e�roof diaphragms. Please show compete shear transfer on the eave connection detail (detail 5 on sheet 15) and key detail to the plans. Show edge nailing required at the roof diaphragm and the wall sheathing. ✓' Provide shear transfer details of shear wall to foundation connections. ,.& Provide supporting calculations for straps shown at discontinuities in wall lines. Thecify size of MSTC straps required. Plans show "MSTC" only. e top plate splice detail is keyed to wall line B. Does this detail apply to any of the other wall lines? If so, please note on plans. 4-rPlease key the details on sheet 15 to the plans. . Detail 8 on sheet 15 specifies a drag truss connection. Does this detail apply at wall lines B, C and 2? Please key detail to the roof framing plan at appropriate locations. .4. Provide drag trusses and calculations for required drag loads. 1 of 2 4�lans and calculations specify HD8 holdowns. Do you mean Simpson HD8A? rovide adequate support for trusses AG (3.0 kips) and E1 (4.4 kips). 16. Provide complete beam design calculations for beams A through G. Show calculations for loading on beams, beam reactions, support posts, footings and specify requirements. If you wish to discuss any of these requirements, please call (530) 538-7541 between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. To discuss non-structural items, ask for Martha. Philo will answer your structural questions. Please refer to your Data Sheet for remaining non -plan check items. (You received this form when you applied for your permit.) The counter staff will answer any questions concerning the Data Sheet. Martha Christy Philo Hunt, P.E. Plans Examiner Plan Check Engineer cc: Tim Crete, Architect 2 of 2 April 29, 2003 Emory and Doris Adamson 168 Vail Drive Chico, CA 95973 • 0 Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Assessor Parcel Number: 041-650-015 Building Permit Number: 030-0703 Thank you for submitting the plans for your building project. The plans have been reviewed, and the plan examiner's comments are listed below. Please respond in writing to each item by completing and returning the enclosed PLAN REVIEW RESPONSE FORM. Your complete and clear response will expedite the re -check and approval of this project. NON-STRUCTURAL COMMENTS: Provide a minimum of 32 square feet of window area for the game room upstairs. Provide manufacturer's specifications for the gas fireplace located in the master bedroom. This information is required at plan check and unit must be a "direct vent" to meet code requirements for installation in a bedroom. /3'. Provide construction details for the rear deck. The deck is required to be enclosed per your parcel map. All eaves and any roof overhangs are required to be enclosed per your parcel map. S CTURAL COMMENTS: Foundations shall be constructed in accordance with the geotechnical investigation for Lime Saddle ridge Estates, now known as Mountain Oaks'Estates, by Lavor L. Roper dated June 6, 1990, on file with the butte County Public Works Department. Architect of record is to provide a letter stating that he has reviewed the report and has designed the foundation accordingly. 2. The bracing, as currently shown on the plans, does not meet the requirements of the Uniform Building Codes in the following areas: braced wall panel located more than 8 feet from the end of a braced wall line, alternate braced wall panel must be located on a foundation with required steel which runs the entire length of the braced wall line -this includes the interior line with alternate panels and the line which runs through the garage, lines off -set more than 4 feet and panels located more than 25 feet apart along a braced wall line. You may either add additional panels and provide all requirements for alternate braced wall panels or provide a lateral analysis. 1 of 2 'If you wish to discuss any of these requirements, please call (530) 538-7541 between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. To discuss non-structural items, ask for Martha. Philo will answer your structural questions. Please refer to your Data Sheet for remaining non -plan check items. (You received this form when you applied for your permit.) The counter staff will answer any questions concerning the Data Sheet. Martha Christy Philo Hunt, P.E. Plans Examiner Plan Check Engineer CC: Tim Crete 2 of 2 vTT �°0 RESIDENTIAL PLAN ° REVIEW GUIDE c Y`�- - :• c SINGLE FAMILY, DUPLF.XAND n_ _•� MISCELLANEOUS ONZY Owner. ��� Building Permit Number: 0 3 -Q 70 3 Plans Examiner. A. P. Number: GEcYER-kL: 1. Zoning requirements — (number of permitted Living units). 