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063-360-007
063-360-007 99-2744 DOWD, BILL A CAROLYN 15051 WOODLAND PARK PR., F.R. CONTR: OWNER NEW SINGLE FAMILY 3�1 q f TO:. FROM: DATE: 99 INTER-DEPARTMENTP_L MEMORAND -a� �\ BUILDING DIVISION, OROVILLE �d ENVIR. HEALTH, CHICO � RELEASE ENV. HEALTH HOLD ON BUILDING FINAL FOR: J OWNER NAME: ,���� SEPTIC: WELL: AP#: 0( -5(0,-g ADDRESS/LOCATION: (-O7- 7 &00'04'�VD A-I'e- Comments: GL/memos/releaseho ld / `/o4- v- �oa� Y36/61 NOTES I C .` RESIDENTIAL PE T NO.""� '-063-360-007 99-2744 DOWD, BILL & CAROLYN 15051 WOODLAND PARK DR., F.R. CONTR: OWNER NEW SINGLE FAMILY PY TFFIC CO i AM ( / ✓ OQ r GAS Meter By Date ELECTRIC Meter By Date -�� 2-,o 'o C) --*-C) 4f - otoo 11 SPECIAL CONDITIONS CHECKED BY SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER OFFICE COPY I Address GAS Meter By Date - ELECTRIC / Date3 1Q�v Meter By v JOB FINALED ( te) Signature Y P r E C .` RESIDENTIAL PE T NO.""� '-063-360-007 99-2744 DOWD, BILL & CAROLYN 15051 WOODLAND PARK DR., F.R. CONTR: OWNER NEW SINGLE FAMILY PY TFFIC CO i AM ( / ✓ OQ r GAS Meter By Date ELECTRIC Meter By Date -�� 2-,o 'o C) --*-C) 4f - otoo 11 SPECIAL CONDITIONS CHECKED BY SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER OFFICE COPY I Address GAS Meter By Date - ELECTRIC / Date3 1Q�v Meter By v JOB FINALED ( te) Signature r E i C .` RESIDENTIAL PE T NO.""� '-063-360-007 99-2744 DOWD, BILL & CAROLYN 15051 WOODLAND PARK DR., F.R. CONTR: OWNER NEW SINGLE FAMILY PY TFFIC CO i AM ( / ✓ OQ r GAS Meter By Date ELECTRIC Meter By Date -�� 2-,o 'o C) --*-C) 4f - otoo 11 SPECIAL CONDITIONS CHECKED BY SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER OFFICE COPY I Address GAS Meter By Date - ELECTRIC / Date3 1Q�v Meter By v JOB FINALED ( te) Signature /=OK, 0 = Not OK = Not Applicable = Not Ready MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s Zoning Requirements -Setbacks -Easements 1. Zoning Requirements -Setbacks -Easements ' Footings; Soils -Size -Depth -Spacing -Connectors -Steel 2. Soils; Special MH Support Sketch Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 3. Sewer; Location -Test -Fall -C/O -Concrete Wood Awn.; Posts- Bea ms- Rftrs.-Con nectors Shthg.-Frg-Bracing 4. Water; Location -Test -Easement Needed (Sketch) Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete Carports; Windows -Doors 6. Gas; Location -Test -Wrap;-/ /" L'ft. / P Nat. or / /"L'ft./ /'LPG Electric 7. Well Clearance & Disconnect Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 8. Utility Clearance Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 1. 4. Electricity; MH Test -Crossovers -Breakers -Clearances 2. 5. Drain; MH Test -Fall -Flex Connector 3. 6. Water; MH Test -Regulator -Connector 4. 7. Water and Sewer Connected -C/O to Grade -HD Approval 5. 8. Gas and Electricity Tagged 6. 9. Tie Downs -Type -Installation Cert. 7. 10. Exits; Insp.-Sketch 8. 11. Cert. of Occupancy 9. 12. Permanent Foundation Only; License Decal 10. Plumb.; Cir. Test -Water Supply Test Date Light Niche 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- Bea ms- Rftrs.-Con nectors Shthg.-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date . FINAL (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosures- Panelboards-Ins. to Main in Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 /= OK 0 = Not OK = Not Applicable RESIDENTIAL (Single & Duplex) = Not Ready Date V6derfloor (Plans) OK except #'s ?/Fg Main; Soils-Elec. 'r Ftg. Depth 3/Ft ., ge; Soils-Steel-Elec. Grnd.-/ /" Ftg. Depth Porches & Decks; Soils -Steel-/ /" Ftg. Depth 5. S walls, Main; Steel-Blockouts-Wrapped St walls, Garage; Steel -Blackouts -Wrapped 6.). Ho�owns and Special Anchors T 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. enums & Ducts; Clearance -Material -Support -Ins. Girders -Sills -Anchor Bolts-Joists-Vents-Crippies 1_5./Access & Ventilation 16. Insulation Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except #'s 17. Water Htr.; Vent -Access -Combustion Air Odffle 18. Water f ipe; Test & Anchor- Naiyorotec ' n 19. D104; Test Fittings & An r -N rotection 20. Shower Pan; Test, First Floor -Tub Access 21. Test Tub & Shower, Second Floor -Tub Access 22. Gas Pipe; Sixe & Anchors Date FRAMING (Continued) Card B-1 Date Card B-1 Date 47. Card B-1 Date Card B-1 Date Fireplace Ties or Type A Flue -Fireplace Throat Clearance ELECTRICAL (Permit) OK except #'s Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 23. Fixture & Transformer Clearance -Ins. Protection 51. 24. Elec. Receptacles Spacing -Lights & Switches at Doors Property Line Firewall & Openings 25. Size Boxes & No. of Conductors Stapled 54. 26. Romex Installed Close to Edge of Studs & C.J. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 27. Equip. Ground made up w/Mech Fasteners -Bond Gas & Water 57. 28. 2 Appliance Circuits in Kitchen & Conductor Size GFI Glazing Area=Glass Protection -Skylights -Plastic 29. Subfeed Wire Size / / ga. Cu or AI-A.C. Wire Size / / ga Cu or AI 60. 30. Range Circle / / ga Cu or AI -Oven Circ. / / ga Cu or Al Insulated Neutral I] Yes Q No Insulation -Walls -Ceilings 31. Service -Riser Conductors & Ground Main Disconnect 32. Equip. Clearances Panels-Motors-Mech. Equip. 33. Clothes Closet Light -Shower Light -Spa Light 34. Smoke Detector 84. A.C. Unit Disconnect, Electrical -Plumbing Date 85. Card B-1 Date Card B-1 Date 86. Card B-1 Date Card B-1 Date 87. MECHANICAL (Permit) OK except #'s 35. A.C. Ducts Insulation & Support 36. Vent Fan, Exhaust above insulation 37. Condensate Drain & Overflow, Size & Grade 38. Furnace -Vent Access -Comb. Air -Return Air Vent 115 outlet 39. Attic Access & Platform if Furnace in Attic 93. Energy Compliance Certificate -Other Certificates 94. Address Posted Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FRAMING (Permit) OK except #'s Date 40. Sits Proper Materials & Anchors Comments at Final: 41. Walls Studs -Nailing Spacing & Braces -Plates -Sound 42. Bearing Walls over Girders & Floor Nailing 43. Draft Stop in Walls (rat proof) 44. Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs 45. Headers & Beams -Size & Bearina Date FRAMING (Continued) 46. Hangers -Post Caps -Anchors -Connectors 47. Cling. Joist-Rftr. Ties- Purlin-Roll Brac.-Truss-Shting.-Ring, 48. Fireplace Ties or Type A Flue -Fireplace Throat Clearance 49. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 50. Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 51. Garage Fire Protection Framing 52. Property Line Firewall & Openings 53. Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 54. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 55. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 56. Siding -Nailing Veneer 57. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 58. Glazing Area=Glass Protection -Skylights -Plastic 59. Shear Walls; Nailing -Bolts 60. Brace Interior/Exterior Wall Panels 61. Insulation -Walls -Ceilings 62. Infiltration -Walls -Windows Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 63. Ext. Steps -Door & Sidelight Protection -Landings 64. Smoke Detector 65. Furnace Vents -clearance -Comb, Air -Connector - In -Garage; Above Floor -Ducts -Meth. Protection 66. Bedroom Exiting 67. G.F.I. & Bath Fixtures & Tub Acdess-Spa 68. Elec. Trim & Subpanel, Breaker Sizes & Labels 69. Stairs & Rails 70. Fireplace or Stove, Clearance -Hearth 71. Elec. Outlets at Wood Panel„ Int. & Ext. 72. Kit. Fixt. & Appliance; Ground -Air Gap -Cooking Clearance 73. Elec. Outlets & Receptacles at Kit. Counter 74. Garage Fire Door; Swing -Landing -Closure 75. A.C. Duct in Garage -Damper 76. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 77. Plb., Elec. & Mech. Equip. Listed for Location 78. Elec. Receptacles in Garage (F.F.I.)-Romex Protection 79. Insulation -Foam -Looked in Attic 80. Guard Rails & Deck Construction -Post Caps 81. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor ❑ Yes 82. Following Instld./Drive J Yes O No/Walks Q Yes 0 No/Planters p Yes ❑ No 83. Stucco Brown -Finish 84. A.C. Unit Disconnect, Electrical -Plumbing 85. Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 86. Water Well, Disconnect, Electrical, Plumbing 87. Exterior Elec. Trim, G.F.I. Receptacle -Underground 88. Ventilation Throughout House 89. Glass Protection 90. Corrections from Previous Inspections 91. Gas Test -Meters Tagged, Gas -Electric 92. Water & Sewer Connected -C/O to Grade -HD Approval 93. Energy Compliance Certificate -Other Certificates 94. Address Posted Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: 02/14i2001 11:19 � MEEKS - CHICO 4 6.9112,04 Jan -120-00 07".23A wbdc ,._ 'S 166852831 ENGINEER UW QQ,,,,SYSTEMS Certificate of Conforma Certificate 052736 THIS 1S TO CERTIFY that the glued laminated timber products identified with a EnOneereit Wood Systems (EWS) were manufactured'. in accordance with the. a / and associated spec fications indicated below: ANSI Standard A190.1-1992, For Wood products — Structural Glub" Laminated Timber NER-486 Glued Laminated Timber Combinations And 'GAP" Gomputer Program For Determining Design stresses RITC 117.93 — Manufacturing - Standard Specifications For Structural Glued laminated Timber Of Softwood Specie$ NID. 390 P0 1 o � �r c � fv N m O x 0 n m o c�iw c7�'o W IU M CA Ca V X1,S HEREE3Y CERTIFIED that the APA EWS tracPrnarked Structural glued larninated tirnov members 0r0dkjei*b in a. manufacturing facility subject to regular audits in accordance with the arngineered '✓�*�d -'' .,:.'Tres (EWS) Quallty Assurance PrQgram. Routine audits incl ,-I:z °ispect;i an of ,he mannfa06irig,,,0rvicess and evaluation of the in -plant QA program with adequate sampling to verify conformanCe to industry standards for lumber grade and glueline bad quality., i / 7-0 %ttA 1" 7—#21 4lJ4fiS'1✓�' j� /�J ;Ji�f� 4' uAA1, rob 7' -of �f ,'�i? 7- j604 J.11) J ee 1'9T .Ce r 7 /wei�S --ell /eec) �i�E o� F- W STIJ al. �op � . C by x Thames G. WiNiamson w r., Executive Vice President o�t+ta�•�• Eh'GrwFFRE0 wDQO SYSTEMS'a a r6iareo for 91 -on 01 g134 - 7Nr RN61NrpprJ WOOD A550CiA710JV 7011$tOurn 191h $froel • P.O. Box 11700 - 7acomp, WA gee 11-p7pp ToWuh9neo (253; 565.6600 - Fax Number. (d53) W-7265 4 ,. ,,Ai �. 3 s COUNTY OF BUTTE ~, BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 CE CORRECTION NOTICE 99-27<ly OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address andphlould be corrected. Please notice this office when correction of work is completed. If yo ave any questions pertaining to this matter, or need additional explanation, please cont is office immediately. 41 '540 k-'=5 '' LXX. LC�w• G�C.s- � . f Date �-Inspector r REV 10/92 :nt't�+w.+'. -c.-n� ,.!' >.....� r�.�..�.-max .�.�`Y'h......- t—x� `t.... �i' • "". - . _r's7sO 7 COUNTY OF BUTTE ` BUILDING DIVISION.. ' DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE A w� �s- u� L/ Ll OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of wo&is 'completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. U CA A G Date i REV 10/92 Inspector z t t. 1�, COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 COR CTION NOTICE Fwd OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. fj0r SGyeG-52 r ,- Date G�j� Inspector REV 10/92 I COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 r 7 County Center Drive • Oroville, CA • (530) 538-7541 1 /CORRECTION NOTICE 4-7 OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, `• please contact this office immediately. !Y1 /j r C �x . tiX Date Inspector REV 10/92 COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. Htv 10/92 RESIDENTIAL - OG3 - 3 4 C� ;'PERMIT NO. PERMIT EXPIRES .. '4 ( (rJ• OWNER X -X - 1 D6 W C] CONTR., Vy V ASSESSOR PARCEL l (03 LOCATION • n` • ii i� ti y CHECKED t SRA BY FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS ' VERIFY ;Temp. Power Pole Called PG&E -Temp. Elec. Service r Called PG&E Temp. Gas Service a Y T Called PG&E }JOB FIN ALED (Date) + Signature r COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Cenfer Drive • Oroville, a I Ornia 95965 • Telephone (530) 7541 PERMIT NO. (Rev., 2/96) APPLICATION AND PERMIT p � 9-2744 ASSESSOR PARCELNUMaM ZOMNG BUIVL/( PERMIT 06.3-360 &07 OWNER LL AND CAROLYN DOWD TELEPHONE BISO. FT OCC. BUILDING VALUATION OwE3 STREET AMANT DR., CHICO 95926 001Q,600.00 COMq'TCTORS NAME TEIlPHONE - IU_ ZO • ^00 i - S 702 .00 CONTRACTORS WALING ADO04WSS an /�T)T•LT � ni. .... CONSTRUCTION LENDER LENDER'S MAIUNG ADDRESS Fireplace 7 ARCHITECT OR ENGINEER UCENGE Ax). Total Valuation x242 982,00 Flinn Fee E 20.00 Permit Fee $ 1,140.00 140.00 ARCHITECT OR ENOWEERS MAUNA ADDRESS SUILDWG ADDRESS 15051 1400DLAND PARK DR., FOREST RANCH Plan Checking Fee $ • Q0 _ Energy Plan Checking Fee $ 23.00 s PERMIT FEE s 1.924.00 LOT No. SUBONSgNSNAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 Each Trap 7.00 USEOFSTRUCTURE SF I Duplex ❑ Mobilehome O Other SPECIFY Solar or heat DUMP Water heater 23.00 Water piping 15.00 15.00 TYPE OF WORK Each gas water heater or vent 15.00 15 , 0. New N Addition ❑ Remodel O Utilities O Installation ❑ Other ❑ Describe Work: Gas i in s stem 1 - 5 outlets 15.00 15.00 Butldin sewer _ 15.00 15.00 Mobile Home S G W @20.00 PERMIT FEE f 213.00 ELECTRICAL PERMIT Fling Fee 20.00 Mein service 1 °R LEss 3.00 200A OR LEss 23.00 Mein Service 200A TO IOWA 46.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I em licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class ALicNo. � � � � . G.- OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: O 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 sate. O I, as owner of the property, em exclusively contracting with licensed contractors to construct the project. ❑ I 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 b Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy numbet are: Carrier Oq °mss• (° : ACC BWS. ' 3.SC�°' 68.50 NON pESID MULTNOUTLEr @7.50 POWER APPARATUS � • SINGLE OUTLET CIR. Ex. Occup. OUTLET OR nXTURCS m e 1.00 Ex. Occu eAL w FIXED APPLNS. OR OUTLETS REBID. EA 5.00 _ Tem orar Service 23.00 3 , QQ Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE s 234.52 MECHANICAL PERMIT Fling Fee 20.00 15.00 30.00 Cooling Coolln 1 , 30.00 Hood 8.506.90 Ventlletion 4.50 2 Policy Number PERMIT Mt $ 113, 50 � (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars (stoo) 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 10 workers' compensation levee of Cnlrfornle, and agree that I should become subject to the W compensaon provisions of section 3700 of the Labor Code, I shah forthw�Mbions. X 2 ib,j Q� Clete gna urs of Applicant - ❑ Owner Contractor O Agent --- An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. Mobile Home Installation Fee s Energy Inspection Fee $ 46,00 R OCC 3�U CO�Ij�jT1 PE TOTAL FEE S 2 531.02 ""Z D^� �P MoD cor P/u'_Eti as -� _� 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. . A a� �(���v// ReceiptNo. 281069 00114"1 WHITE•D.D.S.•8.0.CANAMT-ASSESSOR PINK•INSPE OR GOlOEN APPLICANT By Clete O� PERMIT EXPIRES ON ro tl££=ti 00-VZ-Bnb 10'd V=OK + O = Not OKNot A '=Not Readyble MOBILE HOMES., Date MOBILE HOME UTILITIES (Plans) OK except #'s DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s 1. Zoning Requirements - Setbacks - Easements 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support Sketch 2. Footings; Soils-Size-DepthSpacing-Connectors-Steel 3. Sewer; Location -Test -Fall -CAO -Concrete 3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Water, Location -Test -Easement Needed (Sketch) 4. Wood Awn.; Posts-Beams-Rftrs.-Connectors Shthg.-Rfg.-Bracing 5. Electricity; Location-Clearances-Gmd-/ /Amp -Concrete 5. Alum. Awn.; Columns -Connections -Splice Decal -Enclosures 6. Gas; Location -Test -Wrap; / rUft. / /Nat. or/ /'L°ft./ /LPG 6. Carports; Windows -Doors 7. Well Clearance & Disconnect 7. Electric 8. Utility Clearance 8. Frmg.; Sils-AnchorsStuds-Rftrs-Trusses 9. Siding; Nailing-VeneerSt xx"esh Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements- Setbacks Easements Card B-1 Date Card B-1 2. Footings; Size -Spacing -Marriage Line Card B-1 Date Card B-1 3. Gas; MH Test -Demand -Valve -Connector POOLS (Plans) OK except #'s 4. Electricity; MH Test -Crossovers -Breakers -Clearances 1. Setbacks -Easements 5. Drain; MH Test -Fall -Flex Connector 2. Soils; Compaction -Structure Stability 6. Water; MH Test -Regulator -Connector 3. Pod Structure; Steel -Connections -Thickness Dead Men -Lining 7. Water and Sewer Connected -C/O to Grade -HD Approval 4. Elec.; Receptacles and Lighting, Distance-GFI 8. Gas and Electricity Tagged 5. Elec.; Pool Lighting; 15 Volts-GFI 9. Tie Downs -Type -Installation Cert. 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 10. Exits; Insp.-Sketch 7. Elec.; Bonding; Metal w/3 -Circulating Equip. -Heater 11. Cert of Occupancy 8. Elec.; Grounding; Equip. w/B Circulating Equip. -Pod Lghtg. Boxes-Enclosures-Panelboards-Ins. to Main in Conduit 12. Permanent Foundation Only: License Decal 9. Health Department Approval Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 y � MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils-Size-DepthSpacing-Connectors-Steel 3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts-Beams-Rftrs.-Connectors Shthg.-Rfg.-Bracing 5. Alum. Awn.; Columns -Connections -Splice Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sils-AnchorsStuds-Rftrs-Trusses 9. Siding; Nailing-VeneerSt xx"esh 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. Pod 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/3 -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/B Circulating Equip. -Pod Lghtg. Boxes-Enclosures-Panelboards-Ins. to Main in Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 ✓ = OK D = %lot OK ` RESIDENTIAL (Single & Duplex) - ='mot Applicahlp Not Ready Date UNDERFLOOR (Plans) OIC except #'3 1. ingSetbacks-Easments-FloodSlope 2.5lMain; Soils -Flet. Gr /` Ftg. Depth 3.111g. Garage; Soils-Steel-Elec. Gmd/ P Ftg. Depth ,4,,-F(g. Porches & Decks; Soils -Steel-/ P' Ftg. Depth 5. Stemwalls, Main;'Steel-Blockouts-Wrapped 6. Stemwalls, Garage; Steel-Blockouts4Nrapped 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/0 -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. Pienums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts -Joists Vents-Crippies 15. Access & Ventilation 16. Insulation Date Ls Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date °PLUMBING (Permit) OK except #'s 1 r-Htr.; Vent -Access -Combustion Air Baffle 18 er Pipe; Test & Anchor -Nail Protection W.V.; Test Fittings & Anchor -Nail Protection dA Shower Pan; Test, First Floor -Tub Access 21. Test Tub & Shower, Second Floor -Tub Access 22. Gas Pipe; Sixe & Anchors Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #s 23 lure & Transformer Clearance -Ins. Protection 24.,F1 .'Receptacles Spacing -Lights & Switches at Doors 2b�Sife Bo es & No. of Conductors Stapled 26_Romex I stalled Close to Edge of Studs & C.J. 27._Eq0p. Ground made up w/Mech Fastners-Bond Gas & Water 28 Appliance Circuts in Kitchen & Conductor Size GFI 19.jobfeed Wire Size / / ga. Cu or AI -A. . Wire Size / ga Cu or AI 'c 6 ange Circ. / /gaA or AI -Oven Circ. / / ga Cu or AI Insulated Neutral n Yes n No 01. Service -Riser Conductors & Ground -Main Disconect 3eEquip. Clearances Panels -Motors -Meth. Epuip. 