2. Plans signed by the designer. 3. Proper description of work on the application. n, n n �,/�? �, /,,� IzIn 4. Existing violations on the property. 5. Recorded notice of violation. 6 Building permit valuation. PLOT PLAN: 1. Complete parcel size and dimensions. Setbacks, side yard, easements, etc. 3. Other buildings or structures.U��� 4. Grading, fills and/or drainage. 3. Flood hazard 6 Special conditions on Parcel Map: Noise ❑ SRA ❑ Fire Sprinklers ❑ Water Tender ❑ Traffic and Drainage fees ❑ Federal aid Route and/or Federal Aid Secondary Route setback requirement S. Building or utilities across lot lines (Lot merger approval by Butte County Land Development) FLOOR PLA`: 1.Plans and specifications drawn to scale with dimensions a� and of stcient clarity (UBC section 106.3.3). ' 0% of natural Light and 5% of ventilation (Uniform Building Code section 1203). {rdt-M Escape or rescue windows shall have a minimum net clear operable area of 5.7 squa& feet The midmnm net clear openable height dimension shall be 24". The minimum net clear operable width dimension shall be 20 When nindo%%s are provided as a means of escape or rescue, they shall have a finished still height not more than 44" above the fluor (Uniform Building Code section 310.4). X Skti•lighu (Uniform Building Code section 2409 tit: 2603.7). ,8" Glazing in Hazardous locations (Uniform Building Code section 2406). Habitable space shall have a ailing height of not less than 7 feet 6 inches except as otherwise pa'mitted in this section. Kitchens. halls, bathrooms and toilet compartments may have a ailing height of not las than 7 &et � measured to the lowest oroiection from the ailing (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 tit 310.6.3). /4 GFCI in baths. garage, kitchen, wet bar, and exterior receptacles (NEC 210). Water heaters %%hich depend on the combustion of fuel shall not be installed in a room cued or designed to be used for sleeping purposes, bathroom. clothes closets or in a closet or other confined space opening ion abath or bedroom (Uniforrn Plumbing Code section 509.0). Fuel burning equipment shall not be installed in a closet, bathroom ora room readily usable as a bedroom, or' a room. compartment or alcove opening directly into any of these (Uniform Mechanical Code secd=304.3). Garage firewall separation - required on garage side including supporting walls and posts (Unite m 8 Code section 302.4 exception #3). Under no circumstances shall a private garage have any opening into a room used for sleeping purposes ((;nifor-n Building Code section 312.4). }� Wood stove location Alcove — URIC section 203 confined space tit 223 unconfined space tit 304.2). Smok-- detectors (Uniform Building Code section 310.9.1). Pagel of 2 Water closet clearances (Uniform Plumbing Code 408.5). 4*47' Sb",er compartmentin' um lon masonryor concrete foundationscle (Uniform lthat shall be of umbing Code sufficient size to support 1.7'. Bearing Walls shall supported_ ��� / (%Z� all loads (Uniform Building Code section 1806.3). LJCT'[TRAL DETAILS: -2� Pi�`� yw� d�, �tnvancq' Wall els shall start at not more than 8 feet from each end of a braced Wall line• Braced Wall e4, Gly 1. raced Paz► ) Paz�B Yho�Z.t Must be in line or offset from each other by not more than 4 feet (UBC section 2320.11.3 . S Shap not exceed 34 fat on anter in both the longitudinal and transverse directions (UBC section 2320:4.1.) Braced Rall �S' lines must be continuous throughout the structure. v/YIOi {�t/CLGi/� �l�l? 2. A California licensed architect of registered engineer must prepare a lateral analysis for the areas of building that do not compl} With the Uniform Building Code. This must include the designees "wet" stamp, signature, 1W � d� registration number and expiration date on all sheets of plans depicting the_d�� �e a�n-d cover sheets of calculations. ��� QIC�c( Clerestory requiring balloon framing and/or engineering. ( r (r Foundation plans complete enough to construct building (Uniform Building Code Table 18-I-C7. � j%�e Ck �-4' Floor construction details complete enough to construct building. 