33' Clothes Closet Light -Shower Ught-Spa Light 34. Smoke Detector Date S Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s ASC Ducts Insulation & Support 36. Vent Fan, Exhaust above insulation 37 Condensate Drain & Overflow, Size & Grade 38. Fumance-Vent Access -Comb. Air -Return Air Vent 115 outlet 39- Attic Access & Platform if Furnace in Attic Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ,FRAMING (Plans) OK except #'s Materials & Anchors 41� Walls Studs -Nailing Spacing & Braces -Plates -Sound 42.75 ring Walls over Girders & Floor Nailing 617traft StoD in Walls (rat Droof) 44,A11re Stops, Furred Ceilings -Stairs -Chasers -Tubs 45. Holders & Beams -Size & Bearing Date 47 Cling. Joist-Rftr. Ties-Purlin-roff Brac: Truss-Shfinq: Rfna. 48r Fireplace Ties or Type A Flue -Fireplace Throat clearance 49 Access; Size & Romex Protection -Draft Stop4ns. Baffles BB . Windows or Exiting Doors -Sill Hgt. & Dimensions Sd' Ga age Fire Protection Framing 5 5roperty Line Firewall & Openings i Ext. Doors -One 3 -Check Garage 3rd Story, 2 Exits 64,/Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection Z'fywood on Roof Overhang -Attic Vents -Rafter Outriggers Sidinq-Nailinq Veneer Screed -Fd. Vents-Underflr. Access %'g)azing Area -Glass Protection -Skylights -Plastic 1,9,"S year Walls: Nailing -Bolts X60. Brace-Intehor / Exterior Wall Panels '62. Infiltration -Walls -Windows , Date Card B-1 e�j Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s Ext Steps -Door & Sidelight Protection -Landings r64�oke Detector Vents -Clearance -Comb, Air-Conector- lec. Trim & Subpanel, Break&1Ezefi&r11tJeTs- 9. Stam& Rails ire lace or Stove, Clearance -Hearth less. Outlets at Wood Panel, Int. & Ext. I D?' -K". f[ & Appliance; Ground. -Air Gap -Cooking Clearance jle. Sec. Outlets & Recepticales at Kit. Counter Door; Landing -Closure 75 -ri-E-Dact1n Garage amper i ;,T6!CYtr. Htr; Vents -Clearance -Comb. Air Connector-P.R.V. In ara e; Above Floor -Meeh. Protection . Plb., Elec. & Mech. Equip. Listed for Location 78>EIea--Receptacles in Garage (G.FI.)-Romex Protection Insulation -Foam -Looked in Attic 1480- Guard-rails & Deck Construction -Post Caps 8 n. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor Yes ' 82. Following Instld./Drive 0 Yes (blo alks 0 Yes aNdAlanters p Yes gado cco gown -Finish C. Unit Disconnect, Electrical -Plumbing ents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 86.-WaterWel , nnect'Electrical, Plumbing 487"E_xterior Elec. Trim, G.F.I. Receptacle -Underground entilation Throught House 90. o tions from Previous Inspections �►t/ s Test -Meters Tagged, Gas -Electric Water. Sewer Connected -C/O to Grade -HD Approval /9 nergy Compliance Certificate -Other Certificates 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: %—t. COUNTY OF BUTTE. �' BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, -CA •'(530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE OWNE PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. REV 10/92 LOERKE INSULATION CO., INC. INSULATION'CERTIFICATE Woodland Park Dr. Forest Ranch Number and StreetCity Lot 7 County Subdivision Lot Number DESCRIPTION OF INSTALLATION 1. ROOF 11 Material Thickness (inches 2. CEILING Batt or Blanket Type Fibe[glass-Batts Brand Name Thermal Resistance (R -Value) Brand Name Johns Manville Thickness (inches) 13" Thermal Resistance (R -Value) R38 Loose Fill Type Fiberglass Brand Name Johns Manville- Contractor/s min. installed weight/ft sq. Ib. Minimum Thickness inches. Manufacturer's installed weight per square foot to achieve Thermal Resistance (R Value) 3. EXTERIOR WALL Material Fiberglass Batts Thickness (inches) 6.5" 4. RAISED FLOOR •/laterial Fiberglass Batts Thickness (inches) 65' 5. SLAB FLOOR / PERIMETER Material Thickness Perimeter Insulation Depth (inches) 6. FOUNDATION WALL Material Thickness (inches) DECLARATION Brand Name Johns Manville Thermal Resistance (R -Value) R19 Brand Name Johns Manville Thermal Resistance (R -Value) R19 Brand Name Thermal Resistance (R -Val Brand Name ThermalResistance (R- I hereby certify that the above insulation was installed in the building at the above location in conformance with the current Energy Efficient Standards for residential buildings (Title 24,Part 6, California Code of Regulations) as indicated on the Certificate of compliance, where applicable. C.L.#499150 Item #s • Item #s Item #s LOERKE INSULATION CO., INC. Installing Subcontractor (Co. Name) Or General Contractor (Co. Name) Or Owner Installing Subcontractor_ (Co. Name)) Or General Contractor (Co. Name) Or Owner Installing Subcontractor (Co. Name)) Or General Contractor (Co. Name) Or Owner COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville; California 95965 • Telephone (530) 7541 PERMIT NO. (Rev. 12/96) APPLICATION AND PERMIT 9-2744 ASSESSOR PARCEL NUMBER 063-360-007 ZONING BUILDI G PERMIT OWNER BILL AND CAROLYN DOWD TELEPHONE SO. FT. OCC. BUILDING VALUATION 900 R 210 600.00 OWN S MAIUNG ADDRESS 8� 3 STREET AMANT DR., CHICO 95926 915 U 16,470.00 CONTRA7CTTOORR'�S NAME OTW LV lily TELEPHONE 714 _.GQV 9,282.00 90 OPEN 6,30.00 CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER LENDERS MAILING ADDRESS FireplaceAA 6,000.00 Total Valuation $242 982.00 ARCHITECT OR ENGINEER LICENSE NO. -FilingFee $ 20.00 Permit Fee $ 1,1 0.00 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 741.00 BUILDING ADDRESS 15051 WOODLAND PARK DR., FOREST RANCH Energy Plan Checking Fee $ 23.00 $ PERMIT FEE $ 1 924.00 LOT NO. 7ARK SUBDIVISIONS NAME DR. FOREST PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 , USEOFSTRUCTURE SF IN Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 191 7.00 33.00 Solar or heat pump water heater 23.00 Water piping 15.00 15.00 Each as water heater or vent 15.00 15.00 TYPE OF WORK New M Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: Gas piping system 1 - 5 outlets 15.00 15.00 Building sewer 15.00 15.00 Mobile Home S G W @20.00 PERMIT FEE $ 213.00 ELECTRICAL PERMIT Fling Fee 20.00 800V ORLESS Main Service 200AORLESS 23.o0 3.00 LICENSED CONTRACTOR'S DECLARATION 1 hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000 of Division 3 of the Business and Professions Code, ( g ) and my license is inn full force and effect. License Class ,/.► Lic. NO. ©© OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, 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 Main Service To 46.00 WEE200A CCU000A NEW CONST. DWELLING OCCUP. OR ADDNS. ( a ACC. BLDS. SO 3.5QFT: 68.50 NEW CONST. MULTI.OUTLET NON-RESID. 97.50 POWER APPARATUS a SINGLE OUTLET CIR. EX. Occup. OUTLET OR FIXTURES SA I. 0 Ex. Occup. OUTLFIXETS AEESIo °Ep 5.00 Temporary Service 23-0023.00 Mobile Home Facilities 20.00 Misc. Wiring23.00 PERMIT FEE $ 234.52 MECHANICAL PERMIT Fling Fee 20.00 Heating -Cooling 115.00 30.00 15.00 30.00 Hood 6.50 6.50 Ventilation O 4.50 27.00 PERMIT FEE s 113.50 Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that f I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall ford wit c mply with ti o provisions. X Date�- gna ure of Applicant - ❑ Owner ' Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction�p� of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ 46.00 occ R 3/U CONST. TYPE SIN TOTAL FEE $ 2.531.02 HAZ. D. FEES IMP FLOOD CDF PARCEL PD HD LSSU This permit is hereby issued under of the Butte County Code and/or indicated above for which fees have By /VWV PERMIT EXPIRES ON the applicable provisions Resolutions to do work been paid. Date -1 0� Jq10 Date ReceiptNo. 281069 844.00// 9 o WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK-INSPE OR GOLDEN -APPLICANT ��"��^...r-y,.r;�,,...,.- /; +a" ''ti"' "��^ ... jr, .. "'�� .<. •.1 lY _ ^�, r .. .. . r a ,'+. r_. . V' � ..., � ,. . ..M. , , pit t BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM = On'e form per Building) School District A.P. Number Property Owner Property Location/At Subdivision 60 (/C„// U s! C/ , J Building Department No. 3(no o07D y ti -� Jurisdiction: Cit County I A )nnd (M4 &X— Lot No. r ( Residential Development IfLiving No Mobile Home Units Installation Commercial/Industrial/ O New Addition ..........................................................................:....... 300 U Sq. Footage Addition/ *Supplemental to (Group R) Conversion Permit # `(No fpundation inspection)' ................................................................................................................... s ftr t + Sq. Footage Building DepartmEnt Repr entative ( ' (Floor Plans reviewed by School District Identification No. 60 U;3(1 6 School District certifies tha I Naso . (Street Address) �*0FF, (City) I LLE has complied with the requirements of Resolution No. representing 3 D square feet. School District Representative Paid by Check 41'�la V Remarks: E District Per ( nc u ing enor r Roofed Areas) 12 O C) Date i wr tarn 106ujn (Applicant) f (Phone Number) (State) (Zip Code) p-�1/0 /� / 11/0t by payment of $ •"7 5(C In v 0 t � AB 2926 $ FULL MITIGATION $ Date i 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(e), within 90 days from the date fees are paid. Failure to submit a•timely written protest will prohibit you from challenging the imposition of the fees in any court action. If, subsequent to the•School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is notified by the applicable Local Planning Agency,that this project is being reviewed under the California Environmental Quality Act (CEQA), this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. White (applicant), Yellow (building department); Pink (school district) r . feeform.xls (10/98ldmm ' ,:,` - V AND WHEN RECORDED MAIL TO: k! BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 I. Recorded Official Records CoBUUtTT TE Of CANDACE J. GRUBBS Recorder ROSEMARY DICKSON Assistant 09:45AM 18 -Jan -2000 I REC FEE 10.00 I I I I " I I Myles I Page l 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 112, property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this �Q property may be subject to inconveniences or discomfort from theuse 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 hai ifes`ing which occasibually 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 (0, -14 y j State of California County of 3 C4L C_ Sem n1 H0C�1�G1 �2SGr jp� 1,6 A) PROPE TY OWNERS: - �1Lcgtrn I���r,�Fl or U Ll OnJa/�o ��/ 9 before me, `fr�/i c SLCr,`i)AA, Ctn , AJ04-ara personally appeared M,6 pa,&/ 9 CA ',I /V, 4 64a personally (mown to me (or proved to me on the basis of satisfactory evidence) to be th person(s) whose name(s) isar subscribed to the within instrument and acknowledged to me that be/sh ey xecuted the same in his/h th it authorized capacity(ies), and that by his/her the' signature(s) on the instrument, the person(s)'or the entity upon behalf of which the person(s) acted, executed the instrument. WrINESS my hand and official seal. ' Signature' Seal: Julie Skrivanich /iV� Comm. #!1124331 ; ~NOTARYPUBLIC CALIFORNIA0 BUTTE COUNTY 0 rr- Pµ Comm. Exp. Jan 24 2001 A.P. # �tP�—�(— . ORDER NO. BU -172853 TB DESCRIPTION: THE LAND REFERRED TO IN THIS REPORT IS SITUATED IN THE STATE OF CALIFORNIA, COUNTY OF BUTTE, AND IS DESCRIBED AS FOLLOWS: MCEL It LOT 7, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "FOURTEEN MILE HOUSE UNIT 2 PHASE 111, WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER -OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON SEPTEMBER 15, 1994; IN BOOK 135 OF MAPS, AT PAGE(S) 30, 31, 32,-33, 34 AND 35. PARCEL I I t A NON-EXCLUSIVE EASEMENT FOR INGRESS, EGRESS AND SUPPORT OVER AND THROUGH THE COMMON AREAS, LOTS A THRU E,.AS SHOWN ON THAT CERTAIN MAP ENTITLED, "FOURTEEN MILE HOUSE UNIT 2 - PHASE 1", WHICH MAP WAS. RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON SEPTEMBER 15, 1994, IN BOOK 135 OF MAPS, AT PAGE(S) 30, 31, 32, 33, 34 AND 35. I COilRinconstru General Building & Engineering Contractors ■ Commercial • Residential • Lic. #700288 1295 Woodland Ave. Chico, CA 95928 891-1204 (office( 896-6205 (voice pager( 520-0104 (cellular( tF)=- ,� Cujjt `Z-it�- 1Do February 2, 2000 Butte County Building Department Re: Lot 7 Humboldt Woodlands, Forest Ranch William and Carolyn Dowd Conroy Construction is authorized to pull permits for the building of our home on Lot 7. Humboldt Woodlands in Forest Ranch. Carolyn Dowd Environmental Health Issues: Septic Permit Review: 'Agriculture Affidavit Required ❑ No ❑ Yes Well Permit Review: Designated Well Site ❑ No ❑ Yes . Land Development Review: Drainage Plan (Com/Ind/Multi) ❑ No ❑ Yes Parcel Created bv: ❑ Deeds . Date of Creation: Legal Access Provided: ❑ No ❑ Yes Deed Reference: s Legal Access Required: E] N0 ❑Yes Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Deed Creation: ❑ No ❑ Yes s Comments: + NoL) UN ►► �N ❑ Map Date of Recording: LI Lot: Lot: J Block: Book: Page�Q S Conditions That Must be Met Prior to Issuance of Permit: ❑ Verify Legal Parcel ❑ Verify Legal Access . ❑ Provide Creation Deed ❑ Comply with condition no. of conditions of approval for the ❑ Obtain a Certificate of Compliance (See Planning Division for application). ❑ Construction across property lines is not permitted (See Land Development for a Merger Application/Lot Line Adjustment). ❑ Comply with Old Subdivision Lot Ordinance (Maps Recorded Prior to Book 17 of Maps Page 23). ❑ Construct road to ❑ Meet parcel size required by zone ❑ Meet current EHD requirements. ❑ Other General Comments: G00-0 S-Fo C -x rC2ICpra ; p 8-�7I fit; myC) L'1 m I T 0 21C 0 �-J FQ&S11-4 Q Si �E� ► U &44-rIiv-TO�� 17 51 CPVf4t) Cs'11 i�r CHICO ENV. HEALTH EHS Z Sep Cic We I ❑ APPROVED CONDITIONALLY APPROVED ❑ RESOLVE PROBLEMS PRIOR TO APPROVAL PERMIT CLEARANCE Permit #: c;) C) —`�� y^-1 Genera/Information Owners Name: dlzz-- Parcel Acreage: Owners Address:i�— Building Site Address: Properly1J7f0rma&0,7 Permit Type: ❑Agriculture Building ❑Commercial Industrial ❑ Mobile Home XSFD ❑ Residential Accessory ❑ 2nd Dwelling ❑ Multi -Family >2 units per parcel Septic ❑ Well ❑ Other Zone District: V Date of Zoning Ordinance: General Plan: A TZ Development Agreement: Use Permit: Variance: Parcel Is In: Land Conservation Agreement No ❑ Yes, check use Minimum Acreage: _ Nitrate Action Plan No ❑ Yes Violation Area No ❑ Yes Specific Plan No ❑ Yes ❑ Chico ❑ D2N Enterprise Zone ® No ❑ Yes, check use 'x No El Yes ' Floodplain Zone: Watershed Protection Zone No ❑ Yes Pr000sed Use Complies With: General Plan Zoning Proposed Use Reouires: ❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit Commercial/Industrial/Multi-Family Uses: Parking: ❑ Parking Requirements are OK as Shown ❑ Other Landscaping: ❑ Landscaping Requirements are OK as Shown ❑ Other Road and Drainage Improvements Required: ❑ No ❑ Yes Applicable Setbacks: -7-/3 _C5`2_> ❑ Cohasset Panel Number: DS 7 ,'� C_ ❑ Accessory Building Use n Zonin Code Street & Highways Fre Prevention Subdivision Ma Front Side —S Side street—� Rear �---� —� Hecht �— n Ppl -ECT PROCESSING FJCORD APPLICANT: OWNER: PERMIT If* A. P. WORK DESCRIPTION: DATE DESCREMON OF STEP Ell 0 M e �_LIr� ffilp, 1 I' 0, -JA. 00 v /C 4o - W; I l Ga-- ��. January 10, 2000 Dept. of Development Servi Building Division 7 County Center Drive Oroville, CA 95965 RE: Building Permit Number 99-2744 A. P. N. 063-360-007 Dowd Residence Dear Philo Hunt, This letter is in response to the plan check we received from you on the Dowd Residence. Correction: 1. Shear transfer detail is provided on Sheet 4 and keyed on Sheet 9 and noted on Sheet 9, note 10. 2. Sheet 2 now has the Shear Wall Schedule. 3. Sheet 2 Note 2. 4. The 13' shear wall continues out to the exterior wall at porch. That wall has a high concrete stem wall; therefore there is no shear shown at the foundation level. 5. o. k. per conversation. 6. Sheet 4 has detail keyed. 7. See new and revised truss calcs which indicate drags. 8. Sheet 9 shows the beam changed to 5.25 x 11.875 paralam. 9. Beam B5 was not used. If you have any further'questions, please give us a call so we can expedite this permit process. Th yo Donna Rose 411 Normal Avenue Chico, California 95928 530-345-1161 TEL 530-342-6910 FAX 1 January 10, 2000 Bill and Carolyn Dowd 853 Saint Amant Drive Chico, CA 95926 Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Re: Building Permit Number: 99-2744 Assessor's Parcel Number: 063-360-007 Dear Mr. And'Mrs. Dowd: This office has reviewed the above referenced building plans. Please provide additional information and/or make revisions to plans, specifications and calculations as follows: ✓1. Provide shear transfer details at the top plate. p,/2. Show location of shear walls and anchor bolt spacing on the foundation plan. ✓3. Note requirement for 3" sill on the plans. 4. The calculations specify a 13' shear wall at line 4 but the foundation plan shows a 6.5' shear wall. Please clarify. ,/5. The second floor framing plan dimensions on sheet 9 do not match the dimensions shown on the second floor plan on sheet 4. ✓6. The detail shown on sheet 4 is not "keyed" to the plans. The detail also refers to a 31/8 x 11'7/8"paralam. Should this beam be 31/2" x 117/8"? _/7. Provide confirmation from truss manufacturer that all trusses supporting drag loads have been designed accordingly. The calculations specify a 5.25" x 11.875" paralam (B4) but the plans indicate a 31/8" x 117/8" paralam. Please clarify. ✓ y. The calculations specify a 6" x 12" beam (B5), which is not shown in the beam layout sheet (L2) or on the plans. Plan check will continue upon receipt of the above items. Additional items may be required when plan check is resumed. If you wish to discuss any requirements, you may contact me at (530) 538-7541 between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. Sincerely, Philo Hunt, P.E. Plan Check Engineer cc: Roberts Consulting Engineering, 336 Broadway Suite #7, Chico, CA 95928 2 FA CSIMILE CO OVER SHEET Date: January 10, 2000 i To: -Charles Roberts From: Philo Hunt Subject: Bill and Carolyn Dowd (Permit No. 99-2744) Number of pages (including this cover sheet): 3 Telephone Number of Receiving Telecopier: (530) 8948805 If you do not receive all of the pages, please call (530) 538-7541 as soon as possible. CONFIDENTIALITY NOTE: The information contained in this facsimile is confidential and may also contain privileged information. The information is intended only for the use of the individual of entity to whom it is addressed. If you are not the intended recipient, you are hereby notified that any use, dissemination, distribution, of copying of this communications is strictly prohibited. If you have received this facsimile, in error, please notify me immediately by telephone, and return the original to me. Thank you. I COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 PERMIT APPLICATION DATA SHEET OWNER: ✓ owct ASSESSOR PARCU NUMBER: o c-3 " -3(,, o-00"? Proposed Building Use: YlJt.u)�- Building Inspector:(L('(//j Date: Lo At time of permit application, I was advised the following data must be submitted prior to permitrocessing and/or issuance: Date Received By ❑ 1. All items have been submitted --------------------------------------------------------------------------------------- 02. Plot plans, 3/4 sets, signed by the preparer of plans. ------------------------------------------------------------ 03. Complete plans, 3/4 sets, signed by the preparer of plans. ----------------------------------------------------- 04. Engineered plans, 3/4 sets, with wet signature on plans. All engineering must be shown on plans. -------- ❑ 5 Engineered truss details and layout in duplicate (required prior to plan review) No faxes! ------------------ W6. Energy Design Compliance and supporting documentation. ---------------------------------------------------- ❑ 7. Statement of Intent for Non -Heated and A/C Buildings. --------------------------------------------------------- 0 8. Hazardous Material Form. ------------------------------------------------------------------------------------------ ❑99./. Manufactured Home data and installatioinstructions including Tie Down Specifications.------------------ . Fees of $ r -----1b _I_ Q2---------------------------------------------------------------- V. Impact fees as shown on the attached schedule. --Lees. --- ------------------ --- ----------------------------- �2. California Department of Forestry plan approval/ - --------- --- 113�3 .Flood elevation certificate. -------------------------------------------------------------------------------------- -- T'14. Sanitation and plot plan approval Health Department. ------------------------------------------- ❑ 15. City of Chico plumbing permit. ----------------------------------------------------------------------------------- ❑ 1 . Plot plan and business license approval from the City of Biggs. --------------------------------------------- V17 ------- j -- ;k P g approval for (A) Use: PIS (B) Parking:�1 Contact Land Development about � Improvements, ❑ Drainage, Legal Parcel. ----------------------- ❑ 19. Encroachment Permit for driveway (construction approval prior to occupancy). _ --------------------------- ❑ 20. Pre -inspection for required. Request to Building Inspector on ❑21. Contractor's license information. (Number, Name Style, Classification). 022. Workers' Compensation carrier and policy number. ----------------------- ❑ 3. Owner -Builder Verification (Given to owner ❑, Mailed to owner ❑). - 4. Letter of signature authorization. -------------------------------------------- 5. Recorded copy of Agricultural Acknowledgment Statement. -------------- ❑26. Letter of intent on building use. ---------------------------------------------- ❑ 27. Manufactured Home utility clearance. --------------------------------------- ❑28. Existing violations and/or expired permits. --------------------------------- ❑29. 0433 A, ❑Grant Deed, ❑ M.H. Title, ❑ Check to H.C.D $ E130. Other: en you issue the permit, roceCs� as follows ❑ Mail to owner, j❑�Mail to 11:;:!!1 Telephone Vq — i and hold for pickup at �/ �� ( rm'� � Applicant: Copy of Haz-Mat form sent ❑ Health Department, ❑ Fire Department, ❑ Air Pollution Copy of plans sent ❑ Health Department, ❑ Fire Department, ❑ 9fihmr, / Index permit application for the above items numbered: (Date) Z Z 1 A-70 9 r"� with inspector. Date: By: By: ❑ Plan Check List 2. Additional items required: 11 I I J - I / Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ BuildiEvision ounter, by D te: Plans reviewed by: Date: Plans approved by: Date: Sets of plans on hold in ❑ Plan Cabinet, ❑ A.P. folder. Note transfer by: Date: Yellow Copy - Department of Development Services, Building Division. / I E.H. USE LY AC. ttach d�Attached .y Sant to B.D. TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance Owner Location AP# Plan Approved for: Sewage Disposal Water Supply: Public Private Well Clearance for dwelling. Other NOTE: nce O.K. for: Environmental Health Specialist a Date r r COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA. 95965 - TELEPHONE (530) 538-7541 SCHEDULE OF FEES DUE / OWNER I A.P. # QIP "-—Qo PROPOSED BUILDING USE DATE alu RECEIPT # DATE REC 1. BUILDING PERMIT FEES -- Balance Due ................ $ -- Additional Fees Due ........... $ -- Additional Fees Due ........... $ -- Revised Plan Checking Fee ........ $ 2. SCHOOL DISTRICT FEES ChW UD (paid at District Office) SHERIFF FEES (paid at Building Division) Residential ........ x $360.00 = $� Units Commercial (sq.ft.)... x $0.03 = $ Sq.Ft. 4. URBAN AREA FEES (paid at Building Division) Residential (per unit) . x = $ #Units Amt. Commercial (sq.ft.) .. x _$ Sq. Ft. Amt. 5. RECREATION DISTRICT FEES (paid at District Office) 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) 7. SRA FRE INSPECTION AND PLAN CHECK $89.00 (paid at Building Division) 8. WATER TENDER FEES (Battalion # ) $200.00 (paid at Building Division) 9. CSA 87 TRAFFIC FEE $2500.00 (paid at Building Division) 10. OTHER At time of permit application, I was advised the above fees are required to be paid prior to issuance of the building permit. These fees may be changed during the plan checking process. APPLICANT DATE Pursuant to Government Code Section 66020, you are hereby notified that items 2,3,4,5,6,8,9, and 10 above may have been imposed on your project. You have 90 days from the date of approN al of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specifit d in Government Code Section 66020(a). Original -Building Div. 2nd Copy - Applicant 3rd C - Owner (Rev. 2/97) COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 PERI (Rev.12S6) 1 1 APPLICATION AND PERMIT �l A 12ai< APAAM-3m O � -- �"' BUILDING PERMIT OWN" Tzimi SO. FT. OCC. BUILDING VALUATION Amo L OONaTNUCTION MCM UP01 s MAaM AWAM AACHMi= on eNQi AACHM= 011 8401 ►MkLM ADdaTa iiiiiiAWAM ; ✓—. 1 Total Valuation is uceme No. Fifina Fee S Permit Fee = Plan Checkina Fee $ 1 L r Energy Plan Checking Fee i FO EST- _ _....� ..._ PERMIT FEE i w vvr-+raw 171(.1— ur- • CC5! r rwtMefNG PERMIT USEOFSTRUCTURE Each Trap Solar or heat um_ r water heater SF 9ZDuplex O Mobilehome O Other Water pipin arecsv TYPE OF WORK Each gas water heater or vent Gas piping stem 1 - 5 outlets Ne(v Addkbn O Remodel O UdiBes O installation C] Ofher O Building sewer Describe Work: Mobile Home S G W PERMIT FEE ELECTRICAL PERMIT Main Service °0°v °f18 ]Oa�011 LESS Win Service 200A To IOWA NEW OR occuPADONS. AC. 8000T. ( pgCq. _ 8/o�9Jg� oo�� 20.00 dung Fee 20.00 7.00 23.00 . 15.00 r _ 15.00 15.00 15.00 X20.00 Fee 20.00 23..00,3F� 46.00 {.5 i, zx2jro 5)7.50 PERMIT FEE S MECHANICAL PERMIT 0. Fling Fee 20.00 Heiii r 30 CoolingIS 6� Hood 6.50 Ventilation .5D a� s0 'V PERMIT FEt S _ O Mobile Home Installation Fee S Energy Inspection Fee ` cOM/Tri TOT L FEE $ C� NAZ. roZES FssLE This permit is here y issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. By Date PERMIT EXPIRES ON _ .ral ' Ex. Occup. ovnar o11 F17Rw m 0 1.00 aAL .50 Ex. OCCU � '�°LN8Eg D. EA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wirina 23.00 PERMIT FEE S MECHANICAL PERMIT 0. Fling Fee 20.00 Heiii r 30 CoolingIS 6� Hood 6.50 Ventilation .5D a� s0 'V PERMIT FEt S _ O Mobile Home Installation Fee S Energy Inspection Fee ` cOM/Tri TOT L FEE $ C� NAZ. roZES FssLE This permit is here y issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. By Date PERMIT EXPIRES ON _ .ral ' B E A U T Y DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE • OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: (530) 538-7541 FAX: (530) 538-2140 Re: Building Permit # 99-2744 Expiration Date: 2-4-01 A.P.# 063-360-007 With reference to the above subject, our records indicate that your building permit expires on the above date and your permit falls into one of the category marked below: [Xy Permit work started, but not completed. Permit may be renewed for 1/2 the original building permit fee (plus a $20.00 filing fee). The renewal permit will extend the building permit for an additional year from the original expiration date. Should you not renew your permit within 30 days of the expiration date, all work must cease until a new building permit has been issued. For your convenience, we are enclosing a renewal application form and owner -builder form to be completed and signed by you where indicated and returned to this office together with the fee shown. Please return all copies of the application form. [ ] No inspections have been made on permit work. Inspections are required to verify code compliance. We are unable to renew a permit where the work has not been started and inspected prior to permit expiration. After expiration of your permit, no work may be started until a new permit has been issued. [ ] A final inspection has not been made on permit work. Final inspection approval is required before occupancy. Our field inspector has verified that the building is occupied.- Occupancy must cease until a final inspection can be made and final approval given. You have 30 days to voluntarily cease occupancy or to present an acceptable plan for abatement or corrective actions to be taken by you. If our records are in error or should you have any questions concerning this matter, please contact the CHICO office. Thank you for your prompt attention concerning this matter. Yrs very truly, C. Vieira, C.B.O. Building Inspection MCV:lt Attachments Chico Office - 411 Main Street, Chico / 891-2751 Roberts Consulting Engineering 336 Broadway #7 * Chico, CA 95928 • (530) 894-8801 E-mail: cj@r-c-e.com 8t Website: http://www.r-c-e.com Butte County Building Department 7 county Center Drive Oroville, CA 95965 (530) 538-7541 RE: Dowd Residence Lot 7, Woodland Park Drive Chico, CA To Whom It May Concern, Our office has reviewed the truss design and calculations from Longfellow Lumber Co. Inc. for the above residence. The layout and design are in agreement with our structural package. Thank you for the opportunity to be of service. Please contact us at the address and number above if you have any questions. Sincerely yours, �Q'ROFESS/' � r p\v"L: � Charles J. RobF CAU Z.O . r� w UIV? I BER. CO. INC. Job No: ow ( Q Alpine'Engineered Proftt'srie�'�r-�`� Christian W. Chappell 8351 Rovana Circle, � 5acrami ento, CA 95828:2522`;- Q� APPROVED INSPECTION Uhi- -bero Products Inspection, Inc. Box'20455 Portland, OR 97220 (503) 25.4-0204 LONGFELLOW LUMBER CO. INC. Quality Truss Design • Roof & Floor Systej (800) 678-0112 (530) 893-0112 • FAX (530) 893-0140 89 Loren Avenue M Chico, CA 95928-7434 Important Information for Users of Wood Trusses Longfellow's goal is to supply superior quality trusses. Sensible truss designs, the best available lumber and exacting workmanship are the key ingredients of our quality control program. (Once trusses arrive at the fob site, quality control becomes the responsibility of the builder.) For best results we suggest: DO'S DON'TS ❑ Do review your field copy of truss engineering for important bracing, ❑ Do Not cut, notch or drill chords or webs of trusses. bearing and connection details. (Exceptions will be clearly marked on engineered drawings.) ❑ Do review the HIB -91 Summary Sheet's recommendations for handling, installing and bracing of wood trusses. ❑ Do install roof sheathing ASAP. Trusses hold their profiles best when they have been plumbed and braced with roof sheathing. Especially in hot weather, we recommend sheathing be applied over as much of the building as possible before installing outriggers and gable -end siding. ❑ Do inspect trusses for missing plates or broken lumber. Report defects to Longfellow immediately. ❑ Do secure tails with fascia board. In recent years, the production of lumber from second -growth timber has resulted in an increased tendency for unrestrained tails to twist. We recommend a sub -fascia be installed behind gutters. ❑ Do call Longfellow if you have questions or need additional information. ❑ Do Not cut or remove plates. ❑ Do Not overload single or groups of trusses with plywood, roofing, tools or other construction materials. ❑ Do Not make field repairs without written approval from Longfellow Lumber Co. ❑ Do Not load HVAC units, solar equipment,. fire sprinklers, etc. on trusses unless truss engineering has been designed to accomodate the specific point loads. BEFORE INSTALLING: Make certain mass sequence aW end -for -end orientation are correct. L, '4 GABLE EAD DLIAIL SIRUNGUACK (NAIL TO LEOGEF (BRACED AT 55' LEDGER (NAIL TO VERTICAL W/2-1Od NAILS) (K) SPACING FU; REFER III S'. PRUUUCT AT A35 IN F-1 I IIIIS DWG PREPARED FROM CUMPUIER IIII'U1 (LUAUS 6 DIMENSIONS) SITU111I1[1) UY II(IISS 111 R. A. (PI ) �0 (N) (G) (S) (N) MAXLl 0 LI - 0 ( s 1 )\ (S1 ) (M) 2X4 F.L. OR H.F. 12 CTP. / BIR. SFP.ONGBACK BRACE (PI) PEAK PLATE 10 MATCH( COMMON TRUSSES. (SI ) SPLICE PLATE TO MATCH COMMON TRUSSES .(111 ) HEEL PLATE 10 HATCH C0141•UN TRUSSES. (0) OPTION 10 WEB FLAT ING: USE (3) -2 - WIRE STAPLES (O.D72 OIA./15 GA.) 10ENAILED THRU CHORD INTO WEB 6 11MJ WEB INTO CHORD ON ONE FACE FOR A TOTAL OF 6 STAPLES. (PI), I SI ) 6 (111 ) MUST BE PLATED. (G) GABLE END DESIGN BASED ON 75HPH WIND LOAD. EXPOSURE 'B' AT 0-25 FT. MEAN MIGHT. , \ S I RUNLIUALF. BRACED AT 55' O.C. (C) IX4 CONTINUOUS LATERAL BRAC114G FOP. BRACE (STRONGOACK) MEMUER LUNGER THAN 72'. ATTACH AT MIDPOINT OF EACH GRACE 'A/2 -0d CCOMHUN MAILS. �� / GABLE ENO 24' MAX i NOTE: CHORDS TO BE 2X4 FIR -LARCH 02 Hill. NOTE: THIS DETAIL HAY BE USED FOR 1RUSSES WITH PITCHED B.C. ALSO. PLATE MAX. WEB LENGTH IX3• 2-0-0 2X4• 9-1-0 3x4• 13-6-0 OUTLOUKER OIUTLOOKER CRITERIA 3.5' MAX. T'IP. NOTCH a 24' O.C. 1.5' MAX. 12' NIM 24• MAX 2X4 F.L. LUMBER GRADES MAX. LENGTH WITHCUT BRACING III) MAX. LENGTH V/ SIRONGBACK BRACE IS STANDARD 5-11-0 II -10-0 Q Q O F O o ALPINE t-1 �•� �I O O O `� -;WARNING-- IRUSSES REOUIRE EIIRCME CARE IN FABRICATION, HANOLING. SHIPPING, INSIAttING AND BRACING. REFER 10 HIB•11 (HANOLING INSTALLING AND BRACTNO). PUBLISHED BY 111 (TRUSS PLATE P00, MADISON, YI S" " . FOR SAFETY PR ACIICIS PRIOR 10 IN S11101t. SBD D'ONOFIO OR., US" P(RfORMING INE SE FUNCTIONS. UNLESS OTHERWISE INDICAIED, IOP CHORD SHALL HAVE PROPERLY ATTACHED SERUCIURAI PANELS. BOTTOM CHORD SHAH HAVE A PROPERLY ATTACH[0 RIOID CIFLING . ••MPORTANT•• FURNISH A COPY OF THIS DESIGN IO THE INSIALLAIION CONTRACTOR. ALPINE ENGINEERID PRODUCIS. IMC. SMALL NOT BC RESPONSIBLE F00. ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUIID IHC IRUSSES (N CONF OR MANE[ YIIH IP 1: Op fABRICAIING. HANDLING. SHIPPING, INSIALIAIION OR BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SP EC ICAI TON PUBLISHED BY IRE AMERICAN FORESI AND PAPER ASSOCIATION) AND IPC. ALPINE Co. 1111 A I OF 20 ICE IAC:DlAWFACElGS T OF VO IISOSANDND U:LIFSTOANEENCINC[RCSIS[AtNONH111.1 EORAYINGOAPPLIC APPLIES YCIORIHPED[SICN OF IML 1RUSS O[PTC ILO HERE AND SNAIL NOT BE RC1110 UPON IN ANY OTHER VAT. QROFESS/p,I, Ct.� �1 A' �x'`„ W. 9 y \S A C W cc V C'a �`•"� * IM ��'lf Of Cp114P AI 7-9-0 15-6-0 11 6 BETTER. 7-9-0 15-6-0 SS 7-9-0 15-6-0 PLT TYP. Wave TPI -95 R Design Criteria: TPI-95(STD) Q Q O F O o ALPINE t-1 �•� �I O O O `� -;WARNING-- IRUSSES REOUIRE EIIRCME CARE IN FABRICATION, HANOLING. SHIPPING, INSIAttING AND BRACING. REFER 10 HIB•11 (HANOLING INSTALLING AND BRACTNO). PUBLISHED BY 111 (TRUSS PLATE P00, MADISON, YI S" " . FOR SAFETY PR ACIICIS PRIOR 10 IN S11101t. SBD D'ONOFIO OR., US" P(RfORMING INE SE FUNCTIONS. UNLESS OTHERWISE INDICAIED, IOP CHORD SHALL HAVE PROPERLY ATTACHED SERUCIURAI PANELS. BOTTOM CHORD SHAH HAVE A PROPERLY ATTACH[0 RIOID CIFLING . ••MPORTANT•• FURNISH A COPY OF THIS DESIGN IO THE INSIALLAIION CONTRACTOR. ALPINE ENGINEERID PRODUCIS. IMC. SMALL NOT BC RESPONSIBLE F00. ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUIID IHC IRUSSES (N CONF OR MANE[ YIIH IP 1: Op fABRICAIING. HANDLING. SHIPPING, INSIALIAIION OR BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SP EC ICAI TON PUBLISHED BY IRE AMERICAN FORESI AND PAPER ASSOCIATION) AND IPC. ALPINE Co. 1111 A I OF 20 ICE IAC:DlAWFACElGS T OF VO IISOSANDND U:LIFSTOANEENCINC[RCSIS[AtNONH111.1 EORAYINGOAPPLIC APPLIES YCIORIHPED[SICN OF IML 1RUSS O[PTC ILO HERE AND SNAIL NOT BE RC1110 UPON IN ANY OTHER VAT. QROFESS/p,I, Ct.� �1 A' �x'`„ W. 9 y \S A C W cc V C'a �`•"� * IM ��'lf Of Cp114P TC T C BC 0 C T 0 T LL D L DL L L . L D . 30.0 15.0 0.0 50.0 P S F P S F P S F P S F P S F R E F R 9 9 2 DATE 0 3/ 1 9/ 9 8 DRW CD I 12 �• S E QN - 25458 UUR.FAC. 1.15 FR011 PBC SPACING Job: DETAIL -92 AL NOTE: SEE DRAWING ORININAL FOR LUMBER, PLATES, AND OTHER DATA NOT SHOWN HERE. TRUSSES REQUIRE EXTREME CARE IN HANDLING, ERECTION AND N BRACING. REFER TO TPI HIB -91. SEE THIS DESIGN FOR ADDITIONAL SPECIAL PERMANENT BRACING REQUIREMENTS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL BE LATERALLY BRACED WITH PROPERLY ATTACHED PLYWOOD SHEATHING, BOTTOM CHORD WITH PROPERLY ATTACHED CEILING. CD103 (A) IX4 k3 HEM -FIR OR BETTER CONTINUOUS LATERAL BRACING TO BE EQUALLY SPACED. ATTACH WITH (2) 8d NAILS. BRACING MATERIAL TO BE SUPPLIED AND ATTACHED AT BOTH ENDS TO A SUITABLE SUPPORT BY ERECTION CONTRACTOR. MANY OF THE BELOW MENTIONED 8RA61NG TYPES MAY BE SUBSTITUTEDN 2X4 'T" BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH 16d NAILS @ 4' O.C. BRACING MATERIAL TO BE SUPPLIED BY ERECTION CONTRACTOR. IX4 'L" BRACE, SAME GRADE AS WEB MEMBER. ATTACH WITH 16d NAILS @ 6" O.C. BRACING MATERIAL TO BE SUPPLIED BY ERECTION CONTRACTOR. 