6. Elevations and Wall construction details complete enough to construct building. 7. Roof construction details complete enough to construct building. S. Fireplace construction details and calculations if necessary. 9. Garage door header size(s). 10. Porch header size(s). 11. Typical header size(s). 11 Stud heights. 13. High expansive soil - special foundation design required. 14.. Retaining Walls requiring design 15; Gi *m wallboard, nailing inspecuon 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 every square foot of area enclosed Whit 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. Electric, heating, ventilation, plumbing and air conditioning equipment and other ser%ice facilities shall be designed and/or located so as to prevent Water from entering or accumulating With the components during conditions of flooding. MI[SCELLANEOUS ITEMS: Stairway details - landings, rise and rum 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). 5. Roof pitch for roof covering (Uniform Building Code Table 15-B=1 & 2,15-D-1 & 2). 6. Foam insulation - protection. 7. 36" halls and stairways (Uniform Building Code section 1064.3.3.2). 8. Two exits on three - story dwellings (Uniform Building Code section 1004.2.3.2). 9. Underfloor access and ventilation (Uniform Building Code section 2306.3 & 2306.7). 10. Attie access and ventilation (Uniform Building Code section 1505). 11. Sound requirements. 12. Energy design compliance and supporting documentation. 13. CDF responsible area requirements. BUILDING PERMIT REQUIREMENTS: 1. ❑ SRA. 2. ❑ Flood elevation certificate. 3. ❑ Fire SprinUers require& 4. ❑ Special Inspection requirements. S. ❑ Use Permit conditions. 6:.'❑ Sub-Standard Housing letter. 0 Pace = of _" 0 P AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 2003-0016572 Recorded Official Records Count Of BUTTE CANDACE J. GRUBBS Recorder ROSEMARY DICKSON Assistant 10:34AN 17 -Mar -2003 RE:C FEE 10.00 CONFORM 1.00 Andrew Page 1 of 2 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: Date D a PROPERTY OWNERS: State of California __ ) County of 9 ) On MarcH 1 91A, U d before me, JAichul D.., Piodary Pu6)i c_ personally appeared &,:j & a�(Q 6 dauwSo, �e sena}1y (or proved tome on the basis of satisfactory evidenceeto be the person(s) whose named ism subscribed to the within instrument and acknowledged to me that J/she/2htJrexecuted the same inJril`/her/.therm authorized capacity ), and that by jl i erAhetr signature,(s) on the instrument, the person(4 or the entity upon behalf of which the persoro) acted, executed the instrument. WITNESS my hand and official seal. Signature (- �o ?�1,.. Seal: MfCtEx ..CCLLINS `n jj /� ! 1316917 " / / [' J U l� l :. NC CALff01UNM A.P. # � COUNTY ComAt1G..6. 2005 y � � Y ,� ; .... " .._ I. 'wG .. i •i:.l 'ri` .^t'' 'i+yh 't^ .. .. - .. � �r }-�.�` .. �•' •S �'f 'y'r_�,Ylf���` fw... �.•��.—y^�«. .yl+��,�. i .. tiN' #jYf. � . "1,'p. .. ?"� •l� .dam Yayb� }{�y{�3 {,�4.A•.w,�� �j/yy�I 1!yV�/ill �! ��pY ,1rl J�� r�4 �SY��'�pfy'�ST� ��yi�i hy7•+� m�• q F I 8981M sv V}i9_MA3 • r Iv i� 4�fl�yr1�t4_ls4�t, 4 is Y'',;..✓'ps��IyV vi+ i R>f� '''� r 'J4 �� 1 ,. , A �' ,PaYti,p, s�. •�t �Lf.d�.:iD� �.A'�.f34tl.Jir.��("`$"''�'.YI,..�'.. �'. ty! .'�c�•c�'!���. a 3 i1J4fr psi' N!J c 0)JZ-t � 5rt�'4'Of' rFt �yy -i r y � 81 �+►T rt,,,, _ y r �. vri 3 ",—.—r u3 �a ?t'� c Fi.•ii'":''1r"✓ d'+rr"•r V"•,I"°�'s�"'V"',ri°0. .0 .0 .;b�. 4. • .ir `4 ALt THAT CERTAIN REAL - PROPERTY. SITUATE IN THE. COUNTY QF BUTTE, �-STATE OF CALIFORNIA, DESCRIBED AS FOLLOWS: BEING A PORTION OF SECTION,:7'18';;AND SECTION 19, TOWNSHIP 21 NORTH, RANGE 4 EAST, M.D.B. & M: ,.; XORE PARTICULARLY DESCRIBED AS FOLLOWS: ' DESCRIPTION - CONTINUED $ARCEL III: CONTINUED BEGINNING AT THE SOUTHWEST CORNER OF SAID SECTION 18,.SAID CORNER BEING MARKED BY A STANDARD :DEPARTMENT OF WATER RESOURCES MONUMENT AS SHOWN ON THAT CERTAIN,MAP .RECORDED IN BOOK 42 OF MAPS, AT PAGE(S) 6, BUTTE COUNTY RECORDS; THENCE LEAVING SAID POINT OF BEGINNING ALONG THE WEST Ll--N,-E'-OF SAID SECTION 18_HORTH 00 DEG. 05' 4711 WEST, 820.00 FEET; THENCE -LEAVING SAID WEST LINE SOUTH 90 DEG. 00' 0001 EAST', 910.00 FEET;. THENCE SOUTH 00 DEG. 00' 00". WEST, 1145.07 FEET TO THE NORTHERLY .RIGHT OF WAY LINE OF MESSILLA VALLEY ROAD; THENCE ALONG SAID NORTHERLY. LINE SOUTH 33 DEG. 370 1091 WEST, 67.22 FEET TO THE BEGINNING 'OF A CURVE CONCAVE TO THE NORTHWEST. HAVING A RADIUS OF 270.00 FEET; THENCE ALONG SAID CURVE 334.66 FEET THROUGH A CENTRAL ANGLE OF 71 -,DEG. 00' 00"; THENCE NORTH 75 DEG. •21' 5011 WEST, 441.81 FEET TO THE BEGINNING OF A CURVE CONCAVE TO THE SOUTH; THENCE FOLLOWING SAID CURVE ALONG A RADIUS OF 430.00 FEET, THROUGH A CENTRAL ANGLE OF 19 DEG. 43' 1711 AN ARC DISTANCE OF 148.01 FEET TO THE WEST-LINE':OF SAID SECTION 19; THENCE LEAVING SAID NORTHERLY RIGHT OF WAY LINE ALONG SAID WEST LINE OF SECTION 19, NORTH. 00 DEG. 38' 14" WEST, 368.93 FEET TO THE POINT OF BEGINNING. I J C r e t e d e s i g n A R C H I T E C T U R E A N D P L A N N I N G Timothy J. Crete -- Architect (C-24094) 2540 ESPLANADE #12 CHICO, CA. 95973 ph (530) 345-6676 fax (530) 898-0586 www.cretedesign.com . e x p e r i e n c e y o u c a n b u i I d o n March 13, 2003 Butte County Building Dept. Oroville,CA Re: Lot 25 Mt. Oaks Estates Adamson Residence This lot is 0.30 ac. and therefore is less than 1.0 ac.. If the lot is less than 1.0 ac. this construction project of a single family residence does. not disturb more than 1.0 ac and therefore the enclosed document does not apply. I spoke to Tom B1ixb of Butte county Public works/ Land Development and he agrees that this project and others like it do not apply and to contact him if there are any questions regarding this matter. Sincerely /47 Timothy J, Cre Moss A 1 .; nsl"'x 1jung 1 W"pI4 Jqef! 11skWhof AU 1. AVOW on assawy amm"AA 14"Al Anti J 101 idly no p'l xruf'li aa --'l pi .'as,'. 0" O ;.-I -.s'XcWvy :'NMI 'ttgi k- io ."110 §1 ari'd Kwwo* 01 bao -�kjqc 'Acm -ab 1 •'' :.iLa '�-v- '�?o brAL 01001%L too: 157' National Pollutant Discharge Elimination System (NPDES) Phase II & SWPPP Non -Certification for Project # L,3 for Butte County Storm Water Permit Compliance By signing below, I, the project architect/engineer of record, indicate that I am aware that a construction project that disturbs more than 1 acre of land requires a Construction Storm Water Permit from the State Water Resources Control Board. I, additionally, understand that it is the project owner's/owner's agent's responsibility to submit a Notice of Intent (N.O.I.), a Storm Water Pollution Prevention Plan (SWPPP) and a fee of $700.00 to the State Water Resources Control Board to obtain such a permit. I, further, certify that this project will not disturb more than 1 acre of land. I have also reviewed the Best Management Practices Handbooks, California Storm Water Quality Task Force, Sacramento, CA. I certify that appropriate BMPs will be implemented to effectively minimize the negative impacts of this project's construction activities on storm water quality. I acknowledge that it is. my obligation to make the project owner and contractor aware that the selected BMPs. must be installed, monitored, and maintained to ensure their effectiveness. If, at any time, site conditions and/or observations by a County official warrant reevaluation and revisions of the chosen BMPs, the appropriate changes will be made without unnecessary delay. I am aware that failure to properly implement and maintain the BMPs necessary to prevent the discharge of pollutants from this project during construction could result in significant penalties and/or delays. Signed: Title: Date: By signing below, I, the project owner/owner's agent, certify that I am aware that a construction project that disturbs more than 1 acre of land requires a Construction Storm Water Permit from the State Water Resources Control Board and that it is my responsibility to submit a Notice of Intent (N.O.I.), a Storm Water Pollution Prevention Plan (SWPPP) and a check for $700.00 made payable to the State Water Resources Control Board to obtain such a permit, if my project disturbs more than 1 acre of land. 1, further, certify that this project will not disturb more than 1 acre of land. This document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that.qualified individuals properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons directly responsible for gathering the information, I certify, to the best of my knowledge and belief, that the information submitted is true, accurate, and complete. Signed: Title: Date: NPDES & SWPPP Non -Compliance Certification Draft Butte County Stormwater Plan OWNER -BUILDER VERIFICATION Attention Property Owner: An "owner -builder" building permit has been applied for in your name and bearing your signature. Please complete and return this information at your earliest opportunity to avoid unnecessary delay in processing and issuing your building permit. No building permit will be issued until this verification is received. 