2X4 'L' BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH 16d NAILS @ 4" O.C. BRACING MATERIAL TO BE SUPPLIED BY ERECTION CONTRACTOR. SCAB BRACE, SAME SIZE. GRADE AND LENGTH AS WEB MEMBER. ATTACH WITH 16d NAILS @ 4' O.C. BRACING MATERIAL TO BE SUPPLIED BY ERECTION CONTRACTOR. P 'PIT_ TYP-- A[PTNF SEE ORIGINAL DESIGN FOR PROPER OEMENSIONS nrQTmi rRTT I1Rr /n •• '= /mI-t3aw 47 4e crAl c - n 40 0 O l= E= D o a o o O C7 CM p o ALPIN v o TRUSS O C� o o r� o o xMIMPORTANTM)(sw�NEp ESD ROOD 9.rolVC. 01VII1100 M4 THIS OES,WI OD THESE SgECEFICATI0IS. OFI NY MLLIE 10 BALD THE TPOSS III ODNFOILi4t10F WITH COM art IP[. AtrDE comacim+s APF HAOE or 7JC4 wtv. STEEL WETFW ASIH A445 EA I EICfPF AS NOTED. 41'Pl f COIIECTOWIS TO TACO FACE OF MUSS ATO IAICSS OTIEFYISE LOCATED CIS THLS CESICIL P"ITICN 00IRECIORS KA CM111POS M 150 C 15OA-F. OESlrfl PTAIVAPOS COIiCAN R/AMICABLE FROVISIOIAS Or NOS S V1. All tUS fl"P'S LvIY'.TOM UTSEAT. A10 1x LLIIq EAPPLIES REIi O UPGI�1 pA7�IIT0TElEACfAF PERE WARNINGAIV,X w«Ir'REE�� aNCAI,o 9-AC1,0. SEE NIS -91 grip]. SEE THI3 DEUSO IOP J0)7(f1RN4L SPECIAL PEOXUIENI OPACIIA7 PE MIPFAIRS. waESS OTTEP111SE Dn1CA1ED. TOP *,UFO SHALL BE LATOULLIF BRACED "IFN PP(MR L7 AITACKI) PLwDCO 9EAIHIK trona CHWO Will PPOPEIIT AIMEWA RIGID CEllOq -- SCE 1LP[NE IEWITM LVOATE (F/1/911 FCR PPCAS9 al`To n1E w'uu'to[n�d cn+ "oRTH,� �4 ��fl� • y' y c" err NO, _19043845 * 61V0 * C)VI� �`. r jl oY�Io��, TC LL 30.0 PSF TC OL 15-0 PSF PC OL 5 .O PSF BC LL 0.0 PSF TOT. LD. 50.0 PSF REF 8992--42293 DATE 06/28/93 DRIP CD)03 -ENG FM r AE/ OUR. FAC. 1.15 . INASS PLAiE IrWITOIE. NUS • 1991 fILTIOHAI DEStal SPECIrlC41104 FOR IAIDD commIcuari SPACING 24.0" Job: TRUSS PROFILE (0) TYP. SEIDACK-I -, ( T11IS DWG. PREPARED FROM COMPUTER INPUT (LOADS 9 DIMENSIONS) SUDHITTEO BY TRUSS 14FR. 1/ 24" B.C. FURRING « TRUSS I)RO1' I LE 11T11 40" 0 C FURRINP 0 BUILT-IN CRIPPLES (REMAINS IN PLANE -I III TI I I PIISS ) /96 NIP WIY.F1 FIIP I -PLY 115 IIIP WITH FUP I -PLY 04 IIIP Willi FLIP, I -PLY M3 IIIP WITH AIR I -PLY X11— SETBACK --I = ���j� /112 INP Willi FUR I -PLY r InIL--nil =� //I IIIP GIRDER MAY BOE MULTIPLEMF:MUER (0 PUI'LINS SPACED a 24'D.C. TYP. PERMANENT DIAGONAL GRACING (CIINTINIIDLIS 2X4) AF1NLIEU TO IUPSIOE OF FLAT TIP (D) CRIPPLES SPACED 24' O.C. TYP. CIIIPO BY ERECTION CONIRACHIR (D) FURRING 6 FLAT IC (SEE UI'ACING DETAIL) SAME SIZE AND SPECIES AS DESIGN • NOTE: SEE ORIGINAL DESIGN FOR LUMBER, PLATING AND OTHER CRITERIA NOT SIIIIWN IIEI.NE 11 IIIP I MAY BE I JACK RAFTER RIGID CONNECTION DETAIL SIMPSON 113 TIE JACK RAFTER. BUILT-IN CRIPPLES (REMAINS IN PLANE --{ m WITH TRUSS) I tlG HIP ClIURD EXIENSION I -PLY (U) TYP. tl5 HIP Willi FUP, I -PLY �\,�/ 94 IIIP CIOPO EXTENSION I -PLY II I_�I�l tl3 IIIP Willi FIIP I -PLY JcD) (0) (I)) II n) �I (BJ 7_61_1�'_12 THP CI1UP#1 HIP[GIRDER MAY �r --N, \ / DE MULTIPLEMEMBER (U) PIIPLINS SPACED a 24'11.[. TYP. \\ PERMANENT DIAGONAL DRACIfJG (CON IINUOUS 2X4) v APPLIED 10 TOPSIDE M FLAT IOP (II) LI'lI1PLES SPACED 40' U.C. TYP. CIIOP.D BY ERECTION (19,11RACTUP, (U) FURRING 6 FLAT TC (SEE BRACING DETAIL) SANE SIZE AND SPECIES AS DESIGN. . NOTE: SEE ORIGINAL DESIGN FOR LUMBER, PLATING AND OIIIII CRITERIA NOT SI11WN HERE. PERMANENT BRACING mrrAIL - SECTION A -A START OF IOP CIIOPD FLAT TUP CIIORO PURLINS START OF TIIE TOP CHORD EXTENSION (TYPICAL) (CONTINUOUS EXTENSION (SLUIIING 1D FLAT) / y ( SLOPING TO FLAT) tll HIP, REFER TO ORIGINAL DRAWING FOR MURE INFURMATIIII + SEIUACI L \ PI11IF SI ICATIIIIIG JACK RAFTER L PEPMANFNI )DIAGONALS -DRM BRACED BAY. REPEAT AT ALL [IIP ENDS AND SEE SIMPSON CATALOG C-PT95-1 AT AI'I'PIIXIMAIELY 20' INTERVALS OR LESS TIIEP,EAFIER AND AT ENI) BAY. FUP. HAILING SPECIFICATIONS. (I)I NEVE: PEPMANENT UTAIANAL OPACING NAILED IU UNDERSIDE OF FLAT TOP CIIORD PREVENTS LATERAL MUVEMENT OF TUI/ CIIIIRU. ( IF PLYWOOD SNEAIFIING IS PRESENT ON ENO'JACKS. AND JACKS AVE PP.OPI:P.I.Y ATTACHED [SEE DETAIL) 10 rl IIIP, lHI:N DIAGONAL BRACING IS NUT NECESSARY AT dl IIIP, IRIWEVER, PLACEMENT a 20' INTERVALS IS STILL P.E(IIIIREU. ) O O O O O O C=3 O O O p O O O O O O O �ALPINE� p p O C=3 TRUSS o O O 0 17 p o o r� 1414IMPORTANTI4)(ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN OR IIESE SPEC If ICAI IONS. On ANY FAILURE TO BUILD THE TRUSS IN COIFORKANCE WITH OSTBB BY IPI. ALPINE CONNECTORS ARE MADE Of 20GA QALY. STEEL MEETING ASTM A446 G1 B EXCEPT AS NOTED. APPLY COINECIORS t0 EACH FACE Of TRUSS AND UNLESS 011ERWISE LOCATED Oil THIS DESIGN. POSITION COIOECTORS PEROnIWI11GS 170. ISO C IOOA-F. DESIGN STANDARDS COI)FOnA M/APPLICABLE PROVISIONS OF ITIS C IPI. AN ENGINEER'S SEAL ON NNS OTUWIIIG APPLIES 10 IIE COHI'01ENI DEPICTED IERE IN 0I111.1'. AND MULL IST BE RELIED UY1N IN ANF OVER WAY. •--IPI - 11•I5S ,TATE IIPIIIIIIF. )AIS - IS9t 11AII(IIIAI TIES E6 WARNINGIm/6snE0U1nE EWIREME CAnE AND E111111101101 q�gQI • I IN HANDLING. EnECTION BnACIND. SEE )IIB -OI BY IPI. SEE THIS DESIGN mail]..0�'m C 0 �V loll C. . IPA .: TC DL PSF �/V�' ��„ FOR ADDITIONAL SPECIAL PERMANENT BRACING PE OUIREHENTS. UNLESS OTHERWISE INDICATED. TOP ..O �. EIC DL r PSF CIDRD SHALL 8E LA IEPALIY BRACED WHIN PROPERckc uj r 7o BC LL • \ PI11IF SI ICATIIIIIG JACK RAFTER L PEPMANFNI )DIAGONALS -DRM BRACED BAY. REPEAT AT ALL [IIP ENDS AND SEE SIMPSON CATALOG C-PT95-1 AT AI'I'PIIXIMAIELY 20' INTERVALS OR LESS TIIEP,EAFIER AND AT ENI) BAY. FUP. HAILING SPECIFICATIONS. (I)I NEVE: PEPMANENT UTAIANAL OPACING NAILED IU UNDERSIDE OF FLAT TOP CIIORD PREVENTS LATERAL MUVEMENT OF TUI/ CIIIIRU. ( IF PLYWOOD SNEAIFIING IS PRESENT ON ENO'JACKS. AND JACKS AVE PP.OPI:P.I.Y ATTACHED [SEE DETAIL) 10 rl IIIP, lHI:N DIAGONAL BRACING IS NUT NECESSARY AT dl IIIP, IRIWEVER, PLACEMENT a 20' INTERVALS IS STILL P.E(IIIIREU. ) O O O O O O C=3 O O O p O O O O O O O �ALPINE� p p O C=3 TRUSS o O O 0 17 p o o r� 1414IMPORTANTI4)(ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN OR IIESE SPEC If ICAI IONS. On ANY FAILURE TO BUILD THE TRUSS IN COIFORKANCE WITH OSTBB BY IPI. ALPINE CONNECTORS ARE MADE Of 20GA QALY. STEEL MEETING ASTM A446 G1 B EXCEPT AS NOTED. APPLY COINECIORS t0 EACH FACE Of TRUSS AND UNLESS 011ERWISE LOCATED Oil THIS DESIGN. POSITION COIOECTORS PEROnIWI11GS 170. ISO C IOOA-F. DESIGN STANDARDS COI)FOnA M/APPLICABLE PROVISIONS OF ITIS C IPI. AN ENGINEER'S SEAL ON NNS OTUWIIIG APPLIES 10 IIE COHI'01ENI DEPICTED IERE IN 0I111.1'. AND MULL IST BE RELIED UY1N IN ANF OVER WAY. •--IPI - 11•I5S ,TATE IIPIIIIIIF. )AIS - IS9t 11AII(IIIAI TIES E6 WARNINGIm/6snE0U1nE EWIREME CAnE AND QROF`�S1Q,y� TC LL • PSF IN HANDLING. EnECTION BnACIND. SEE )IIB -OI BY IPI. SEE THIS DESIGN Iy W. TC DL PSF �/V�' ��„ FOR ADDITIONAL SPECIAL PERMANENT BRACING PE OUIREHENTS. UNLESS OTHERWISE INDICATED. TOP ..O �. EIC DL r PSF CIDRD SHALL 8E LA IEPALIY BRACED WHIN PROPERckc uj r 7o BC LL • PSF LY ATIACIED PLYWOOD SIEA111111G. BOtIUN CNO"D WIIII PnOPERLV ATTACHED RISIO CEIL110 -- SEE * TOT. LID. « PSF ALPINE IECIFIICAL UPDATE 11/1/Otl r0R P+IWYR OUR. FAC. E ONYWALL APPLICATIUII. FURNISH A COPY Of IVIS ff. civic DESIGN 10 IIE TRUSS ERECTIU+ CWIIRACI UI. Of CT1V><�_ SPACING u snrr.lrtullDu run 110110 cRllslrulr.nml c0 PEI . - To FPGE PLAN r-'-- - - Nip' MAC/ir-.;z 1- ,k ---r 0T To r)o GMK¢ �— ~' I -I--1 ----- -T . I LAYvtT'• - --� � — Po FTI. �P W/ . J I �►.r op GENT ER 2K4 c� rl•c�v . e Hip. —� to ...HIP JO RIDGE 4:;c'-'.panof1,pll ... . . . RIF, MA*r%a Tc�—opNIF NipV*w wl "A-�raiz / HIP TO HIP MASTER B G��14�I��I.ou STANDARD' HIP DETAIL LONGFELLOW LUMBER CO. CHICO, C'A. (916) 893-0112 nAFTl:fi \ 2X4 CEILING.JOIST LIVE LOAO(PSF) DEAD LOAD IPSF) DURATION FACTOR SIZE GRADE MIS ONG. PREPAnEO FROH COMPUTER INPUT (LOADS 6 0IHENS10NS1 SUOMITTEO BY TRL - STANOAIID JACK OCTAII_ 4: J2 nAFTEn SLOPE _> SPACING - 24' O.C. DEFLECTION C111TERIA: 30 16 1,6 1.!3X3 (LIVE LOW 30 NAFTEn SLOPES < 4: 1L./ - L/240 IIAFTCII SLOPES > 4: 12 < J2:12 - L/ 1110 CEILING JOIST - L/240 IT IS THE nESPONSIOILITY OF TRIC WILDING OESIGNCn AND MUSS FAOflICAI011 TO nEVIrH MIS U1IANING PRIOR TO C111TING LUMDEn TO VEn1FY MAT ALL DATA, INCLUDING 0114ENSIONS AND LOADS, CONFOIl14 TO THE AI1CI11 TECIUnAL SPECIFICATIONS I ANO FAOnlCATOR'S TnUSS LAYOUT. ,-/ 11 W, -- . MAXIMUll CLEAn SPAN lGX3 2X4 1104 -Fin STANDAnU 41COUInED IF nAFTC11 NOT SUI-1I30FITEO AT ENO nnF- TEn SLOPE , 4: J2 nAFTEn SLOPE _> 4:J2 BUT 12,12 16 16 30 30 16 1,6 --,< 30 30 7 19 10 15 10 15 10 ]5 25% 25X 15% 15% 25% 25X I5X 15% --14AXIMI14 CLE -All SPAN - - CEILING JOIST 5 1.00 PLATE-HAVE_TPI95 C=3 o p o p O C=3 o 0 0 C=3 o 0 0 0 o p p op pALPINEo p TRUSS p p p O O O O O O DESIGN CRIT=UBC OTY - 1 TOTAL - 1 - IMA TRUSSES RFOIIIRF F1lnPUP rAnr lu —noir—un uAUn, .ur ru,......,. ......... . Y ATTACHED SIRUCTURAL PANELS AND SO110M CIIORO SHALL )HAVE A PpOPERLY�AiTACHEO�RIC Q NOINPORTANTWO FURNISH A COPY OF THIS DESIGN 70 111E INSTALLATION CONTRACTOR. ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS I ANY FAILURE TO BUILD THE TRUSSES IN COWORMANCE W1714 TPI. OR FABRICATI G• SHIPPING. INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APNG kICABL DNS OF NOS T AND SSOCIAi ON) (ANDITPI` ALPINE CODES GN NNECIORSION AREPMADESOFOBY 20GATASTMNA653AGA40 GALY. STE 19 NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS DIHERWISE LOCATED U �( SIGN, POSITION CONNECIORS PER DRAWINGS IGD A -Z. WE SEAL ON 11115 OHAWING INDICATE VCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOII 111E iRll99 COHPONENI i11OWN. THE SUITABILITY AND USE OF 11115 rnpanMFMI tnn Amy oAnllr,e An nuu NENI NG•CAWS r ETp.6'�� is OF GATE 01/15/98 ORHG CD100 CA -ENG JS MFR. MW ,-/ M9141 MAI MM_.-._ I MAMAKI PLATE-HAVE_TPI95 C=3 o p o p O C=3 o 0 0 C=3 o 0 0 0 o p p op pALPINEo p TRUSS p p p O O O O O O DESIGN CRIT=UBC OTY - 1 TOTAL - 1 - IMA TRUSSES RFOIIIRF F1lnPUP rAnr lu —noir—un uAUn, .ur ru,......,. ......... . Y ATTACHED SIRUCTURAL PANELS AND SO110M CIIORO SHALL )HAVE A PpOPERLY�AiTACHEO�RIC Q NOINPORTANTWO FURNISH A COPY OF THIS DESIGN 70 111E INSTALLATION CONTRACTOR. ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS I ANY FAILURE TO BUILD THE TRUSSES IN COWORMANCE W1714 TPI. OR FABRICATI G• SHIPPING. INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APNG kICABL DNS OF NOS T AND SSOCIAi ON) (ANDITPI` ALPINE CODES GN NNECIORSION AREPMADESOFOBY 20GATASTMNA653AGA40 GALY. STE 19 NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS DIHERWISE LOCATED U �( SIGN, POSITION CONNECIORS PER DRAWINGS IGD A -Z. WE SEAL ON 11115 OHAWING INDICATE VCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOII 111E iRll99 COHPONENI i11OWN. THE SUITABILITY AND USE OF 11115 rnpanMFMI tnn Amy oAnllr,e An nuu NENI NG•CAWS r ETp.6'�� is OF GATE 01/15/98 ORHG CD100 CA -ENG JS MFR. (DOWD-DOWD - [SGE] A-1 DTC/SGE 1 -PLY TOP CHORD 2x6 DF -L #2 BOT CHORD 2x4 DF -L #1 o WEBS 2x4 OF -L Standard M N PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3, 9:L. (NOTE: THIS TRUSS IS DESIGNED TO SUPPORT 18" OUTLOOKERS AND STUCCO (10 PSF) ON ONE FACE. REFER TO DETAILS Lr' C0122 OR CD123 FOR GABLE REQUIREMENTS. 0 0 z (K) 2x6 DF -L #2 FULL BLOCK. ATTACH BLOCK TO THE TOP CHORD WITH 2X4 ALPINE PLATES ® 24"oc. THROUGHOUT PLUS HEEL PLATES AS SHOWN. W5X4� W1.SX4 111 W1.5X4 N E' —1 5 W3X5 v W3X5 5 W3X5 m A a W3X5 = W1.5X4 IB W3X5 E__ z W3X5 m W1.5X4 in W1.5X4 in z w a» L 4-0-0 I 4-0-0 I i IQ -8-0-0 Over 2 Supports3b R-936 W-5.5' R-935 W-5.5' s THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. ***LOADING ON THIS TRUSS CALCULATED BY TRUSS FABRICATOR*** ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. SEE DWG GA898117 FOR ADDITIONAL REQUIREMENTS. IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC @ 24.00" OC, BC @ 72.00. OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. +a-0-0 0 t N PLT TYP. Wave TPI -95 Desion Criteria: TPI(ST 18 I rn C73 CJ) C>D O i A - I fiWILDING DEi'3A I MEN".. rA i _ i'I i i i Yr A L P INE ee''__ y� ,,,,.,,,�,�,1p�,�,�� AIP— "6 WCmd bmt=K I- SIM&MO, 959ZB –WARNING `" TRUSSES NEOU10.[ ENIAEME CARE 11 FABRICATION. BANDIING, SHIPPING, INSTALLING AND 11114. l[FER TO 111.91 (RANKING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE IPST ITS T[. SBS 0'0X0/0.10 DR.. SUITE 200, MADISON, NI /3)19), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILIRG. •IMPORTANT•" FURNISH A COPY OF THIS DESIGN TO TRE INSTALLATION CONTRACTOR. ALPINE ENG1REERID •PRODUCTS, INC. SN ALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS OISIGN: ANY FAILURE TO BUILD THE TRRSS(S 14 CONFORMANCE WITH TPI: OR FABRICATING, RANKING. SNIPPING. INSTALLING AND BRACSPICI RD OF TINSSEI. THIS DESIGN CONF00.MS NIT" APPLICABLE PROVISEONS Of NOS (NATIONAL DESIGN CONNECTORSIAM(PMADENOF02OGA�ASTH A653E ANEMICABRCORIST GALT. STEEL. EPAPER ICEPT1ASI NOTED. TAP;LYALF 'ONN[CTOIIS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED OX THIS DESIGN. POSITION CONNECTOR$ PER ONAYINGS 160 A-1. TN( SEAL ON THIS DRAPING INDICATES ACCEPTANCE Of PROFESSIONAL ENGINEERINIISFONSIBG COM►OHENTIFOR All LITY L PARTICULARELY FOR EBUILDI GTRUSS D ISDTHETREESSPONSIBILITY OF THE BUILDINGSIGN SBOVS. THE IDESIGNER. PlY AMD USE ER TNlI ANSI 1TPl 1. 19SS SCTION 2. FE '� A * * �1 ` ���1TT"'��' TC LL 33.5 PSF TC DL 15.0 PSF BC DL 7.0 PSF 8C LL 0.0 PSF TOT.LD. 55.5 PSF J 11 1 L. REF R427--26662 DATE 11/08/99 DRW CAUSR427 99312028 CA -ENG A EB /CWC SEAN - 187175 DUR.FAC. 1.15 FROM E.D SPACING 24.0' DOWD - A-2 CONN TOP CHORD 2x6 DF -L J2 BOT CHORD 2x4 DF -L #1 o WEBS 20 OF -L Standard [`7 C'7 PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. wl L27 0 0 0 z. W5X4 - r~ 5F— 5 A O Cao A a WX4 w z W2X4(A1) a W2X4(A1) Ga C.5 z w 4-0-0 1 4-0-0 I ---8-0-0 Over 2 Supports Do R-595 W-5.5' R-595 W-5.5' N PLT TYP. Wave TPI -95 t77 t7a O z THIS DWG PREPARED FROM COMPUTER INPUT (LOADS A DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC 0 24.00' OC, BC ® 72.00' OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. +8-0-0 n—i— r-41.--.4.. TnT/CTn% ,n n_w ,jU 1 E C;Oulta MALONG DEP AR WINF: V —- A - - - T dt:Gll: –.JF9 rL. —WARM NG— 711U33(3 REQUIRE EXTREME CARE IN fABRICATIOA HAROLIN6, SHIPPING. INSTAILlN6 AND BRACING. RIFER TO HIO.91 (HANDLING INSTALLING AID BRACING), PURL ISx[D Br TPI (TRUSS PLATE fE TC LL 33.5 PSF REF R427--26663 PERFOR11 MINGll. $ES DFUNCTION Ot N SUITE OTHEZOO.RWISE MADISON, YI SS)1CHO FOR LL HAV PRACTICES OPERLY PRTOR TO % TC DL 15.0 PSF DATE 11/08/99 PERFORMING THESE FUNCTIONS. UNLESS OTNERYISf INDICATED, TOP CHORD SHALL NATE PROPERLY ATTACHED STRUCTURAL PAREIS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. A "IMPORTANT— FORM[ A COPY 0► THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 7.0 PSF DRW CAUSR421 99312012 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TPI: ON FABRICATING. HANDLING, SHIPPING. INSTALLING AND V BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN BC LL 0.0 PSF CA -ENG AEB/CWC SPECIFICATION lVeIISNEO BY THE AMERICAN f01fSi AND PAPER ASSOCIATION) AND r►t. uflec * * TOT. LD. 55.5 PSF SEQN - 187130 CONNECTORS ARE PEACE OF TOGA ASTM A653 6140 GALT. STEEL. EICEPT AS NOTED. APPLY CONNECTORS TO EAC: FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER DEAYINGS 160 A -I. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL 11191ERIN6 DUR.FAC. 1.15 FROM E.D Alpix Fa�tleaed PEo&wm�Inc. LISPONS10It. ITY SOLELY FOR THE TRUSS COMPONENT 013161 SHONA. THE SUITABILITY AND USE OF THIS 9aclmml0. CA 95828 COMPONENT FOR ANY PARTICULAR BUILD116 IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PE0. SPACING 24. 0 ANSI TPI 1-1993 SECTION I. (QOWD-DOWD - [SGE3 B-1 DTC/SGE [1 -PLY]) TOP CHORD 2x6 DF -L #2 :T2, T3 2x4 DF -L #1: BOT CHORD 2x4 OF -L #1 WEBS 2x4 DF -L Standard (PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. NOTE: THIS TRUSS IS DESIGNED TO SUPPORT 18. OUTLOOKERS AND STUCCO (10 PSF) ON ONE FACE. REFER TO DETAILS C0122 OR CD123 FOR GABLE REQUIREMENTS. (K) 2x6 OF -L #2 FULL BLOCK. ATTACH BLOCK TO THE TOP CHORD WITH 2X4 ALPINE PLATES ® 24"oc. THROUGHOUT PLUS HEEL PLATES AS SHOWN. THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC @ 24.00" OC, BC @ 72.00" OC. DEFLECTION MEETS L/240.00 LIVE AND L/180,00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W4X4 Ea V - 1 n LAY 111 -..8-0-0 1-6-0..J L --1-6.0->J L 8-6-0 I 8-6-0 I jUT T E GutiNI i fE 17-0-0 Over 2 Supports N-JIE--DiNG DEPA 5 TME R-465 PLF W-5-5-8 R-465 PLF W-5-5-8 P7tj PLT TYP. Wave TPi-Q5 n.._a . �_.�_ TAT Il TM♦ + %, r% i - i 1 i - i - i - r JcdIe —.3/5- rL. --WARMING-• TRUSSES REQUIRE EXTREME CARE IN FA6RICATION, HANDLING. SHIPPING. INSTALLING AND wwrrcc@��,�r j�. IRAC116. REFER TO MIB•91 (HANDL IMG ItlSTAllil6 AND BRACING), POBLISMED BY TPI (TRUSS IIATtI-QYrE�vF°'�'ir TC LL 33.5 PSF REF R427--26664 7ISTITUTE, $ 83 D'OAOFRIO DR.. SUITE 200, MADISON, YI 53719). FOR SAFETY PRACTICES PRIOR TO ' PERFOIMIIG THESE FUNCTIONS. UNLESS OTHEIN[SE 1 Dlil"1D. TOP CHORD SHALL HAVE PAOPERLY ATTACHED w �.s TC DL 15.0 PSF DATE 11/08/99 STRUCTURAL PANELS, BOTTOM CHORD SXALI NAVE A PROPERLY ATTACHED RIGID CEILING. **IMPORTANT-- FURNISH A COPY OF THIS OE SIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 1.0 PSF DRW CAUSR427 99312029 PRODUCTS, "C- SNAIL NOT BE 1E1PONSI8LE FOR ANY DEVIATION FROM THIS DESIGN; ANT FAILURE TO A L P I N E BO110 THE 7NUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING. INSTALLING AAD BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF IDS (NATIONAL DESIGN BC LL 0.0 PSF CA -ENG AE B / CWC SPECIFICATION PUBLISHED BY THE AHEIICAI FOREST AID PAPER ASSOCIATION) AID TPI. ALPINE CONNECTOIS ARE ROE OF FOGA ASTN A653 GRNO OALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO TOT. L0. 55. 5 PSF SEON - 187228 EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED 01 THIS DESIGN. POSITION CONVECTORS PER /� DRAWINGS 160 A•1. THE SIAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEENTN6 ` �n.,,y.� y�dPmdnctL .