6D.personally plan to provide t'heXajor labor and materials for construction of the proposed property imp ement : YES 'V NO ❑ 2. HAVE IV HAVE NOT ❑ signed an application for a building permit for thero osed work. p P . I have contracted with the following person (firm) to provide the proposed construction: NAME: ADDRESS: CITY: PHONE: CONTRACTOR'S LICENSE NO. 4. I plan to provide portions of this work, but I have hired the following person to coordinate, supervise, and provide the major work: NAME: ADDRESS: CITY: PHONE: CONTRACTOR'S LICENSE NO. 5. I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated: NAME ADDRESS PHONE TYPE OF WORK NOTE. This Owner -Builder Verification is requiredby Section 19831 and 19832 of the California Health and Safety Code. This verification must be completed and returned to our office before we are permitted to issue the permit O.B.- I . OWNER BUILDER INFORMATION I Dear Property Owner: An application for a building permit has been submitted in your name listing yourself as the builder of property improvements specified. For your protection, you should be aware that as "owner -builder" you are the responsible party of record on such a permit. Building permits are not -required to be signed by property owners unless they are personally performing their own work. If your work is being performed by someone other than yourself, you may protect yourself from possible liability if that person applies for the proper permit in his or her name. Contractors are required by law to be licensed and bonded by the State of California and to have a business license from the city or county. They are also required by law to put tlieir license number o$ all permits for which they apply.. If you plan to do your own work, with the exception of various trades that you plan to subcontract, you iliould be aware of the following information for your benefit and protection: ♦ If you employ or otherwise engage any persons other than your immediate family, and the work (including materials and other costs) is $300 or more for the entire project, and such persons are not licensed as contractors or subcontractors; then you may be 'an employer. 0 If you are an employer, you must register with the State and Federal Governments as an employer and you are subject to seveial obligations including state and federal income tax withholding, federal social security taxes, workers compensation insurance, disability insurance costs, and unemployment compensation contributions. ♦ There may be financial risks for you if you do not carry out these obligations, and these risks are especially serious with respect to worker's compensation insurance. ♦ For more specific information about -your obligations under Federal Law, contract the Internal Revenue Service (and, if you wish, the U.S. Small Business Administration)., For more specific information about your obligations under State Law, contact the Department of Benefit Payments and the Division of Industrial Accidents. If the structure is intended for sale, property owners who are not licensed contractors are allowed to perform their work personally or through their own employees, without a licensed contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons professing to be contractors is to secure an "owner builder" building permit, erroneously implying that the property owner is providing his or her own labor and material personally. Building permits are not required to be signed by property owners unless they are performing their own work personally. Information about licensed contractors may be obtained by contracting the Contractors State License Board in your community or at 1020 N Street, Sacramento, CA. 95814. Please complete the "Owner Builder Verification" on the reverse side of this form so that we can confirm that you are aware of these matters. The building permit will not be issued until the verification is returned. rely, Mic el C. Vi ira, C.R.O. Man ger, Building Inspection NOTE. This Owner -Builder Information is.required by Section 19830 of the California Health and Safety Code. OVER -7z� al o 14L l'I�3�K"r �Ap 114L1ao wl CAP oA, ?J •00 b.$ ol ft, V91, � _ e Ito, 87 ( SL) its /..i ._idI i c: -1p-Ibd N.A'IL-S JCA..SI✓I6 o 5pucle�-s VJ I��-lids M Timothy 3. Crete, Architect 2540 Suite 12, Esplanade License No. 024094 Chico CA, 95973 ....experience you can build on.... Ph. (530) 345-6616 Fax. (530) 899-0586 A, Wtehu. M& Planning www.cretedesing.cod Structural Calculations The Adarnson Residence Lot 25 Mountain Oaks Estates Paradise CA May 25"', 2003 Rev. July 5"', 2003 v )=1L-1!5 ' � i ;f � l,r . , i:, `4 �,y�j;-.:�;» Y•3 r~t .3 •.. �. 9{� r i Wt• tr ,f•' W`1 � - .r.. � _ `. '' tvvr wry. ...r - ^i - �, `,� q ��• ' -j�• _.. ,...-. ,.- -. .. ... i.....�. .., ..... •...,. .... __ ._.. a..,. �..-... ....... �_.. .. _. ... .. __ ... ..... ... ..-.�...... .... .. _.... .. �. qtr{' _� 1 - b •iA . . ' td'11ft !•., ,f,,f `..u< ? 3 �� Y! 3 r: a - 'rq. i+... r 1 • •s � ✓Q.. w • �'! *y. Ste.• �}� r N't• 7 OH---V-rfW6?7- r-29r!JI • .1-A-M.I.) AMIMI ARY Wind Analysis. NormAl rol-ce mcillod. cXII(I'mir It, 1" 1111,11 wiml P = Ce C(I Qs I WALLS P = .62 " 1.3 14 -5 • 1.0 P -.67 4 1.3 14.5 1.0 = .0126 ks I (ii► 11. P - .72 10 1.3 14.5 1.0 = .013( k-;1' 01 it. P .76 1.3 14.5 1.0 = .0 1,11 ks r Rio it, ROOFS TI IA14 9:12 P - .62 4 1.0 14.5 • 1.0 .0(1()- 1-:!l*. (ii) I fl. P - .67 4 1.0 14.5-4 1.0 .()1() (("i'! )() 11, P -L- .72 1'.0 14.5 Lo -= .01 1 ks 1'. (-(i! 25 11. P=.76• I.0* 14.5 I.0-.011 ks I' (iO .1 It. ROOFS 0;1*2 TO 12.12 P .62' 'L 1 4 14.5 1.0 = .010 ks I- ®R, I.', I]. P .674 1.1 14.5 Lo = o I I kst ((-,), ?o it. • P = .72 '1 1. 1 14.5 1.0 - .012 Ics I" (Ii) )..*,) 11. P -.16'0 1. 1 4 14.5 1.0 - .0l 2 1(!-,f if) H. Scismic Analysis 5latic.MKII-od V 2:5 Ca (lv) 5.• .36 .16.16 (w) (iil ply�vd. sheir mills R r I V = 2.5 Ca (%V) 5 16 g) -p. Oravity Loads ROOF LOADS: IS I is I" dend himl:l. )6 psl' Hilal 11)7(1 4-OhA 1 IWO)- MOOR LOADS: 10 l)shIcod load 1 1(1 I,sl. live lomi - 50 lisr toin! lond WALL LOADS: 12 psr 1 --cool pla-.1ri vxlci ior walls, - 9 p.jI* (ib" illieflor walls; I o psr cxt(-, ior Av;iijr, will, I cns,l rllicco or skiing _Lm F tiro ri) moo ANk 't� - r zo Orly L . ' _Z 41 AN edl" , 0 LI 14' �- • -- - s A+ Z 141- .4f 3/� L ,. +� t l ice, _...�. DQlamb JAIr _AA Up�g 1'' cart, ti1,p 24 7 � 1 F 41,00",Y �i,� AdIlk 1 AA • ..�v-�.. � �. - � r+nrwF....�+.w.r. xI- ..�, . - N yt'_ w e • Iwo Timoth I Crete Architect i r 2540 Suite 12, Esplanade License No. C24094 Chico CA, 95973 ....experience you can build on.... Ph. (530) 345-6676 Fax. (530) 898-0586 Architecture & Planning www.cretedesing.com - StJ-UCI: Ir,',l.I ("sIICLI—Jahons The Adamson Residence Lot 25 Mountain Oaks Estates Paradise CA • Cover 1. Foundation/floor framing 2. Beam A & B diagrams 3. Beam A & B 4. Beam C & D diagrams 5. Beam C 6. Beam E & F diagrams 7. Beam D&E 8. Beam F 9. Beam G 10. Hanger at beam B to A ec—Oix-, - e"J 4 SN7� % o to map -'-0 jk. wow 1r,111-10 Oe'. i .•rn_-.r._-.. - . . _.. a _ _ - •ti_ --.._r..�� �. _ _s __ r _ - n+_ - - - -�_ .v a . +r-raaSAy� �_. - ,i--� i .�.�...T,__'._..-}�.M 1� 1.r.^�. _ _� _.. _ .. -_ .. ..._ r . • y ` r y 4• a sJ t i f' of "'� .•-(A-J•t`•M/:<1•-'A r. Vit. . :Sia a �. ►nom �.. ____ ___._._ - .� -- - �--___�� __. � _._ a '4r •� i .57 T • r, y rdy t !�I� 'tiii 11w � .ka aKY.. _,_... .Jei �. -r r. {-.�twa tYO}', .:Y?n ..:..,.: ;+:,. .,. r . .r.. ..-..., }." ....M .r:1�%'.r 'W�.. _. .• r..- eo"." -- tI-.*- I rp T .� Ir lo i . r fo XIX - ��c�Do -- . I L 11 M�� iv, a• ��. •r ... r. ITD.........v c...eA�' 6... .. ... ;!9. a. .,Y �. _ Vii:.. - .i •"w �.-•...�i .. . .. v1 •. ......4 7 2W ep Y �. •rµ �.wrw.'IyS�Sw�., 72 11 5 r Z, 0 i #1 i wl n r.- t t - t i L_ '• iir "�. I� � - I.. � (wifiiw.hl Ihwr►"+� - rwi • w� � � !� 1 % �.� �r ' 1� I• .fid _. - - �� f iA / IlfcoA i 9yv A to --- -- ----- S9 �h _Y_3 = _ l One. - -111== _ . � ��/� L-1 VIC %. 1$ 001) q LOAy2 4w .......... .0 JA -e T tili nj 11 V.- 24. 094 C.A. p!"011 ph fox ()31% M48705ffli %VW%v. t-folArnlull . ti r. n I ............... 11"f r03 ('01.- ts eel: pv pt ..... fv,.r.,L /AAA"UVt� N Az k L 5 ENN IVA that -it is sub3,an,,o1 o AO of the .ilnte ,f Califcrm^ ......r qubdivision Mae alterations thereof, that l No sv� 3 3 all provioiQns of -the } ton}r,}Iv9 T^p 11n .o hnnn r r .( lie i Serial licoble nt the time of c!pDrcvnt` of - any local ordinance app',ubdivision No.