� EmANSI/TPI 1.1lESPOCOMPONENTFOI TY AND ] TANYLPARTICULARTHE BU(LOINGTIOSS OMPONEN3 THETRISPONSISILDESIGN ITY OF THE BUILDING IDESIGNER. PER THIS DUR .FAC. 1.15 FROM E. D 7 Alpinep � • "" 95828 995 fECitON E. SPACING 24.0 - (IIOWD-DOWD - B-2 TOP CHORD 2x6 DF -L #2 BOT CHORD 2x4 OF -L #1 o WEBS 2x4 DF -L Standard C_7 Ln PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. �I10 PSF BC LIVE LOAD PER UBC. LL-,> 0 0 0 z H A O a Q.. A w a z W2X6 CAI) z w THIS ONG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMFNS ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC @ 24.00" OC, BC @ 72.00' OC. SUBMITTED BY TRUSS MFR. DEFLECTION MEETS L1240.00 LIVE AND L/180.00 TOTAL LOAD. W5X4 = W2X6(Al) a I +B-0-0 C -3 L, -1.6-0-,J L,_1 -6 -Oaf t< 8-6-0 I 8-6-0 I JUTTE COON i f 17-0-0 Over 2 Supports 1 G R-1095 W-5.5" R-1095 W-5.5" `VEID N PLT TYP. Wave TPI -95 Design Criteria: TPI STD 1 CA - 1 - - - F Scale —.315' Ft. I •NAANTRUSSES REOtlIIE EXTREME CARE II FABRICATION, HANDLING. SHIPPING. INSTALLING AND ES5►p, TC LL 33.5 PSF REF R427--26665 O� BRACING. G. REfER TO HID - 91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE CT INSTITUTE. SBS D'ONOFRIO DR.. SUITE 200. MADISON, VI $3110). FOR SAFETY PRACTICES PRIOR TO CT PE0.FORMING THESE FUNCTIONS. ONLESS OTREAVISE INDICATED. TOP CRORD SHALL HAVE PROPERLY ATTACH[D TC DL 15.0 PSF DATE 11/08/99 �. STRUCTURAL PANELS, BOTTOM CHORD SNALL NAVE A PROPERLY ATTACKED RIGID CEILING. 't ..IMPORTANT" FIINIfN A COPT OF THIS DESIGN TO TMF INSTALLATIDA CONTRACTOR. ALPINE ENGINEERED Oa ' VENN BC DL 7.0 PSF DRW CAUSR427 99312013 OC) PRODUCTS, INC. SMALL ROT B[ RESP01 SIBlE TOR ANY DIVIATI01 f10M THIS DESIGN; ANY FAILURE TO r ALPINE BIILO THE TRUSSES IN CONFORMANCE WITH TPI: 01 FARAICAIING. HANDLING, SHIPPING. INSTALLING AND 5 r m BRACING of TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN- BC LL 0.0 PSF CA -ENG A E B /CWC SPECO CONNECTORS ARE IMALISRED BV THE AMERICAN f01DAT AND PAPER ASSOCIATION) ARID TPI. ALPINE * TOT. LD. 55.5 PSF SEAN - 187195 CONNECTORS ARE MADE Of 10611 ASTM A6S3 CIAO BAl1. STEEL. EICEPT AS IDTEO. APPLY CONNECTORS TO EACH FACE DF TRUSS, AID UNLESS OTHERWISE LOCATED OR THIS DESIGN, POSITION CONNECTORS PER ��TT,,,, )RAVINGS RHD A -I. THE SEAL 00 THIS CRAVING INDICATES ACCEPTANCE Of PROFESSIONAL ENGEHEERII6 DUH. FAC. 1.15 FROM E. D `..r1D0ftA9 wa,929 COIlPDUN1RESPONSIBILITY fOR AN1lELY PARTICULAREBUILDING IS TNEUSS TRESPONNSSIBILETV Of TBE BUILDINGSHDWV. TIE STY AID DESIGNER. PER THIS A� �'� 9S82B ANSI/TPI 1.1DIS SECTION 2. VFl SPACING 24.0" -DOWD - B-3 DRAG/GIRD I1 -PL TOP CHORD 2x6 DF -L SS BOT CHORD 2x8 DF -L SS WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NOS -97 TABLE 7.3.3. ADDITIONAL LOADS -------------------------------------------------- BC - From 436 PLF at 7.50 to 436 PLF at 17.00 TRUSS -TRANSFERS 136.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. ** THE MAXIMUM HORIZONTAL REACTION IS 2312# ** (T1) -286# UPLIFT CONNECTION REQUIRED. W61 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR ***LOADING ON THIS TRUSS CALCULATED BY TRUSS FABRICATOR*** IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC ® 24.00' OC, BC @ 72.00. OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. RECOMMENDED CONNECTION FOR C-1 TRUSSES FRAMING FROM THE BOTTOM CHORD AS INDICATED BY LOAD NOTE: SIMPSON THA29. SEE CATALOG C-PT99 W5X4 t L) 7-0-0 Rh—+/ -308 PLF OVER 7-6-0 SHEAR WALL L� 8-6-0 I 8-6-0 _1 17-0-0 Over 2 Supports R-429 PLF N-7 6-0 R-2814 N=5.5' PLT TYP. Wave ALPINE CV W Q I Alp', wed CA 9 InC. ob. DIM Design Criteria: TPI(S1 NARRI NO— TRUSSES REOollf EITREME CARE It FABRICATION, HANDLING, SHIPPING, INSTALLING AND BAACING. REFER 70 HIB -91 (HANDLING INSTALLING Alm BRACINGI. PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 503 O.OROFAIO DR.. SUITE 200, MADISON, NI 53719), FOR SAFETY PRACTICES PRIOR TO ":FORMING THESE FOACTIONS. UNLESS OT"ENWISf INDICATED, TOP CRORD SHALL RAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACKED RIGID CEILING. 'IMPORTANT— FURNISH A CONY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT IE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN. AST FAILURE TO NBUILD EHE TRUSSES IN CONFORMANCE VITO T►I; OR FABRICATING, DANDLING. SHIPPING, INSTALLING AAO lc, O OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN S►ECIFICATION PUBLISNED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) MD TPI. ALPINE CON RECTORS ARE MADE Of FOGA ASTM A653 4140 GALS. STEEL, INCEPT AS NOTED. APPLY CONIECTORS TO EACH FACE OF TRUSS, ANO NIIESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CORNECT04S PER DRAWINGS 160 A•l. TBf SEAL ON THIS DRAWING INDICATES ACCEPTANCE Of PROFESSIONAL ENGINIERING Afi►OISIBILITY SOLELY FOR THE TRUSS CORPONIIt DESIGN SNOWS. 111 SUITABILITY AND USE Of THIS COM►OMENT'FOR ANT PAITICSLAR BUILDING IS TOE RESPONSIBILITY OF TEE BUILDING DESIGNER, PER ANSI/TPI 7.1895 SECTION E, YA E mF6 8.804(102 Dec 08 1999 _11-0 TC LL kC DL BC DL BC LL TOT.LD. DUR.FAC SPACING WOLMN �.. 1 /-/-/F Scale —.3 Ft. 33.5 PSF REF R427--47691 15.0 PSF DATE 12/07/99 7.0 PSF DRW CAUSR427 99341030 0.0 PSF CA -ENG GTP/GWH 55.5 PSF SEQN - 20518 1.15 FROM E.D 24.0' - C-1 SCI ITOP CHORD 2X6 DF -L #2 BOT CHORD 2x4 DF -L #1 o WEBS 2x4 DF -L Standard C—) - PLATES PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3 a Lc� 0 0 lr� H v 0 A O TY A C-3 934 C-3 W3X6IAi) e C-3 THIS DWG PREPARED FROM COMPUTER INPUT A DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC @ 24.00' OC, BC 0 72.00. OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. W5X4 - W3X6(Al) --3 L --1.6-0--3.J a f� 9-0-0 a}F 9-0-0 18-0-0 Over 2 Supports R-988 Wm3' R=1162 W=5.5' o., c.i PLT TYP. Wave TPI -95 Design Criteria: TPI STD 1 CA/ -/l p� —YARNING" TRUSSES REOUIRE EITRENE CANE IN FA/RICATIOR, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO MI "I(HANDLING INSTALLING AND BRACING). PBBLISNED BY 7PI (TRESS PLATE INSTITUTE, a E0� TC L L CT 503 O'OIOFIIO DR.. SUITE 200, MADISON. WI S3719). FOR SAFETY PRACTICES PRIOR TO INFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL RAVE PROPERLY ATTACAEO �f T C DL ^. STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED .9 C6 PRODUCTS. INC. SMALL NOT BE RESPONSIBLE FDA ANY DEVIATION FROM THIS DESIGN: ANY FAILBRE TO lllfff l 8 C D L NG AND ALPINE 11 ACING OFBUILD THE T7R SSES. RUSSES 11 COTall NDESIGN ANCE ICONFORMS OMITI AAPPLICABLE PROVISIONSTING, HANDLING, Of NDS G(NATIONAL IDESISM r� B C L L ,y SPECIFICATION PUBLISHED BY TIE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CORRECTORS C=) z ARE MADE OF 20GA ASTM A653 6240 GALT. STEEL. EXCEPT AS NOTED. AFPLT CONNECTORS TO EACH FACE OF TRUSS, AID UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION COUNECTORS PEN yy,,,,,,,,,,_�„��OHAVING$ 160 A•1. ]BE SIAL ON THIS DRAWING JIDICATES ACCEPTANCE OF PROFESSIONAL 11CIERINGESPON0UR Em6�+� Pmdxtik Inc. CON/01EITIf01 ANYFOR TRUSS IS THE TRI TfONSIBIIITY OF TN( BtlILDI IGIDESITY 6MER USEPIA THIS &Lw&x DD.CA9592B ANS)/7fJ 1.1995 SECTION E. TOT . L D . .FAC[AftLkinq M N7 SPACING C -I +8-0-0 ILDING AP PO ./-/-/F Scale —.375n/Ft. 33.5 PSF REF R427--26667 15.0 PSF DATE 11/08/99 7.0 PSF DRW CAUSR427 99312015 0.0 PSF CA -ENG AEB/CWC 55.5 PSF SEON - 187362 1.15 FROM EA 24.0' * (DOWD-DOWD - C-1 DRAG/SCISS 1.1K TOP CHORD 2x6 DF -L #2 BOT CHORD 2x4 DF -L #1 C=) WEBS 2x4 DF -L Standard o PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3,3. c,: DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. SIN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC @ 24.00' OC co 0 c� 0 W5X6 m E-+ U A O tx R., A S:-:3 w z W3XL c� x w THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR ** THE MAXIMUM HORIZONTAL REACTION IS 1119.52f ** CALCULATED HORIZONTAL DEFLECTION IS 0.21 - DUE TO LIVE LOAD AND 0.09" DUE TO DEAD LOAD. IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC ® 24.00-.00, BC @ 72.00" OC. TRUSS TRANSFERS 62.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. W3X8(A1) E_- -9-0-0 _- 4-3-3 -8-0-0 9-0- 9-0-0 A/� 18-0-0 Over 2 Supports $�QING- I R-1239 W-3' Rh -1120/-1119 :::4 R-1244 W-5.5' cm N i Vs PLT TYP. Wave TPI -95 R Desi n Criteria: TPI STD 18.2f3 CA - 1 - - - F Sle —.375° Ft. •'YARNING•• TRBSSES pEUU IRE EXTREME CARE IN FABRICATION. NARDIING. SMIPPItl6, ItlSTAll fX6 AND ca SRACIR6. REFER TO HID -91 (NANOLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE �(10E TC LL 33.5 PSF REF R427--74370 O IN'IIYUTf, SBS D'OYDFp10 DR.. SUITE 500. MADISON, WI SSFl9). FOR SAFETY ►RACiI C[S PRIOR TD �6�� p P[RFORM 1/6 THESE FUNCTIONS. ONl[SS OTHERWISE iROICATED, TOP CHORD SMALL HAVE PROPERLY ATTACHED TC DL 15 - 0 PSF DATE 01112100 O STRUCTURAL PANELS. BOTTOM CHORD SHAH HAVE A PROPERLY ATTACHED RIGID CEILING. CV••IMPORTANT•• FURBISH A COPY Of THIS DESIGN TO THE IRSTAILATIOt CONTRACTOR. ALPINE ENCl11EERED LL PRODUCTS, INC. 6NANOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO '� BC OL 7.0 PSF DRW CAUSR427 00012006 ALPINE OU ILO THE TRUSSES IN CONFORMANCE WITH TPI; 04 FABRICATING, HANDLING, SHIPPING, INSTALLING AND 5 BRACING Of TRUSSES. THIS DESIGN CONFOANS WITH APPLICABLE PROVISIONS Of NDS (NATIONAL DE916N zu LPINE BC LL 0.0 PSF CA -ENG AEB/CWC CORIECTORSIAll HAD( OfON 0206ABY TASIR A667HE A6RIOR6ALY. STEEIEST AND EREXCEPT IASI OTEDtlO TAPPLY ACONNECTORS T0. EACH FAC( OF TRUSS. AND UNLESS OTHEAYISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER TOT. L D . 55.5 PSF SEAN - 207792 DRAWINGS 160 A•I. THE SEAL 01 THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL 1461NEERING NPIDG� �' - COX? BEATESPONStOPARTICULAR SOLELY FOR [BUILDING TRUSS ISO THE TRESPONSIBILITY OF TOE BUILDINGBESIDE SHOWN. THE EDES DESIGTY AMC NER. VIA THIS D UR .FAC . 1.15 FROM E . D CA 95828 ANSI/TPI 1•I29S SECTION [. SPACING 24.0" QOWD-DOWD - C-2 GIRD [1 -PL (TOP CHORD 2x6 OF -L SS BOT CHORD 2x8 DF -L SS C=) WEBS 2x4 DF -L Standard M PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. o: (ADDITIONAL LOADS I— ------------------------------------ o BC - 2752 LB Conc. Load at 16.00 C=) o DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. (H)RECOMMENDED CONNECTION FOR TRUSS E-1 FRAMING FROM THE BOTTOM CHORD: SIMPSON HUS28. SEE SIMPSON CATALOG C-PT99. 1 H v 0 0 NCa w Yx w w 2 W5�4 �A1J a z w w PREPARED FROM COMPUTER INPUT (LOADS S DIMENSIONS) SUBMITTED BY TRUSS MFR. ,,'2 Complete Trusses Required NAILING SCHEDULE: (0.1310.0_g_nalls) TOP CHORD: 1 RON @ 12" o.c. BOT CHORD: 1 ROW @ 9" o.c. WEBS : I ROW @ 4' o.c. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. ***LOADING ON THIS TRUSS CALCULATED BY TRUSS FABRICATOR*** IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC @ 24.00' OC, BC @ 72.00' OC. 10 PSF BC LIVE LOAD PER UBC. W5X4 a (H) 2752# t (A 4(A 1) im VILDINia y l� i -/-/-/F 9-0-0 I 9-0-0 REF R427--26668 15.0 PSF DATE 11/08/99 7.0 PSF ORW CAUSR427 99312016 0.0 PSF CA -ENG AEB/CWC 55.5 PSF SEQN - 187701 1.15 e 18-0-0 Over 2 Supports 24.0' I R-1269 W-3.5' R-3481'N�3.5' N N PLT TYP. Wave TPI -95 Design Crlterla: TPI STD 18 Pr4 CA/ -/I I CT •"WARNING^ TRUSSES REOUIRI EITADME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TO MID -9l (HANDLING INSTALLING AND BRACING), PUBLISHED BV TPI (TRUSS PLATE SBS D'ORDFRIO DR.. SUITE EDU, rrcl. QFESSlO,k TC LL PINNSTITNTI. MADISON, NI 53719), FOA SAFETY PRACTICES PRIOR TO FORNIIG THESE FUNCTIONS. 11LESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLI ATTACHED �f TC OL .-.r STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. —IMPORTANT— FURNISH A COPY Of THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL AOT N(SPOISIBLE �imnn BC DL � DE FOR ART DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD TN! MOSSES II CONFORMANCE WITH TPI; OA FABAICATING. HANDLING, SNIPPING, INSTALLING AND BRACING 0► TRUSSES. TV ISDISI SN CONFORMS WITH APPLICABLE PROVISIONS 0► ADS (NATIONAL DESIGN ALPINE a BC LL O SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE IT CONNECTOIS ARE MADE OF 2A ASTM A6S3 sato 6ALY. STEEL. EEC[►7 AS RDnO. APPLY CONNECTORS TO TOT. LD . •� AWw EACH FACE OF TRUSS, ARD VOLUESS OTHERWISE LOCATED 01 THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-1. THE SEAL 01 THIS CRAVING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINE 1PONS1 COMPOIEI FOR YANY PARTICULAR BUILDING SOLELY FOR THE TRUSS O13 THE RESPONSIBILITY OF THE BUILDINGIDESIGNER. PEN THIS LDd0061Ld hodBt2S, �' IT B1 CA 95928 ANSI/TPI 1.1995 SECTION 2. M Nil D UR .FAC . SPACING VILDINia y l� i -/-/-/F Scale -.375-/Ft. 33.5 PSF REF R427--26668 15.0 PSF DATE 11/08/99 7.0 PSF ORW CAUSR427 99312016 0.0 PSF CA -ENG AEB/CWC 55.5 PSF SEQN - 187701 1.15 FROM E.0 24.0' co M rn M 0 z - C-2 DRAG/GIRD [1 -PL TOP CHORD 2x6 DF -L SS BOT CHORD 2x8 OF -L SS WEBS 2x4 OF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NOS -97 TABLE 7.3.3. ADDITIONAL LOADS -------------------------------------------------- BC - 2752 LB Conc. Load at 16.00 ** THE MAXIMUM HORIZONTAL REACTION IS 2916.02f ** TRUSS TRANSFERS 162.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. 10 PSF BC LIVE LOAD PER UBC. A w a C-.3 w z W4) v z w w z THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. 2 Complete Trusses Required NAILING+SCHEDULE: (0.131x3.0_g_nails) TOP CHORD: 1 ROW @ 12" o.c. BOT CHORD: 1 ROW @ 9" o.c. WEBS : 1 ROW @ 4" o.c. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. ***LOADING ON THIS TRUSS CALCULATED BY TRUSS FABRICATOR*** IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC @ 24.00" OC, BC @ 72.00' OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. RECOMMENDED CONNECTION FOR E-1 TRUSS FRAMING FROM THE BOTTOM CHORD AS INDICATED BY LOAD NOTE: SIMPSON HUS28. SEE CATALOG C-PT99 W5X4E3 W4X6 (A1) Ea a Lr 9-0-0 I 9-0-0 d f` 18-0-0 Over 2 Supports I R-1280 W-3.5" R-3492 W-3.5* Rh -2916/-2916 a. _0 ,:,; PLT TYP. Wave TPI-! rn ALPINE V ��SYaemen�tq�CA 93a28 ' InG (Q�ZA4&- +8-0-0 €XI'l6IG DEP ,�V�, sL J K Uesi n Criteria: TPI STD CA 1 - F '*MRNIN6'� TRUSSES REQUIRE EITRENE CME IN FABRICATION, HANDLING. SRIPPINO. INSTALLING AND BRACING. REFER TO NIN•DL (HANDLING lYSiIILIYE AND BRACING), POBtISNED By IPI (TRYSf PLATE INSTITUTE. ITUTE. BB3 0.ONOPRID DR.. SUITE 200, MADISON, YI 63719), FOR SAFETY PRACTICES PRIOR TO P(RFOANIRB W, y TC L L 33.5 P S F TYESE FUBCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD $BALL HAVE PROPERLY ATTACHED ITRRTORAL PANELS,NDTTON TC DL 15.0 P S F CHORD SMALL HAY[ A PROPERLY ATTACHED RIGID CEILING. "IMPORTANT'- FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. AIPLNE [NGIYEIRE P, 11 INC. SHALL ROT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: AMY fAIINR[ B C D L 7.0 PS F IACD TME TRYS$ES IY CONFORMANCE YITN TPI: OR FABNICATIBG. HANDLING. SHIPPING. 1N$TALI]Y6 D BRACING OF TRUSSES. 7915 DESIGN CONFORMS PITH APPLICABLE PROVISIONS OF NDS (NATIOtAI OESI 1 0.80.200 BC LL 0.0 P S F SPECIFICATION PUBLISHEDBY THE AMERICAND TPI.1., IASL CONYICTORSARE MADDEOFDI06A ASIM GALV. STEEL. EICIPT NOTED. TO [ACY FA[[ OF TRUSS, IND UNLESS OTHERWISE LOCATED ON THIS OLS16R, POSITION CONNECTOR E PER * Dec 08 1999 * TOT. LO. 55.5 PSF LISYlY6$ 160 A•I. TN( SEAL ON THIS ORAYIdO INDICATES ACCEPTANCE OF P40FESS10NAL EN IN RES►01511I LITT SOLE FOR THE TRUSS COMPONENT DESIGN SNOYN. TRE SUITABILITY AND USE OF Ttl1S �p gyp' DUR .FAC . 1 , 1 5 COMPOTEI FOR MY P R ICULAR BUILDING IS TtlE IESPOtSIBHITT OF THF BUILDING DESIGNER, PER Ems„' ANS I/TPI 1•IDDS SECTION 2. ALL SPACING 24.0° Scale -.375*/Ft. REF R427--47699 DATE 12/07/99 DRW CAUSR427 99341031 CA -ENG GTP/GWH SEQN - 197149 FROM E.D (MONO-DOWD - D-1 COMN) TOP CHORD 2x6 DF -L #2 BOT CHORD 2x4 DF -L #1 o WEBS 2x4 DF -L Standard M rn PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. �I10 PSF BC LIVE LOAD PER UBC. c- 0 0 0 z E~ v A O a R.. A S�sT tCa� W z W2X6(Al) Em W2X6(A1) _ cti z W TUTe nun nne—nrn rn n.. ww,. w..•w- .......- .. -.-- ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC @ 24.00. OC, BC @ 72.00" OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. W5X4 = +8-0-0 L-1-6-0 jUTT'E COUN 4 I L< B—o-o i 8-0-0 I ROLDIieVG D�- 16-0-0 Over 2 Supports ���� I a7` R-1042 W-5.5" R-1937 W-3" AP V a c. PLT TYP. Wave TPI -95 Desi n Criteria: TPI STD 18 CA - 1 - - - F S 1 - 375' F t7� CTD t77 W O Z ALPINE A��I�,,�� ,,,,,,,,��,,,�,,,,LN "�Y'�`D manada'� I'7958n� �" ' 4 CA 9SBi� —WARNING-- TRUSSES R[OUIRE EXTREME CARE IN FABRICATION. HANDLING. SNIPP196, INSTALLING AND GRACE". HIM TO 011.11 (NANULIN6 1ASTALLIN6 AND BRACING). PUBLISHED 61 TPI (TRUSS PLATE INSTITUTE. SBS D'ONOFNI0 OR., Sa I.NAo15oN, WI 53719), FOR SAFETY PRACTICES PRIOR TO THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL STRUCTURAL PANELS, BOTTOM CHORD SMALL SAFE A PROPERLY ATTACHED RIGID CEILING. ..IMPORTANT-- FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL MOT BE RE SPORSI BLE F00. MT DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING. SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONfORNS WITH APPLICABLE PROVISIONS OF MDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CON RECTORS ARE MADE OF 20GA ASTM A653 6940 ONLY. STEEL, WEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, M0 UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DIANINGS 160 A -Z. THE SEAL ON 7N IS GRAVING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEER RESPONSIBIg6 CONPONENTIFORVAMYLPARTICULARELY FOR EBUILDING ISTRUSS OTHETRESPONSIBILITY OF THE BUILDING DESIGN SHOVV.THE DESIGNER.TY AID PER TN15 ANSIFTPI 1.1995 SECTION 2. w` !/w �QFESSlp'�! tr 9 r Lf SON * * Ar K TC LL 33.5 PSF TC DL 15.0 PSF BC DL 7.0 PSF BC LL , 0.0 PSF TOT. LD. 55.5 PSF , ca e . t. REF R427--26669 DATE 11/08/99 - DRW CAUSR427 99312018 CA -ENG AEB /CNC SEAN - 187342 DUR.FAC. 1,15 FROM E.D SPACING 24.0" (IlOWD-DOWD - D-2 HIP (6'SB) (1-PLY3) TOP CHORD 2x6 DF -L J2 :T2 20 DF -L #1: C=> BOT CHORD 20 DF -L #1 \ WEBS 2x4 DF -L Standard 0 PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. MUSE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0' OC. c— EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. o SUPPORT EXTENSIONS EVERY 2.00 FT TO FLAT TC. ATTACH 0 2x4 LATERAL BRACING TO FLAT TC @ 24.00' OC WITH 2-16d NAILS o AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. CD110. z SUPPORT HIP RAFTER WITH CRIPPLES AT 02-09-15 OC. W4X6 9 E� v 0 ca 0 Ix w A w a w z W3X8(A1) n C3 z C-.3 THIS OWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. #1 HIP SUPPORTS 06-00-00 JACKS WITH NO WEBS. CORNER SETS ARE CONVENTIONALLY FRAMED. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. W 4 X 6 zz, W3X8(A1) ID — Z T.8-0-0 C -i3 L_ -1-6-0_-J Lr 6-0-0 I 4-0-0 I 6-0-0 41-6-0-,J JUTTE C1 a Le 16-0-0 Over 2 Supports;c.I 1Lj��G DPR: R-1772 W-5.5' R=1772 N=5.5' ROVED c� PLT TYP. Wave TPI -95 Desi n Criteria: TPI STO 18 9,A CA I C" C7) C77 C>D OI - 1 - - F Scale —.375 Ft. BRACING. R TR To III REQUIRE EXTREME CAR[ L FABRICATION, HANDLING. SNIPPING, INSTALLING S P AND �,QFESt/qTC LL 33.5 PSF REF R427--26610 HRAtINH. NCF(R i0 WIB•91 (tlAtOLIN6 INSTALLING AAD BRACING), PUBLISHED BY TPI (TRUSS PLATE IRS7ITO7E. 505 O'OROFRIO DR.. SUIT[ 200. MADISON, NI 55719), FOR SAFETY PRACTICES PRIOR TO ►[RFORMINO THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED TC OL 15.0 PSF DATE 11/08/99 STRUCTURAL, PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. •OA "IMPORTANT-- FURNISK A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED O '99 BC DL 7.0 PSF DRO CAUSRA27 993]2020 ALPINE RON PRODUCTS, INC. SHALL NOT Of RESPONSIBLE FOR ANY DEVIATION FROM THIS O[SIGN: Ally FAILURE TO BUILD TN[ TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SNIPPING, INSTALLING AND V 5 BRACING OF TROSSES. THIS DESIGN CONFORMS WITH APPLICABLE ►ROYISIONS 0► NOS (NATIONAL DESIGN BC LL 0.0 PSF CA -ENG AEB /CWC SP[CIFICATJON PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) ANO TPI. ALPINE CONNECTORS ARE MADE OF 2OCA ASTM A653 GRID HALT. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO TOT. LD. 55.5 PSF SEON - 187347 IACH FACE OF TRUSS, AND UNLESS OTH(RYISE LOCATED 01 THIS DESIGN. POSITION CONNECTORS PER eeN�,,� DRAWINGIIESPONSS 160 A•I. TMC SEAL ON IILY FOS THE HSS DRAWING lIIDICATES ADES 68 S CCEPTANCE OF PROFESSIONAL ENGIN NEERI7: DUR.FAC. 1.15 FROM E.D ryM�IS� PmaA 95SUuicts COMPONENTIFORYANYLPAATICULAR BUILDINGOISOTHENE TRESPONSIBILITY OF THE BUILDINGTY AND USE OF DESIGNER. PER THIS uAR �•�� ARSIlTPI 1.1095 SECTION 2. li111Y SPACING 24.0" QOWD-DOWO - E-1 MONO/GIRD [1 -PL NOTCHORD 2x6 DF -L SS BOT CHORD 2X8 DF -L SS WEBS 2x4 DF -L Standard :W1 2x4 DF -L #I: C3 PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. (DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. Lr-lRECOMMENDED CONNECTION FOR 16-0-0 TRUSSES FRAMING TO THE BOTTOM o CHORO @ 24" O.C.: SIMPSON THA29. SEE SIMPSON CATALOG C-PT99. 0 1 V .a A O a A W a W W z W5Xb(A1) z C-1 w z a Q THIS ONG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSI SUBMITTED BY TRUSS MFR. (A) SCAB BRACE. 80% LENGTH OF WEB MEMBER. SAME SIZE, SPECIES & GRADE OR BETTER. ATTACH WITH 10d NAILS @ 6" OC. IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC @ 24.00" OC. BC @ 72.00" OC. GIRDER SUPPORTS: 16-00-00 SPAN TO BC ONE FACE AND 02-00-00 SPAN TO TC/BC SPLIT OPPOSITE FACE, W1.5X4 0 I ile 11-6-0 Over 2 Supports R-2899 W-5.5" R-2752 W-3.5" ri. PLT TYP. Wave TPI -95 Dest n Criteria: TPI(STD 1 I rn C6 9 O L E-1 JUrr E Coot 91 v, VlD PAA -111-1_1_/C C..,.1.. _ 07rw Ara A L P I N E �t� �w� '�Y�� �' BBCHA»1C?A 9S�g "VARYING-- TRUSSES AEOUIR[ ELTRENE URE IN FABRICATION. HANDLING, SHIPPING. INSTALLING AND BIACIM6. AEFLI TO 110.91 (MARDl7tlG INSTALLING ANO BRACING), PUBLISHED DT TPI (TRUSS PLATE IISTITUTEOANIN SB! D'OIOfR10 DN., SUIT[ 200. MADISON. HI 5]719), FOR SAFETY PRACTICES PRIOR TO FERFOIMIN6 THESE IUHCTIOHS, tlNLESS UTNI.WISE INDICATED, TOP CHORD SHALL NATE PROPERLY ATTACHED STRUCTtlRAL PANEL 1. BOTTOM CADAD SHALL NATE A PROPERLY ATTACHED 1(610 CEILING. 'IMPORTANT-- fURNISN A COPi OF THIS DESICR TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SMALL NOT BE RESPORSIBLE FOR ANY DIVIATION FROM THIS DESIGN; All FAILURE TO BUILD TME TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING. INSTALLING AND BtACI16 Of TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN CONNECTORS DN PUBLISHED BT THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ACOINf ARE MAO. OF TOGA ASTM OTHERWISE EACH SEL GALE. STEL. [RESIT AS NOTED. APPLY C011(CTOAS 70 EACH FACE OF 1Rtl Sf. AND UNLESS Sf OTNERYISE LOCATED ON THIS DESIGN. POSITION TIOM CONNECTORS P[I DRAWINGS 160 A•1. INE SEAL ON THIS DRAWING INDICATES ACCEPTANCE Of PROFESSIONAL E261NEtAING CON►OIEATIFDR ANY PARTICULAR TV SOLELY FOR EBUILDINGTRUSS OIS TIE RESPONmposirt NSSIBILITY OF TME BIILDTN6s. TI9 IDESIGNETI AND R. PER THIS AASI/TPI 1.1996 SECTION E. E � r r 9 * '� + TC LL 33.5 PSF TC DL 15.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TUT.LD. 55.5 PSF REF R427- -26671. GATE 11/08/99 DRW CAUSR427 99312022 CA -ENG AEB/CWC SEON - 187400 OUR. FAC. 1.15 FROM E.0 SPACING 24.0• ROWD-DOWD - F-1 COMN ITOP CHORD 2x6 DF -L #2 C=) BOT CHORD 2x4 DF -L #1 \ WEBS 2x4 DF -L Standard N :PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. cL. IID PSF BC LIVE LOAD PER UBC. l— Ln 0 0 0 V 9= O Vx C1. to w a z W3X6(Al) z w THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2,00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC @ 24.00" OC, BC @ 72.00' OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. W5X4m WM(A1) a +a -O-0 F -I 1-6 0 1 1 F 12-0-0 ®12-0-0 C LfE 24-0-0 Over 2 Supports #b-QIW��NG ®EiAR E 4`. I R-1484 W-5.5" R-1484 W-5.5" off. N PLT TYP. Wave TPI -95 Design Criteria: TPI STD 18 2r4 CA - 1 - - - F Scale —.25"/Ft.' I Q7 *'WARNING" TRUSSES REOUIRE EITREME CARE IN FABRICATION, HANDLING. SNIPPING, INSTALLING AND BRACING. REFER TO 810.91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 567 O'OROFRIO Qui. TC LL 33.5 PSF REF R427--26672 � DR.. SUITE 200. MADISON. WE 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPEAIY ATTACHED STRtGTUNAL PANICS. 00TT011 [10AD SHALL NAFE A PROPERLY ATfACH[D RIGID CEIL[N0. TC DL 15.0 PSF DATE 11/08/99 "IMPORTANT" FURNISH A COPT OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED 0 C6 PNOONCif. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BC DL 7.0 PSF DRW CAUSR427 99312023 ALP INE DUILD THE TRUSSES 11 COIFOAMANCE WITH TPI: OR FABRICATING. HANDLING, SHIPPING, INSTALLING AND INACIIG OF TRUSSES. THIS DESIGN CONFORMS WITtl APPLICABLE PROVISIONS 0/ MDS (RATIONAL DESIGN Lf 5 BC LL 0.0 PSF CA -ENG AEB/CWC .'' SPICIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE *TOT. [7 CONNOR ECTS ARE MADE Of TOGA ASTM A653 01140 GAIV. STEEL. EXCEPT AS NOTED. APPLY CONNECTOR$ TO LD. 55.5 PSF SEAN - 187312 .� Alpine En&ecmd Products, bw. Samikocato. CA 958n CH EAFACE OF TRUSS, AND UNLESS OTHERWISE LOCATED 01 THIS DESIGN, POSITION CONNECTORS PER ORAWRESPIN6f 160 A -I. THE SIAL ON THIS DRAWING INDICATES ACCEPTANCE Of PROFESSIONAL ENGINEERING COMPOBEITEFOR AITV RY PARTICCUULARLELY FOR EBOILDIRCOMPONENT3 THERESPONSIBILITY OF THE BUILDING DESIDESIGN SHOWN. THE SUITABILITY GNER. PER THIS IS ANS1)TP1 1.1985 SECTION 1. �� DNR. FAC. 1.15 FROM E. D SPACING . 24.0 )WD-DOWD - F-2 COMN TOP CHORD 2x6 DF -L #2 o BOT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard c-� PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. TZ. 10 PSF BC LIVE LOAD PER UBC. Cl_ LA•7 0 0 0 z E-, v c 0 Tx w ra w c>~ w w z z w THIS DWG PREPARED FROM COMPUTER INPUT (LOADS b DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD, IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC O 24.00" OC, BC 0 12.00" OC. DEFLECTION MEETS L/240.OD LIVE AND L/180.00 TOTAL LOAD. W5X4 = W3X493 -••- -, — F-2 +B-0-0 4-3 - 0 - 0---J L-3 - 0 - O --J JLfrrE coumv � 12-0-0 1 12-0-0 � z��iG ����� � }rt24-0-0 Over 2 Supports `,. R-1635 W-5.5' R-1635 W-5.5' A cl. � I N PLT TYP. Wave TPI -95 Desian Criteria: TPUST 18 917 4 25' Ft 1 [T CT 0 z ALPINE ��,,, ,L pp,,,��yy,_,-,.-,, A(QIQO-'�'w•� �' Socaurcnlo,CA959U —WARNING-- TRUSSES &EQUINE EITREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. l[►[I TO NIB•91 INAROLING INSTALLING ANO BRACIIGI, PUBLISHED BY TP[ (TRUSS PLATE INSTITUTE, SOS D'ONOFRID OR.. SUITE 200. MADISON. WI 53719), FOR SAf[TT PRACTICES PRIOR TO PERFORMING TIES[ FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "IMPORTANT-- FINNISH A COPY Of THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE EIGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO THE TRUSS[$ IN CONFORMANCE MITI TPI; OR FABRICATING. IANOLING, SNIPPING, INSTALLING AND NAC INAClFG of 1 USES. TBIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS Of IDS (NATIONAL DESIGN PU/LISTED BY THE AN[l]CAN FOREST . S PAPER ASSOCIATION) D. IPI. ALPINE SP Ec CONNECTORS ARE CONNECTORS ARf MD[ Of 20W ASTM A653 6R10 6ALV, STEEL. [KEPT AS NOTED. APPLY CONNECTORS TO EACH FACE Of TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION COINECTORS PER ORAYIYGG 160 A•1. THE FORSEAL ON IRUTHIS DRAMINO INDICATES ACCffiARCE OF PAOFEBS10/AL ENGINEERINGRESPD TN15 AA ►OREITSIBIfOA ANYLfMT[COIAR BUILDING [SOTHETIES/SOASIBILIIV Of THE BDILOINBMs. TW 0 TABILIDI DESIGN40 ER, A&SIJT11 1.1995 SECTION E. is ESSJpr _ * * ' TC LL 33.5 PSF TC DL 15.0 PSF 8C DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 55.5 PSF - REF R427--26673 DATE 11/08/99 ORW CAUSR427 99312024 CA -ENG AEB/CNC SEON - 187318 DUR .FAC . 1.15 FROM E . D SPACING 24.0° 0 M 0-., c— Ll-A 0 0 0 z (IIOWD-DOWD - G-1 TS TOP CHORD 2x6 DF -L SS SOT CHORD 2x4 DF -L #1 WEBS 2x4 DF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. W6X6 a THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC O 24.00' OC, BC @ 48.00" OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. W3X4 W3X4 e W5X6 W5X6 ft V o WUS Ts 5 , 5 W3X8 e a W2. 5X4 s IW6X8 a W2. 5X4 sa c�. W4X6 (A2) SHE 5 ( 5 W4X6 (A2) Na w ME) io W3X8 a 8-0-0 C 3 W1.5X4 N 5x6'a: ' WSX C=3 \ l I 1.5X410 ` � J z Csl Q-0-01.4-O-O--.Ij �6-0-0 3-0-o �,f�` 18-0-0 18-0-0 ��Jil�� 6-5-8 1 1.36-0-0 Over 2 Supports -8 6-5-8 fi-OILDING ®ERAR-a Mwhy° R-2301 W-5.5° R-2301 W-5.5" 4PPROVELD N PLT TYP. Wave TPI -95 Design Crlterla: TPI STD 18 CA - 1 - - - F Scale —.125' Ft. 1 '*YARNING-' TRUSSES REQUIRE E[TREOE CAA[ L G ADD HANDLING. SNIPPING. INSTALLIN6 AND w110E jF"- TC LL 33.5 PSF `REF 8427--26674 CT BRACING. REi(R TD tlIB•91 (HANDLING INSTALLING AND BRAC [116), PUBIISNEO BT TfI (iHU35 PLAT[ QFw �h//C. CT INSTITUTE, 503 D'OIOFRIO DR.. SUITE 200, MADISON, NI 63)19). FOR SAFETY PRACTICES PRIOR TO CT PERFORMING THESE FUICTIORS. UNLESS OTHERWISE INDICATED. TOP CHOW SHALL MAY[ PROPERLY ATTACNEO �� TC DL 15.0 PSF DATE 11/08/99 -„y STRUCTURAL PANELS. HUTTON CHORD SHALL HATE A PROPERLY ATTACHED RIGID CEILING. •IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED �9 �PE c6 •PROOUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BC DL 7.0 PSF DRW CAUSR421 99312026 Hn BOIlO THE TRUSSES 11 CONFORMANCE KITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND r TO ALPINE' BRACING OF TNNSSIN. THIS DESIGN COIFORNS WITH APPLICABLE PROVISIONS OF IDS (NATIONAL DESIGN BC LL 0.0 PSF CA -ENG AEB/CWC y SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE * TOT. LD. 55.5 PSF SEON - 167750 d CONI[CTD11S ARE RADE OF 20GA AST" AGS] OR40 SALT. STEEL, EXCEPT AS NOTED. APPLY CORRECTORS TO EACH FACE OF TRWSS. AND UNLESS OTHERWISE LOCATED ON 7013 DESIGN. POSITION CONNECTORS PER DRAWINGS 160 A•I. THE SEAN ON THIS DRAWIRG INDICATES ACCEPTANCE OF PROFESSIONAL ERG.: D U R .FAC . 1 . 1 5 FROM E . D :Allpii,- wed Prod,,,.. � RESPONSIBILIT T SOLELY FOR TINE TRUSS CONPONEtlT DESIGN SNOWN. THE SUITABILITY AID USE OF THIS Sa�D•CA95� ABL(/TPITI`OR9A PARTICULAR BUILDING SS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PE0. SPACING 24-0" (DOWD-DOW'O - H-1 COMM ITOP CHORD 2x6 OF -L SS BOT CHORD 2x4 DF -L #1 WEBS 2x4 OF -L Standard N ,,:PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. 110 PSF BC LIVE LOAD PER UBC. N CC1 D H v Q 0 a A1. THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC 24.00" OC, BC 0 72.00' OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. W5X4 sm T 2-0-3 8-0-0 12-0-9 _I_ 8-5-7 _I 20-6-0 Over 2 Supports QULNG DEPARTME PJ" R-1525 Na5.5' R-1468 N-5.50 As. PLT TYP. Wave TPI -95 R Design Criteria: TPI S1 I —WARNING" TRUSSES REQUIRE EXTREME CARE IR FABRICATION, HANDLING. SHIPPING, INSTALLING AND O) 011111. BEFER TO NIB -91 (HANDLING INSTALLING AND GRAMS). PUBLISHIO BY TPI (TRUSS PLATE CJ) ]NST ITOTE. SNS D%.OFRIO OR.. SOIYE 200, 101111, Y1 511111, FOR SAFITY PRACTICES PRIOR TO C7) PERFORMING TRESI FUNCTIONS. UNLESS OTOERWISE INOICATEO. T0/ CHORD SNAIL flAV PROPERLY ATTACMED ^• STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACKED RIGID Cf IIIKG. RED N PRODUCT 3. INC. SH AL LIHOT SH ABEOItESPOIS IOL E ►OR A" PY Of THIS OESIGN TO TDEVIATIONHE L FROM NTHIS TDESIGN; AANT NEFAILURE ETO BUILD 701 TRUSSES IR tOBFORMARtE 1ITU T►i: OR FABRICAT(NC. HANOLIN6. SNIPPING, INSTALLING AND ALPINE 11A 111 OF TRUSSES. THIS DESIGN C09FORMS IIITM APPLICABLE PRDYI SIORS OF tlD5 (NATIONAL OCSIGN w SP ECIf.CAT 1ON 1011 ISNED BY THE AMERICAN FOREST ABU PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF TOGA A37M A653 GRAD MY. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED 01 T1li DESIGN. POSITION CONNECTONS PER DRAWINGS 160 A -t. THE SEAL OR THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING ��IT,,,,,,,,,,�� pp��,,,,yy,���,,R���,�� RESPONSIBILITY SOLELY FOR TOE TRUSS COMPONENT DESIGN MRS. 1EHE SUITABILITY AND USE OF THIS Ahm- W P COMPONERT FOR ANY PARTICOLAR BCILDING IS THE RESPONSIBILITY OF THE BUILDING CISIGNEN, PER �D• ANSIITPI 1.19%6 SECTION 2. 18 CA 1 - - F 1Q��ES TC LL 33.5 PSF TC DL 15.0 PSF BC DL 10.0 PSF RO 8C LL 0.0 PSF * TOTAO. 58.5 PSF DUR.FAC. 1.15 SPACING 24.00 Scale =.25"/Ft. REF R427--44560 DATE 12/02/99 DR W CAUSR427 99336001 CA -ENG AEB/CNC SEON - 196378 FROM E.D This safety alert symbol is used to attract your attention) PERSONAL SAFETY ISINVOLVEDI When you see this symbol - BECOME ALERT - HEED ITS MESSAGE. ACAUTION: A CAUTION identifies safe operating practices 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 ° ftis the responsibility of the installer (builder, building contractorr, licensed contractor erectoror erection contractor to properly receive, unload, store, handle, install anc brace metal plate connected wood trusses to protect life and propeV. 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 superior to the project Architect's or Engineer's design specification for handling, installing and bracing wood trusses for a particular roof or floor. These recommendations are based upon the collective experience of leading technical personnel in the wood CAUTION: The builder, building contractor, licensed contractor, erector orerection contractor is advised Ato obtain and read the entire booklet "Commentary and Recommendations for Handling, Installing & 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 warrt,- 1A ing will most likely result in serious personal injury or death or damage to structures. AWARNING: A WARNING describes a condition where failure to follow instructions could result in 'ga ih6.. TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608)833-5900 Tuss 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, fie Truss Plate Institute, Inc. expressly disclaims any responsibility for damages :arising from the use, application or reliance on the recommendations and mformation contained herein by building designers, installers, and others. Copyright CD 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 marked9lumber. All connections should be made with minimum of 2-16d nails. All trusses assumed T on -center or less. All multi -ply trusses should be connected together in accor- dance with design drawings prior to installation. �; "--,WSS`STJR 4GE , f CAUTION: 7 rrsses should not be unloaded on rough terrain or un- even surfaces which could cause damage to he truss. ACAUTION: Trusses stored horizontally should be supported on blocking to prevent excessive lateral bending and lessen moisture gain. AWARNING: Do not break banding until installation begins. Care should be exercised in banding re- moval to avoid shifting of individual trusses. AWARNING: Do not lift bundled trusses by the bands. Do not use damaged trusses. JA CAUTION: Trusses stored vertically should be braced to prevent toppling or tipping. ADANGER: Do not store bundles upright unless properly braced. Do not break bands until bundles are placed in a stable horizontal position. JADANGER: Walking on trusses which are lying flat is extremely dangerous and should be strictly prohibited. Frame 1 DF -Douglas Fir -Larch HF - Hem -Fir 81 ' 7 7' 1 0 6' �:#6 istered Drofessional enaini SP - Southern Pine SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. — Top chords that are laterally braced can buckle togetherand 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. 12 C 4 fess 7 L =4e 12 3 or greater All lateral braces lapped at least 2 trusses. Continuous Top Chlord Lateral Brace Required 10" or Greater Attachment Required A WARNING: Failure to follow these recommendations could result In I severe personal injury or damage to trusses or buildings. A PLUMB Truss Depth D(in) Lesser of D/50 or 2" D 12" 1/4" 11 24" jj RMINIMU 36" A . .... . .... 48" V 4' Up to 24' 3/12 5' Over 24'- 42' 3/12 6' Over 42' - 54' 3/12 7' Over 54' See a DF -Douglas Fir -Larch HF - Hem -Fir 81 ' 7 7' 1 0 6' �:#6 istered Drofessional enaini SP - Southern Pine SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. — Top chords that are laterally braced can buckle togetherand 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. 12 C 4 fess 7 L =4e 12 3 or greater All lateral braces lapped at least 2 trusses. Continuous Top Chlord Lateral Brace Required 10" or Greater Attachment Required A WARNING: Failure to follow these recommendations could result In I severe personal injury or damage to trusses or buildings. A PLUMB Truss Depth D(in) Lesser of D/50 or 2" D 12" 1/4" 11 24" 1/2" 2' 36" 3/4" 3' 48" V 4' 60" 1-1/4" 5' 72" 1-1/2' 6' 84" 1-3/4" 7' 96" 2" 81 108" 2" 9' 1 I T ±1/4' i T L(in) Length L(in) Lesser of 1.1200 or 2" BOW L(In) Lesser of L/200 or 2" T i�. Maximum Plumb �50" ' 4" 4.2' 200" 11" 16.7' 1 " 00 1 2.. 8.3' 1 50" 3/4" 12.5' 250" 1-1/4" 20.8' Misplacement Line 300" 1-1/2" 25.0' OUT -OF -PLUMB INSTALLATION TOLERANCES. OUT -OF -PLANE INSTALLATION TOLERANCES. DANGER: Under no circumstances should WARNING: Do not cut trusses. construction loads of any description be placed A A on unbraced trusses. Frame 6 Up to 32' 1 30" 1 8'1 16 1 10 Over 32'- 48' 42" 1 6' 1 6 1 4 Over 48'- 60' 48" 1 5'1 4 1 2 Over 60' 1 See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir I L The end diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support. 2x4/2x6 PARALLEL Continuous C,HORDRUS,S;;:;;;;; Top chord Lateral Bract Required Top chordathatare laterally braced can buckle togetherand cause collapse if there is no diago- 10" nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the lop chord. All lateral 7for braces lapped at least two trusses. =45° End diagonals are essenstability and must be du both ends of the truss system. Attachmer Required 'oTr 20'(0eS) ? SPF�y@2"�•C. AWARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. Top chords that are laterally braced can buckle togetherand cause collapse if there isno 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. ------------ MOOR Wei p4v 4000- Frame 5 30" or greater \eas 4 o< Continuous Top Chord —� Lateral Brace Required 10" or Greater Attachment Required - 31/2" Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. lAWARNING: Do not attach cables, chains, or hooks to the web members. /610° so° ess or less I I Tag Approximately Approximately Tag Line 'i= truss length '/2 truss length Line Truss spans less than 30'. Spreader Bar Toe In Toe In Spreader Bar Approximately '/2 to iii truss length Less than or equal to 60' Tag Line WARNING: Do not lift singletrusses with spans greater than 30' by the peak. Lifting devices should be connected to the truss top chord with a closed-loop attachment utilizing materials such as slings, chains, cabias, nylon strapping, etc. of sufficient strength to carry the weight of the truss. 