— with and ( I am satisf:-d that the mnp i¢ torhni�^I1y r°rr�� . - Dote: By: i I nNDACE J. GP.11B85 --- Deputy _ County Recorder County of Butte R E 15170 4RNALDD..McEL.R. X 1/ 31 ;97 Deputy County Surveyor P. County of Butte artmentnl Memorandum �� Inter-Dep . To: Stu Edell, Land Development tment NOTES: (conf) FROM: Ted Crawford, Fire Depar P roximatef April through ' -03-115, 41-47-93 . 7. Rood construction activities shall be limited to the dry season of the y_ar,(oPP y P SUBJECT: Mountain Oaks Estates, APi4 41 September). All foundations shall be consir'Mountoinled In c0aks Estates, by geotechnical Roper dated aJune f 6, 990, on file - DATE: June 10 , 1996 Ridge Estates , now known os ect subdivision was tested with the Butte County Public works Department. fire hydrant system for the sub? t�tm fire flow was 500 9. If applicable, Deer tterd fees will be required to be paid of time of securing building permits. The The required minim on June 6, 1996. l0. Property owner shall join and pay taxes or assessments 10 a fire protection district if and when one gailons per Minute and the test result was 1155 gallons per ms h �� I minute at 55 PSI. is established in the area. the SThe system is complete and acceptable iei(ase Butte Co=ty tact Fire STAT s are anygoes P O ent . If there MOUNTAIN Department. 538-7994. - A PLANNED UNIT DEVELOPMENT NOTES,•/7o/ /17/e ?sed /o offec> record fid/e inle�esf A PORTION OF SECTIONS 7 8 18 1. Each building lot shall provide three off-street parking -,Paces. T. 21 N.. R. 4 E.. K D. B. and M. 2. Flammable vegetation to be removed within 30 feet of all structures in accordance with the fire safe BUTTE CO. CALIFORNIA regulations of Butte County and PRC 4290. for 3. All roof surfacing shall be constructed of Class B or better roofing materials. ns,Such as roof eaves, and exposed underfloorings,such as decks,sholl be M.O.P.S.. INC., A C Q I I f O r n I 0 Corporation All building projectio enclosed underneath. 4. Installation of an approved pressurized water hydrant system sh^II bp.e cmplptPd priorfc hnhitr+tion e+ Doing Business As • the firsI dwelling unit. M.O.R. CO. o lie a 5. Perimeter fencing shall be restricted to barbed wire of five a strands or,l shove qe both WStth°the( excep- North Star Engineering minimum a 16" above ground, the fop strand to bei maximum � rPPt from the roadway rpn(erllne anri 5 ippt 20 DECLARATION DRIVE • CMICO ,CALIFORNIA 95926 - (916) 893 160 tion of the 26.16 Dere sanitary sewer pond and irrigation easement. NERS .SURVEYORS 6. All construction shall maintain a minimum riistnnr? of CIVIL ENGINEERS PL from ony property line. SHEET I OF 5 AP 1- 03 - I 1 5 J 1 ''}!-93 3809 � .. .. � � � .. a. Y w' ', ..� _ V '�, � ' r '. n (d {� . �` ., '/' � - � �. S ._'�,t f .. � ` j n , . , C7 cn 0 z* zmr v O Ul --114.76' __------ - - N 7Y 21' 24" E - - D + T1 \ i I I I I I I I I I I I I I I I i / / D z M I :T1 W X r D BSL N \ w / 95.00' O / -- S 7Y 21' 24" W --- ---- - - - - -- D O_ (rl I — — — — — — — ------ --- — D I—' M M rn II I� o; U) M " O I M� D I—' M M rn II I� o; U) M 000 C = r- < m— M CH,ASI TY COURT p N v o Cb crete THE ADAMS 0 N RESIDENCE Timothy J. Crete 3 d e S I g n Architect 2540 Esplanade, Suite 12 PARADISE,` CA Chico, CA 95913 TEL:530345."16 FAX:530.848.0586 I M� M0 0 D C --I M Z D �z 0 + D CIO o TA 0 D n 000 C = r- < m— M CH,ASI TY COURT p N v o Cb crete THE ADAMS 0 N RESIDENCE Timothy J. Crete 3 d e S I g n Architect 2540 Esplanade, Suite 12 PARADISE,` CA Chico, CA 95913 TEL:530345."16 FAX:530.848.0586 ATTIC VENTILATION CALCULATION LIVING SPACE 3727 SF COVERED PORCH 70 SF TOTAL 3797 SF 3191 SF/300 = 12.6 REQ'D 12.6/2 = 6.3 SF RFQ'D UPPER/LOWER INSTALL (2) GABLE END VENTS 8 1 SF/VENT = 2.0 SF INSTALL 45 LF OF RIDGE VENT '& .125 SF PER LF. 15 X .125 = 5.6 SF U PF—E—R, INSTALL (61) ROOF JACK VENTS 'a .125 SF/VENT 64X0.125 m 8.0 SF LOWER (INSTALL 12" FROM EXT. WALL) TOTAL ROOF SHEATHING 15/320 APA RATED SHEATHING (32/16) UNBLOCKED BOUNDARY AND EDGE 8d COMMON AT 6/1 O/C FIELD NAIL 8d COMMON NAILING 121, O/Cl, 4X12 HEADERS TYP, OVER DOOR, WINDOWS AND OPENINGS AT BEARING WALLS UNO, USE 4X8 HEADERS TYP AT NON—BEARING WALLS. 