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 flastened and tempo- Yary bracing is installed. Toe In Less inan or equal to su- Tag Line Strongback/ At or above mid -height Tag Tag Line Line 10' Approximately T/3 to 3/, truss length Greater than 60' Strongback/ SpreaderBar Approximately 1 '/a to 3/4 truss length Greater than 60' CAUTION: Temporary bracing shown in this summary sheet is adequate for the Installation of Atrusses 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 A 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. �Iruss of braced cup of trusses (EB) Typical horizontal tie member with multiple stakes (HT) ACAUTION: Ground bracing required for all installations. A Frame 2 Top chords that are laterally braced can buckle togetherand cause collapse if there Is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins k.• are attached to the topside of the top chord. =45° Over 32'-48' 1 4/12 6' 1 10 17 Over 48'-60' 1 4/12 5' 1 6 4 Over 60' 1 See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord All lateral braces Lateral Brace —� lapped at least 2 Required trusses. 10" or Greater Attachment Required < leas 510 / WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. A Up to 28' 1 2.5 7' 17 12 Over 28' - 42' 3.0 6' 9 6 Over 42'- 60' 3.0 5' 5 3 Over 60' See a registered professional engineer DF - Douglas Fir -Larch HF - Hem -Fir Continuous Top Chord Lateral Brace Required 10" or Greater Attachment Required SP - Southern Pine SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. Frame 3 !J* ry POO � ry ey �Q Top chords that are laterally braced can buckle togetherandcausecollapseifthereisnodiago- nal bracing. Diagonal bracing should be nailed �ry to the underside of the top chord when purlins are attached to the topside of the lop chord. 12 -� 4 or greater SP - Southern Pine SPF - Spruce -Pine -Fir - All lateral braces lapped at least 2 trusses. Bottom chord diagonal bracing repeated at each end of the building and at same spacing as top chord diagonal bracing. WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. A 10 Permanent 4SSPs°' n continuous lateral bracing as specified by the truss engineering. Frame 4 Cross bracing repeated at each end of the building and at 20' Intervals. =45° i LA January 10, 2000 t Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Bill and Carolyn Dowd ` 853 Saint Amant Drive Chico, CA 95926 Re: Building Permit Number: 99-2744 Assessor's Parcel Number: 063-360-007 Dear Mr. And Mrs. Dowd: 4 This office has reviewed the above referenced building plans. Please provide additional information and/or make revisions to plans, specifications and calculations as follows: 1. Provide shear transfer details at the top plate. 2. Show location of shear walls and anchor bolt spacing on the foundation plan. 3. Note requirement for 3" sill on the plans. 4. The calculations specify a 13' shear wall at line 4 but the foundation plan shows a 6.5' shear wall. Please clarify. tV �S5. The second floor framing plan dimensions on sheet 9 do not match the dimensions � t I It shown on the second floor plan on sheet 4. 5 6. The detail shown on sheet 4 is not "keyed" to the plans. The detail also refers to a 31/8" x 11'7/8"paralam. Should this beam be 3'1/2" x 117/8"? 7. Provide confirmation from truss manufacturer that all trusses supporting drag loads have been designed accordingly. 8. The calculations specify a 5.25" x 11.875" paralam (B4) but the plans indicate a 31/8" x 117/8" paralam. Please clarify. 9. The calculations specify a 6" x 12" beam (B5), which is not shown in the beam layout sheet (L2) or on the plans. r Plan check will continue upon receipt of the above items. Additional items may be required when plan check is resumed. If you wish to discuss any requirements, you may contact me at (530) 538-7541, between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. . Sincerely, l Philo Hunt, P.E. Plan Check Engineer CC' Roberts Consulting Engineering, 336 Broadway Suite #7, Chico, CA 95928 2 Plan check will continue upon receipt of the above items. Additional items may be required when plan check is resumed. If you wish to discuss any requirements, you may contact me at (530) 538-7541, between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. . Sincerely, l Philo Hunt, P.E. Plan Check Engineer CC' Roberts Consulting Engineering, 336 Broadway Suite #7, Chico, CA 95928 2 DRAFT COPY RESIDENTIAL PLAN REVIEW GUIDE SINGLE FAMILY, DUPLEXAND MISCELLANEOUS ONLY Owner: 'DD Building Permit Number: ( / - e;?, 7q q 2 fr. Plans Examiner: �� —� 0 A. P. Number: GENERAL: Zoning requirements — (number of permitted living units). Building permit valuation. Plans signed by the designer. .,A Proper description of work on the application. ,AY Existing violations on the property. fi" Recorded notice of violation. PLOT PLAN: 1. Complete parcel size and dimensions. ,2. Setbacks, side yard, easements, etc. 3. Other buildings or structures. t t r- 4. Grading, fills and/or drainage. t: ,5! Flood hazard. 6. Special conditions on Parcel Map (Noise, SRA, Fire Sprinklers, Water Tender, Traffic and Drainage , fees). 7. FAU & FAS road setback. 8. Building or utilities across lot lines (record form). ..FLOOR PLAN: -1. Plans and specifications drawn to scale with dimensions and of sufficient clarity.(Uniforin Building, Code section 106.3.3). 10% of natural light and 5% of ventilation (Uniform Building Code section 1203). /3: Egress windows (Uniform Building Code section 310.4). Skylights (Uniform Building Code section 2409 & 2603.7). Glazing in Hazardous locations (Uniform Building Code section 2406). ,K Required room sizes and ceiling heights (Uniform Building Code section 310.6)'. GFCI in baths, garage, kitchen, wet bar, and exterior receptacles (NEC 210). } . 8. Prohibited locations of gas water heaters (Uniform Plumbing Code 509& 1213.5). '9""'Prohibited locations of gas heating equipment (Uniform Mechanical Code 304.5). Garage firewall separation - required on garage side including supporting walls and posts (Uniform Building Code section 302.4 exception #3). Wood stove location - Alcove clearance (UMC section 205 confined space & 223 unconfined space). Smoke detectors (Uniform Building Code section 310.9.1). -1-3-Water closet clearances (Uniform Plumbing Code 408.5). 14! Shower compartment minimum 1024 sq. in. & 30" circle (Uniform Plumbing Code 412.7). Page 1 of 2 DRAFT COPY RUCTURAL DETAILS: I. Conventional construction - Unusually shaped buildings (Uniform Building Code section 2320.5.4). Standard bracing or engineered design (Uniform Building Code seilion 2320.11.3). •Clerestory requiring balloon framing and/or engineering. Three story building requiring engineered calculations and plans. 5. Foundation plan complete enough to construct building. c s pn (vuCif. 6. Floor construction details complete enough to construct building. �r 7. • Elevations and wall construction details complete enough to construct building. Roof construction details complete enough to construct building.TJrcz &Y C &O,an Rafter ties or bearing ridge beam. j --E� I _ -0' Fireplace construction details and calculations if necessary. Garage door header size(s). 0 2 Porch header size(s). Stud heights. �xpansive soil - special foundation design required. c c fit i _ tp 15. Retaining walls requiring design. / ewl ew � 16. Special Inspection requirements. 17. Header sizes. �%`e-►-�t,� e/, 18. Gypsum wallboard nailing inspection required. MISCELLANEOUS ITEMS: 1. Stairway details - landings, rise and run, head clearance, handrails ( iform uildmg Code section 1006). JclO �2"tTccLL � /' �• gg. /2'*' Guardrails (Uniform Building Code section 509). Brick or stone veneer (Uniform Building Code section 1403). Exterior plaster - weep screeds (Uniform Building Code section 2506.5). Roof pitch for roof covering (Uniform Building Code Table 15-B-1& 2, 15-D-1 & 2). Roof covering type - (fire hazard). Foam insulation - protection. 36'.' halls and stairways (Uniform Building Code section 1004.3.3.2). ,_9' Two exits on three - story dwellings (Uniform Building Code section 1004.2.3.2). 1A Underfloor access and ventilation (Uniform Building Code section 2306.3 & 2306.7). 1 Attic access and ventilation (Uniform Building Code section 1505). Combustion air for fuel burning appliances - LPG requirements. Sound requirements. 4 Energy design compliance and Supporting documentation. r Flashing at all exterior openings. ` 16. CDF responsible area requirements. 17. Building PSoord equirements: 17.1. . 17.2. elevation certificate. 17.3. Fire Sprinklers required. 17.4. Special Inspection requirements. 17.5. Use Permit conditions. 17.6. Sub -Standard Housing letter. Page 2 of 2 M t y CERTIFICATE OF COMPLIANCE: RESIDENTIAL Project Title.......... Dowd Residence Project Address........ Lot 7, Woodland Park Dr. Chico, California Documentation Author... Donna Wallace 399 East 9th Avenue Chico, CA 95926 530-893-4982 Climate Zone.. ..... 11 Compliance Method...... MICROPAS5 v5.00 for Page 1 Date..11/15/99 ******* *v5.00* � o%. CF -1R 14:23:34 Field Check/ Da e 1999 Standards by Enercomp, Inc. MICROPASS v5.00 File-DOWD Wth-CTZ11S92 Program -FORM CF -1R User#-MP0995 User- Run -Dowd Residence GENERAL INFORMATION Conditioned Floor Area..... Building Type .............. Construction Type ......... Building Front Orientation. Number of Dwelling Units... Number of Stories.......... Floor Construction Type.... Glazing Percentage......... Average Glazing U -value.... Average Glazing SHGC....... 3900 sf Single Family Detached New Front Facing 60 deg (NE) 1 2 Raised Floor 26.2 % of floor area 0.44 Btu/hr-sf-F 0.55 BUILDING SHELL INSULATION Component Frame Cavity Sheathing Total Type Type R -value R -value R -value Wall Wood R-17.8 R-0 R-17.8 Roof Wood R-11 R-27 R-38 Floor Wood R-19 R-0 R-19 F1oorExt Wood R-19 R-0 R-19 FENESTRATION Assembly U -value Location/Comments 0.065 Typical 0.025 Typical 0.037 Typical 0.048 M.Bath2/Closet Over - Exterior hang/ Shading Fins Standard None Area U- None Interior Orientation Yes (sf) Value SHGC Shading Window Front (NE) 79.0 0.510 0.650 Standard Window Front (NE) 16.3 0.510 0.670 Standard Door Front (NE) 212.0 0.510 0.650 Standard Window Front (NE) 20.0 0.510 0.650 Standard Window Left (SE) 53.3 0.510 0.650 Standard Window Left (SE) 38.0 0.510 0.670 Standard Window Left (SE) 27.0 0.340 0.410 Standard Window Left (SE) 30.0 0.340 0.410 Standard Window Back (SW) 112.3 0.340 0.410 Standard Window Back (SW) 32.0 0.720 0.730 Standard Door Back (SW) 96.0 0.340 0.410 Standard Door Back (SW) 192.0 0.340 0.410 Standard Window Right (NW) 34.3 0.510 0.650 Standard Door Right (NW) 40.0 0.510 0.650 Standard Skylight Front (NE) 4.0 0.940 0.600 None Skylight Back (SW) 4.0 0.940 0.600 None Over - Exterior hang/ Shading Fins Standard None Standard None Standard Yes Standard Yes Standard Yes Standard Yes Standard None Standar Standard I.& Yes None Standard None Standard None Standard Yes Standatd; E �`n UIROne Standard Yes Non 10IN fl rs� None None 'None R CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 2 CF -1R Project Title.......... Dowd Residence Date..11/15/99 14:23:34 MICROPASS v5.00 File-DOWD Wth-CTZ11S92 Program -FORM CF -1R User#-MP0995 User- Run -Dowd Residence FENESTRATION Over - HVAC SYSTEMS Minimum Area U- Tested Duct Interior Exterior hang/ Orientation Location (sf) Value SHGC Shading Shading Fins Window Left (SE) 13.3 0.510 0.650 Standard Standard None Window Left (SE) 6.0 0.510 0.670 Standard Standard None Window Right (NW) 12.0 0.510 0.670 Standard Standard None HVAC SYSTEMS WATER HEATING SYSTEMS Number Tank External in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal) R -value Storage Gas Standard 1 0.48 75 R-12 SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This building incorporates non-standard Duct Location. Mandatory Measures require a R-12 or greater external blanket on Gas Storage Water Heaters with Energy Factors less than 0.58. REMARKS The typical fenestration units shall be wood -framed by Loewen with a maximum 0.51 U -value. Reference: NFRC Certified Products Director}, Sixth Edition. CEC default SHGC-values were used for these units. There are four metal -framed windows located in the Master Bath Suites in the Showers on the West side. These windows have been assigned CEC default U -values and default SHGC-values. The two skylights have been modeled or translucent glazing. CEC default values were used for the skylights. ME Ci WV as metal -framed with tinted U -values and default�SHG y DEA71V ^ 101, lu F1111i `i`� Minimum Duct Duct Tested Duct ACCA Thermostat Equipment Type Efficiency Location R -value Leakage Manual D Type Furnace 0.900 AFUE Crawlspace R-4.2 No No Setback ACSplit 12.00 SEER Crawlspace R-4.2 No No Setback Furnace 0.900 AFUE Attic R-4.2 No No Setback ACSplit 12.00 SEER Attic R-4.2 No No Setback WATER HEATING SYSTEMS Number Tank External in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal) R -value Storage Gas Standard 1 0.48 75 R-12 SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This building incorporates non-standard Duct Location. Mandatory Measures require a R-12 or greater external blanket on Gas Storage Water Heaters with Energy Factors less than 0.58. REMARKS The typical fenestration units shall be wood -framed by Loewen with a maximum 0.51 U -value. Reference: NFRC Certified Products Director}, Sixth Edition. CEC default SHGC-values were used for these units. There are four metal -framed windows located in the Master Bath Suites in the Showers on the West side. These windows have been assigned CEC default U -values and default SHGC-values. The two skylights have been modeled or translucent glazing. CEC default values were used for the skylights. ME Ci WV as metal -framed with tinted U -values and default�SHG y DEA71V ^ 101, lu F1111i `i`� CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 3 CF -1R Project Title.......... Dowd Residence Date..11/15/99 14:23:34 MICROPASS v5.00 File-DOWD Wth-CTZ11S92 Program -FORM CF -1R User#-MP0995 User- Run -Dowd Residence REMARKS The West fenestration (with the exception of the four metal - framed windows in the Showers), three South -facing windows in the Master Suites, and two South -facing windows in the Keeping Room shall be wood -framed by Loewen with low -E squared glass. These units shall have a maximum 0.34 U -value and a maximum 0.41 SHGC- value. Reference: Patty at Hull's Nor Cal Windows, phone (530) 345-5266. COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title -24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. When this certificate of compliance is submitted for a single building plan to be built in multiple orientations, any shading feature that is varied is indicated in the Special Features Modeling Assumptions section. DESIGNER or OWNER DOCUMENTATION AUTHOR Name.... Lenn Goldmann Name.... Donna Wallace Company. Goldman and Rose Company. Address. 411 Normal Avenue Address. 399 East 9th Avenue Chico, California 95928 Chico, CA 95926 Phone... (530) 345-1161 Phone... 530-893-4982 License. Signed.. Signed.. ate (date) ENFORCEMENT AGENCY Name.... Title... Agency.. Phone... Signed.. ate ATE COUN7,y. NOILDING ,pEPAk, a MANDATORY MEASURES CHECKLIST: RESIDENTIAL ' (Page 1 of 2) MF -1R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (*) may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION DESIGNER ENFORCEMENT Building Envelope Measures *150(a): Minimum R-19 ceiling insulation. R-38 150(b): Loose fill insulation manufacturer's labeled R -value. N/A *150(c): Minim R-13 wall insulation in wood framed walls or equivalent U -value in metal R-19 framed walls (does not apply to exterior mass walls). R-19 *150(d): Minim R-13 raised floor insulation in framed floors. 150(1): Slab edge insulation - water absorption rate no greater than 0.3%, water vapor N/A transmission rate no greater than 2.0 perm/inch. Fiberglass 118: Insulation specified or installed meets insulation quality standards. Indicate type and form. Batts 116-17: Fenestration Products, Exterior Doors and Infilitration/Exfiltration Controls 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Fenestration products (except field -fabricated) have label with certified U -value, By Contractor certified Solar Heat Gain Coefficient (SHGC), and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. N/A 150(8): Vapor barriers mandatory in Climate Zones 14 and 16 only. 150(f): Special infiltration barrier installed to comply with Section 151 meets Commission quality standards. N/A 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas logs 1. Masonry and factory -built fireplaces have: a. Closable metal or glass door b. Outside air intake with damper and control By Contractor c. Flue damper and control 2. No continuous burning gas pilots allowed. Space Conditioning, Water Heating and Plumbing System Measures 110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Commission. By Contractor 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or RCCA. Attached 150(1): Setback thermostat on all applicable heating and/or cooling systems. By Contractor 150(j): Pipe and Tank Insulation 1. Storage gas water heaters rated with and Energy Factor less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. 2. First 5 feet of pipes closest to water heater tank, non -recirculating systems, insulated (R-4 or greater). By Contractor 3. Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or R-16 combined internal/external insulation. 4. All buried or exposed piping insulated in recirculating sections of hot water systems. 5. Cooling system piping below 55 degrees Fahrenheit insulated. 