15/12 DUTCH HIP BEAM TO BE FULL LENGTH (25'-3 1/2") I/ Z_ NOTCHED BEAM FOR PLATE AT BEARING WALL SEE CALC'S 6 3/4'' X 15'' AND ARTICLE GLB 0 861 Z DECO COPPER D 0 HIP ROOF PLT. +8'-011 SEE ELEVATION U 3 03 0, 861 Z DECO COPPER D 0 HIP ROOF PLT. +8'-011 SEE ELEVATION Ars/ams ry Lij -703 BUTTE COUNTY F-31 Ull- D i N G M V I S 10 N Drawn b 9* ML8 le ofa: (fo - I- - I --------- -1L 1 -111---,—�'--- � , - 115.00' S 1 38' 36" E 7.0 6.0 5.0 4.0 'K M F. F. RES. ���ArNR6//� �� / ; ;; j j j/� +/— 6.0 I � ; �� ; /�� � BURM '----)OIL TO W11 5 E3SLI— j%/� 6— 10 INCHES OF j� i /� j jj j j j STEM. SLOPE AWA' I i /�// � STRUCTURES AT A L/C1011T F 1/2 PER FOOT. F INTO ADJ. GRADE SIN I �/� ��i �, ii li / F. Fe GAR. /7.0 SEWER - CO N IN � DITCH —/ -------------- Wei 2.0 DRIVEWAY CUT TO 4.0 811 D I A. CULVERT ASSUME 0.00' WATER 1.0 ELE —' Z� z V z 0.0 0' x It I z _I / i I � I —7 1.0 Id)' BSL �� 12 2.0 -� �- 4 0 0 CN 0 V) \~\ i I 811 D I A. CULVERT 3.0 4.0 2 01-011 RAID. L-31 — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — LOT 25 0.30 AC. MOUNTAIN OAKS ESTATES Environmental Health MAR 17 2003 Chico, Callfomia u 4--) u LOT 25 0.30 AC. MOUNTAIN OAKS ESTATES Environmental Health MAR 17 2003 Chico, Callfomia u 4--) u co Ln cr OD co x < Ln tL 4—) n< W LLJ u Ln 7�3L9 Ln --C: -A CN uuj roil 3050 csmt 3050 csmt DOOR AND WINDOW LEGEND HARDWARE: I- THERESHOLD AND WEATHERSTRIP 2 - DECO ENTRY W/ DEAD BOLT 3 - EXTERIOR KEYED LOCK W/ DEAD BOLT 4 - CLOSER 5 - PRIVACY LATCH 6 - PASSAGE LATCH I - I PR HINGES 8 - 1 1/2 PR HINGES 9 - PIN TOP AND BOT. ONE SIDE 10 - MANUFACTURER PROVIDED HARDWARE. DOOR TYPES: A - SC DECO 6 PANEL ENTRY B - SC SINGLE LIGHT FRENCH DOOR C - STEEL DOLL -UP GARAGE DOOR D - SC PANEL DOOR E - PAIR SC 110) LIGHT FRENCH DOORS F - PAIR HC PANEL DOORS, PIN ONE SIDE TOP/BOT. G HC BYPASS PANEL DOORS H - HC PANEL DOOR J - HC BI -FOLD PANEL DOOR K- PAIR HC PANEL DOORS L - HC POCKET DOOR WINDOW HEAD/SILL HEIGHTS A _ T-8° A.F.F. B-ABV.AORC C - 6'-8" A.F.F. DOOR M:DOOR SIZE KEY HARDWARE CODE CODE WINDOW 162 /-SIZE SH�STYLE NOTE: B HEAD HEIGHT ALL WINDOW HEAD HEIGHTS ARE REFERENCED FROM FINISH FLOOR OF THE CORRESPONDING LEVEL, ALL WINDOW GLAZING TO BE LOW E ALL DOOR/WINDOW FRAMES TO BE WOOD ALL WINDOWS TO BE EXTERIOR CLAD. ALL WINDOWS TO HAVE GRID PATTERN (CONFIRM /OWNER). 05 FX A 4'X6' LANDING 1/2 _0 RND. 02 XO B FX A wl CEIL. GAS +101-01, F/P CARPETM/135 2-6 2- 5,1 10 P J CEI L. +101-011 IVI /b T CARPET NYL W/C x� 9 � H/ s + 8'- 6" SHELF CARPET 2-6 6H m FX -0 DH 305 D H t05D H ` 116850 A 1650 D H D H B A 05 .---------------- A (T- ------------------- 7-- -- — -- -� - - I 3068 / NOOK I 128 i I I I I E CARPET 1 1 I I I I I I 3040 OPENING 1<-i-- W/ARC H CEIL. +101-01, I I I I i I I I I I I I I I I I A I I I I I I I I B I i I I I I COFFERED CEIL. i I I I ' I --------------------I I e ------------------------I ` +8'-61' ` SHELF CEIL. +81-011 -------------- DW KITCHEN VINYL I PANTRY I I � I H I I REF I A I I I I flo I I I I\ SIM. /I ��— COFFERED CEIL. ---------------- ---------------/ / L_ B o FX 3X305 a FX �05 H H A DECK SEE DET ti I UP CEIL. I +8J-011 I 1 l / q L- LLL L L- LATE ,' �,--------- ,' ``� ��L WALK ®I N -E �°i�- L_ � I CLOSET ---- - - — 2:j LLL I � " L- - ° RH DININGrA CEIL.BUILT-IN IRdN/BD - - - - I Ii106a FXVs 1060 FX COFFERED CEIL.OR. f I I ' PORCH f I I I I � I LAUND�Y L T I I I I ®®® / I I I I DN ® I) Fw dFF-ARC i 1,x,81 /2 R N D WH -o I I D B FX STONE 3 8 I DN AO5 H VENEER Q II i 7'- 6'1 X 4'- 6'' B II hANDINGA( II I I I II I I II I I ii II I I SECOND' FLOOR II OVER GIAR. I II I I � I I I! I I II I I 1/2 RND 1/2 RND B 0 FX -0 FX 05 DH 05 DH A A II IC-_- IAPPROVED __ _-_`- Butte County I I FimAronmental Health FOUR -CAR TANDEM Rate. GARAGE S1 n, ure II i II I s1/2 RND 2-0 FX II 6-0FX c RND. II � II s05 DH 305 DH A A LIVING CARPET CEI L. +101-01, ARCH F H �+, CQATS CEIL. +101-01, STUDY CARPET XB°FX 3Bo FX H 05 DH q - A BR/2 CARPET CEIL, +101-01, WALK— IN CLOSET \ CARPET (� °J H XO Revisions: 4.01 HALL 2_6 2- A CARPETbt3 N 2-6 CJ In� H CEIL. 4-0 +10'-0 b 2 _ 401 XO A 2-6 ?-6 H H 10 G CEIL. +101-01, BR/3 CARPET 5-0 IG <�DH DH 205 2 t05 > X\0\ F X X \0 F AD H DH FLOOR PLAN SC 1/411 — 1,011 3383 S.F. 3727 TOTAL MAR (i; ch;co, California W U Z W 0 (/7 W m U � 4J U Lf) U E 4--) Q LOLL. ® (rin .A Uj U 7D Ln CN U (� °J H XO Revisions: 4.01 HALL 2_6 2- A CARPETbt3 N 2-6 CJ In� H CEIL. 4-0 +10'-0 b 2 _ 401 XO A 2-6 ?-6 H H 10 G CEIL. +101-01, BR/3 CARPET 5-0 IG <�DH DH 205 2 t05 > X\0\ F X X \0 F AD H DH FLOOR PLAN SC 1/411 — 1,011 3383 S.F. 3727 TOTAL MAR (i; ch;co, California W U Z W 0 (/7 W m