6. Piping insulated between heating source and indirect .hot water tank. *150(m): Ducts and Fans 1. All ducts and plenums constructed, installed, insulated, fastened, and sealed to comply with the ICBO 1997 UMC sections 601 and 603; ducts insulated to a minimum installed R-4.2 or ducts enclosed entirely within conditioned space. Openings shalt be sealed with mastic, tape, aerosol sealant or other duct closure system that meets the applicable requirements of UL181, UL181A, or UL181B and other applicable specified tests for longevity given in Section 150(m). 2. Exhaust fan systems have backdraft or automatic dampers. 3. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. By Contractor Residential Compliance Form E WUMuly F6 0 1, 1999 �1`4 MANDATORY MEASURES CHECKLIST: RESIDENTIAL (Page 2 of 2) MF -1R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (*) may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties .as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in -the documents or on this checklist only. DESCRIPTION DESIGNER ENFORCEMENT Space Conditioning, Water Heating and Plumbing System Measures (continued) 114: Pool and Spa Heating Systems and Equipment 1. System is certified with 78% thermal efficiency, on-off switch, weatherproof operating instructions, no electric resistance heating and no pilot light. N/A 2. System is installed with: a. At least 3611 pipe between filter and heater for future solar heating. b. Cover for outdoor pools or outdoor spas. 3. Pool system has directional inlets and a circulation pump time switch. 115: Gas-fired central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously burning pilot light. (Exception: Non -electrical By Contractor cooking appliances with pilot < 150 Btu/hr.) Lighting Measures 150(k)1: Luminaires for general lighting in kitchens shall have lamps with an efficacy of 40 tumens/watt or greater for general lighting in kitchens. This general lighting shall be controlled by a switch on a readily accessible lighting control panel at an entrance to the kitchen. By Contractor 150(k)2: Rooms with a shower or bathtub must either have at least one luminaire with lamps with an efficacy of 40 lumens/wam or greater switched at the entrance to the room or one of the alternatives to this requirement allowed in Section 150(k)2.; and recessed ceiling fixtures are IC (insulation cover) approved. Residential Compliance Form July 1, 1999 JUTTE GOUINI *" 81,111 ANG DEQ T COMPUTER METHOD SUMMARY Page 1 C -2R Project Title.......... Dowd Residence Date..11/15/99 14:23:34 Project Address........ Lot 7, Woodland Park Dr. ******* Chico, California *v5.00* Documentation Author... Donna Wallace ******* I Building Permit 399 East 9th Avenue Chico, CA 95926 530-893-4982 Climate Zone.. .... 11 Plan Check Da e Field Check/ Da e Compliance Method...... MICROPAS5 v5.00 for 1999 Standards by Enercomp, Inc. MICROPAS5 v5.00 File-DOWD Wth-CTZ11S92 Program -FORM C -2R User#-MP0995 User- Run -Dowd Residence Energy Use (kBtu/sf-yr) MICROPAS5 ENERGY USE SUMMARY Standard Proposed Compliance Design Design Margin Space Heating.......... 20.55 16.94 3.61 Space Cooling.......... 14.73 15.17 -0.44 Water Heating........... 7.31 7.95 -0.64 1ST FLR Total 42.59 40.06 2.53 *** Building complies with Computer Performance *** GENERAL INFORMATION Conditioned Floor Area..... Building Type .............. Construction Type ......... Building Front Orientation. Number of Dwelling Units... Number of Building stories. Weather Data Type.......... Floor Construction Type.... Number of Building Zones... Conditioned Volume......... Slab -On -Grade Area......... Glazing Percentage......... Average Glazing U -value.... Average Glazing SHGC........ Average Ceiling Height..... 3900 sf Single Family Detached New Front Facing 60 deg (NE) 1 2 FullYear Raised Floor 2 43984 cf 0 sf 26.2 % of floor area 0.44 Btu/hr-sf-F 0.55 11.3 ft BUILDING ZONE INFORMATION Vent Thermostat Height Type (ft) Vent Floor Area # of (sf) Credit Area Volume Dwell Cond- Zone Type (sf) (cf) Units itioned 1ST FLR Residence 2812 30831 0.72 Yes 2ND FLR Residence 1088 13153 0.28 Yes Vent Thermostat Height Type (ft) Vent Air Area Leakage (sf) Credit Setback 8.0 St nd'a Jr(jR"J�W Setback 8< <0 ESMCda'rd=)AFNofiiFw?1 �k�Y�i{dlvY`t�®x �6..� 6 COMPUTER METHOD SUMMARY Page 2 C -2R Project Title.......... Dowd Residence Date..11/15/99 14:23:34 MICROPAS5 v5.00 File-DOWD Wth-CTZ11S92 Program -FORM C -2R User#-MP0995 User- Run -Dowd Residence OPAQUE SURFACES Area U- Insul Act Solar Form 3 Location/ Surface (sf) value R-val Azm Tilt Gains Reference Comments 1ST FLR 1 Wall 717 0.065 17.8 60 90 Yes W.19.2X6.16 Typical 2 Wall 544 0.065 17.8 150 90 Yes W.19.2X6.16 3 Wall 677 0.065 17.8 240 90 Yes W.19.2X6.16 4 Wall 541 0.065 17.8 330 90 Yes W.19.2X6.16 5 Roof 1538 0.025 38 n/a 0 Yes R.38.2X4.24 Typical 6 Floor 2812 0.037 19 n/a 0 No FC.19.2X8.16 Typical 2ND FLR 7 Wall 461 0.065 17.8 60 90 Yes W.19.2X6.16 8 Wall 380 0.065 17.8 150 90 Yes W.19.2X6.16 9 Wall 416 0.065 17.8 240 90 Yes W.19.2X6.16 10 Wall 405 0.065 17.8 330 90 Yes W.19.2X6.16 11 Roof 1280 0.025 38 n/a 0 Yes R.38.2X4.24 12 F1oorExt 14 0.048 19 n/a 0 Yes FX.19.2X8.16 M.Bath2/Closet FENESTRATION SURFACES Area U- Act Exterior Shade Interior Shade Orientation (sf) Value SHGC Azm Tilt Type/SHGC Type/SHGC 1ST FLR 1 Window Front (NE) 6.0 0.510 0.650 60 90 Standard/0.76 Standard/0.68 2 Window Front (NE) 6.0 0.510 0.650 60 90 Standard/0.76 Standard/0.68 3 Window Front (NE) 4.0 0.510 0.670 60 90 Standard/0.76 Standard/0.68 4 Window Front (NE) 40.0 0.510 0.650 60 90 Standard/0.76 Standard/0.68 5 Door Front (NE) 48.0 0.510 0.650 60 90 Standard/0.76 Standard/0.68 6 Door Front (NE) 96.0 0.510 0.650 60 90 Standard/0.76 Standard/0.68 7 Door Front (NE) 48.0 0.510 0.650 60 90 Standard/0.76 Standard/0.68 8 Window Front (NE) 20.0 0.510 0.650 60 90 Standard/0.76 Standard/0.68 9 Door Front (NE) 20.0 0.510 0.650 60 90 Standard/0.76 Standard/0.68 10 Window Left (SE) 20.0 0.510 0.650 150 90 Standard/0.76 Standard/0.68 11 Window Left (SE) 6.0 0.510 0.650 150 90 Standard/0.76 Standard/0.68 12 Window Left (SE) 13.3 0.510 0.650 150 90 Standard/0.76 Standard/0.68 13 Window Left (SE) 14.0 0.510 0.650 150 90 Standard/0.76 Standard/0.68 14 Window Left (SE) 19.0 0.510 0.670 150 90 Standard/0.76 Standard/0.68 15 Window Left (SE) 12.0 0.340 0.410 150 90 Standard/0.76 Standard/0.68 16 Window Left (SE) 3.0 0.340 0.410 150 90 Standard/0.76 Standard/0.68 17 Window Left (SE) 20.0 0.340 0.410 150 90 Standard/0.76 Standard/0.68 18 Window Left (SE) 10.0 0.340 0.410 150 90 Standard/0.76 Standard/0.68 19 Window Back (SW) 8.0 0.340 0.410 240 90 Standard/0.76 Standard/0.68 20 Window Back (SW) 8.0 0.720 0.730 240 90 Standard/0.76 Standard/0.68 21 Window Back (SW) 8.0 0.720 0.730 240 90 Standard/0.76 Standard/0.68 22 Window Back (SW) 8.0 0.340 0.410 240 90 Standard/0.76 Standard/0.68 23 Window Back (SW) 12.0 0.340 0.410 240 90 Standard/0.76 Standard/0.68 24 Window Back (SW) 3.0 0.340 0.410 240 90 Standard/0.7,6 _Standard/0.68 25 Door Back (SW) 48.0 0.340 0.410 240 90 Standard/0 7GrrStandatd)/ti0.68 26 Window Back (SW) 3.0 0.340 0.410 240 90 Standard/,-0r7y6 Standard/0.68 2.7 Window Back . (SW) 3.0 0.340 0.410 240 90 Standard%0•.7�6J�`aStan-da_rd--/,0-..6$ 28 Door Back (SW) 48.0 0.340 0.410 240 90 Standard/0.7,6Standard7O-.i6'8 29 Door Back (SW) 96.0 0.340 0.410 240 90 Standard/,=0,7'6,Sdard/ 0.68 COMPUTER METHOD SUMMARY Page 3 C -2R Project Title.......... Dowd Residence Date..11/15/99 14:23:34 MICROPASS v5.00 File-DOWD Wth-CTZ11S92 Program -FORM C -2R User#-MP0995 User- Run -Dowd Residence FENESTRATION SURFACES Area U- Act Exterior Shade Interior Shade Orientation (sf) Value SHGC Azm Tilt Type/SHGC Type/SHGC 30 Door Back (SW) 48.0 0.340 0.410 240 90 Standard/0.76 Standard/0.68 31 Window Back (SW) 35.0 0.340 0.410 240 90 Standard/0.76 Standard/0.68 32 Window Right (NW) 7.0 0.510 0.650 330 90 Standard/0.76 Standard/0.68 33 Window Right (NW) 7.0 0.510 0.650 330 90 Standard/0.76 Standard/0.68 34 Window Right (NW) 7.0 0.510 0.650 330 90 Standard/0.76 Standard/0.68 35 Door Right (NW) 40.0 0.510 0.650 330 90 Standard/0.76 Standard/0.68 36 Skylight Front (NE) 4.0 0.940 0.600 60 23 None/1 None/1 37 Skylight Back (SW) 4.0 0.940 0.600 240 23 None/1 None/1 2ND FLR 38 Window Front (NE) 6.0 0.510 0.650 60 90 Standard/0.76 Standard/0.68 39 Window Front (NE) 6.0 0.510 0.650 60 90 Standard/0.76 Standard/0.68 40 Window Front (NE) 6.0 0.510 0.650 60 90 Standard/0.76 Standard/0.68 41 Window Front (NE) 9.0 0.510 0.650 60 90 Standard/0.76 Standard/0.68 42 Window Front (NE) 12.3 0.510 0.670 60 90 Standard/0.76 Standard/0.68 43 Window Left (SE) 13.3 0.510 0.650 150 90 Standard/0.76 Standard/0.68 44 Window Left (SE) 6.0 0.510 0.670 150 90 Standard/0.76 Standard/0.68 45 Window Left (SE) 19.0 0.510 0.670 150 90 Standard/0.76 Standard/0.68 46 Window Left (SE) 12.0 0.340 0.410 150 90 Standard/0.76 Standard/0.68 47 Window Back (SW) 8.0 0.340 0.410 240 90 Standard/0.76 Standard/0.68 48 Window Back (SW) 8.0 0.720 0.730 240 90 Standard/0.76 Standard/0.68 49 Window Back (SW) 8.0 0.720 0.730 240 90 Standard/0.76 Standard/0.68 50 Window Back (SW) 8.0 0.340 0.410 240 90 Standard/0.76 Standard/0.68 51 Window Back (SW) 12.0 0.340 0.410 240 90 Standard/0.76 Standard/0.68 52 Door Back (SW) 48.0 0.340 0.410 240 90 Standard/0.76 Standard/0.68 53 Window Back (SW) 12.3 0.340 0.410 240 90 Standard/0.76 Standard/0.68 54 Window Right (NW) 12.0 0.510 0.670 330 90 Standard/0.76 Standard/0.68 55 Window Right (NW) 13.3 0.510 0.650 330 90 Standard/0.76 Standard/0.68 OVERHANGS AND SIDE FINS Window- Overhang Left Fin Right Fin - Area Left Rght Surface (sf) Wdth Hgth Dpth Hght Ext Ext Ext Dpth Hght Ext Dpth Hght 1ST FLR 5 Door 48.0 n/a 8.0 9.0 0.8 n/a n/a n/a n/a n/a n/a n/a n/a 6 Door 96.0 n/a 8.0 9.0 0.8 n/a n/a n/a n/a n/a n/a n/a n/a 7 Door 48.0 n/a 8.0 9.0 0.8 n/a n/a n/a n/a n/a n/a n/a n/a 8 Window 20.0 4.0 5.0 12.0 1.8 8.6 14.2 n/a n/a n/a n/a n/a n/a 9 Door 20.0 3.0 6.7 12.0 1.8 14.7 9.0 n/a n/a n/a n/a n/a n/a 10 Window 20.0 n/a 5.0 7.5 0.8 n/a n/a n/a n/a n/a n/a n/a n/a 11 Window 6.0 n/a 3.0 1.0 0.4 n/a n/a n/a n/a n/a n/a n/a n/a 12 Window 13.3 n/a 5.0 3.0 0.4 n/a n/a n/a n/a n/a n/a n/a n/a 13 Window 14.0 n/a 3.5 1.0 0.4 n/a n/a n/a n/a n/a n/a n/a n/a 14 Window 19.0 n/a 4.8 1.0 0.5 n/a n/a n/a n/a n/ajjn/a n/a n/a 17 Window 20.0 4.0 5. 0 38.0 0.8 4.0 34.0 n/a n/a n/a ri/aC .n/a;i ,n/a 18 Window 10.0 2.0 5.0 38.0 0.8 0.0 40.0 n/a n/A�,J!h/-a,� n/,a n/a" � n/a 28 Door 48.0 n/a 8.0 9.0 0.8 n/a n/a n/a n/a n/'a��(n/a'rn;/raf n/,a 29 Door 96.0 n/a 8.0 9.0 0.8 n/a n/a n/a n/a n a, -,,n a n/a ri.,a 30 Door 48.0 n/a 8.0 9.0 0.8 n/a n/a n/a n/a n%a�ri/a n/ate n/a COMPUTER METHOD SUMMARY Page 4 C -2R Project Title.......... Dowd Residence Date..11/15/99 14:23:34 MICROPASS v5.00 File-DOWD Wth-CTZ11S92 Program -FORM C -2R User#-MP0995 User- Run -Dowd Residence Surface 35 Door 2ND FLR 45 Window System Type 1ST FLR Furnace ACSplit 2ND FLR Furnace ACSplit OVERHANGS AND SIDE FINS Window— Overhang Left Fin Right Fin— Area Left Rght (sf) Wdth Hgth Dpth Hght Ext Ext Ext Dpth Hght Ext Dpth Hght 40.0 n/a .8.0 3.0 0.8 n/a n/a n/a n/a n/a n/a n/a n/a 19.0 n/a 4.8 Minimum Efficiency 1.0 0.5 n/a n/a n/a n/a n/a n/a n/a n/a HVAC SYSTEMS Duct Duct Tested Duct ACCA Location R -value Leakage Manual D 0.900 AFUE Crawlspace 12.00 SEER Crawlspace 0.900 AFUE Attic 12.00 SEER Attic R-4.2 No R-4.2 No R-4.2 No R-4.2 No No No No No Duct Eff 0.770 0.688 0.767 0.669 WATER HEATING SYSTEMS Number Tank External in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal) R -value 1 Storage Gas Standard 1 0.48 75 R-12 SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This building incorporates non-standard Duct Location. Mandatory Measures require a R-12 or greater external blanket on Gas Storage Water Heaters with Energy Factors less than 0.58. REMARKS The typical fenestration units shall be wood -framed by Loewen with a maximum 0.51 U -value. Reference: NFRC Certified Products Directory, Sixth Edition. CEC default SHGC-values were used for these units. There are four metal -framed windows located in the Master Bath Suites in the Showers on the West side. These windows have 4b�e4 E MY assigned CEC default U -values and default SHGC-values. The two skylights have been modeled as metal -framed with t`htdd C� 'i ";'TO or translucent glazing. CEC default U -values and default S$GC- values were used for the skylights.AF PRO"OVED COMPUTER METHOD SUMMARY Page 5 C -2R Project Title.......... Dowd Residence Date..11/15/99 14:23:34 MICROPAS5 v5.00 File-DOWD Wth-CTZ11S92 Program -FORM C -2R User#-MP099.5 User- Run -Dowd Residence REMARKS The West fenestration (with the exception of the four metal - framed windows in the Showers), three South -facing windows in the Master Suites, and two South -facing windows in the Keeping Room shall be wood -framed by Loewen with low -E squared glass. These units shall have a maximum 0.34 U -value and a maximum 0.41 SHGC- value. Reference: Patty at Hull's Nor Cal Windows, phone (530) 345-5266. - TE COUWV p HVAC SIZING Page 1 HVAC Project Title.......... Dowd Residence Date..11/15/99 14:23:34 Project Address........ Lot 7, Woodland Park Dr. ******* Chico, California *v5.00* Documentation Author... Donna Wallace ******* Building Permit 399 East 9th Avenue Chico, CA 95926 530-893-4982 Climate Zone.. ..... 11 Compliance Method...... MICROPAS5 v5.00 for P an Check Date Field Check/ Da e 1999 Standards by Enercomp, Inc. MICROPAS5 v5.00 File-DOWD Wth-CTZ11S92 Program -HVAC SIZING User#-MP0995 User- Run -Dowd Residence GENERAL INFORMATION Floor Area ................. 3900 sf Volume.. ............ 43984 cf Front Orientation.......... Front Facing 60 deg (NE) Sizing Location...CHICO EXP STA Latitude... ......... 39.7 degrees Winter Outside Design...... 27 F Winter Inside Design....... 70 F Summer Outside Design...... 102 F Summer Inside Design....... 78 F Summer Range.....37 F Interior Shading Used No Exterior Shading Used...... No Overhang Shading Used...... Yes Latent Load Fraction........ 0.20 HEATING AND COOLING LOAD SUMMARY Sensible Load .................... 73093 65874 Latent Load......... n/a 13175 Minimum Total Load 73093 79049 Note: The loads shown are only one of the criteria affecting the selection of HVAC equipment. Other relevant design factors such as air flow requirements, outdoor design temperatures, coil sizing, availability of equipment, oversizing safety margin, etc., must also be considered. It is the HVAC designers responsibility to consider all factors Lwbtfe —_., select,ing the HVAC equipment. ` ` �._ Heating Cooling Description (Btuh) (Btuh) Opaque Conduction and Solar...... 19139 9126 Glazing Conduction ............... 19496 10881 Glazing Solar .................... n/a 30653 Infiltration ...................... 27814 9140 Internal Gain .................... n/a 2100 Ducts............................ 6645 3975 Sensible Load .................... 73093 65874 Latent Load......... n/a 13175 Minimum Total Load 73093 79049 Note: The loads shown are only one of the criteria affecting the selection of HVAC equipment. Other relevant design factors such as air flow requirements, outdoor design temperatures, coil sizing, availability of equipment, oversizing safety margin, etc., must also be considered. It is the HVAC designers responsibility to consider all factors Lwbtfe —_., select,ing the HVAC equipment. ` ` �._ HVAC SIZING Page 2 HVAC Project Title.......... Dowd Residence Date..11/15/99 14:23:34 MICROPASS v5.00 File-DOWD Wth-CTZ11S92 Program -HVAC SIZING User#-MP0995 User- Run -Dowd Residence HEATING AND COOLING LOAD SUMMARY BY ZONE ZONE 11ST FLR' Floor Area ....................... 2812 sf Volume ........................... 30831 cf Sensible Load .................... 52633 LatentLoad ...................... n/a Minimum Zone Load 52633 ZONE 12ND FLR' Floor Area ..................... 1088 sf Volume ........................... 13153 cf Description Cooling (Btuh) 5299 8527 22559 6406 1512 2215 46519 9304 55823 Heating Cooling (Btuh) (Btuh) Opaque Conduction and Solar...... 6065 Glazing Conduction ............... 4218 GlazingSolar .................... n/a Infiltration ..................... 8317 Internal Gain .................... n/a Ducts ................ ............ 1860 Sensible Load ................... 20461 Latent Load ....................... n/a Minimum Zone Load 20461 3826 2354 8093 2733 588 1760 19355 3871 23226 QUITTa EPA Heating Description (Btuh) Opaque Conduction and Solar...... 13074 Glazing Conduction ............... 15277 Glazing Solar .................... n/a Infiltration ..................... 19496 Internal Gain .................... n/a Ducts ........................... 4785 Sensible Load .................... 52633 LatentLoad ...................... n/a Minimum Zone Load 52633 ZONE 12ND FLR' Floor Area ..................... 1088 sf Volume ........................... 13153 cf Description Cooling (Btuh) 5299 8527 22559 6406 1512 2215 46519 9304 55823 Heating Cooling (Btuh) (Btuh) Opaque Conduction and Solar...... 6065 Glazing Conduction ............... 4218 GlazingSolar .................... n/a Infiltration ..................... 8317 Internal Gain .................... n/a Ducts ................ ............ 1860 Sensible Load ................... 20461 Latent Load ....................... n/a Minimum Zone Load 20461 3826 2354 8093 2733 588 1760 19355 3871 23226 QUITTa EPA SELF-CLEAN/NG TURBO 01 1 5 -YEAR TANK WARRANTY 1 -YEAR PARTS WARRANTY PATENTED, SELF-CLEANING TURBO DESIGN _ TALL AND SHORT MODELS AVAILABLE The energy-efficient Turbo 510 is our lowest -priced self-cleaning gas water heater. It provides ample hot water, and energy-efficient performance. PATENTED SELF-CLEANING DESIGN The Turbo Coil cold water inlet tube creates turbulence inside the tank that helps prevent harmful sediment buildup, so Turbo 510 stays energy- efficient, and never needs to be drained like ordinary water heaters. OTHER TURBO 510 FEATURES 1" Thick Foamite (polyurethane foam) Insulation, R Value 8.33, helps keep energy costs low. Factory -Installed Temperature and Pressure (T&P) Relief Valve. Anode Rod protects against tank corrosion. Convenient 5 -Setting Temperature Control allows homeowner to tailor water temperature to individual needs. Aluminized Steel Multi -Port Burner. A.G.A. Certified Energy Cut -Off (E.C.O.) safety feature. Energy Saving Pilot. Nylon Drain Valve. Maximum Hydrostatic Working Pressure: 150 PSI. Manufactured under U.S. Patent Numbers 4,505,231,4,447,377 and 4,527,543. SPECIFICATIONS O HOT ® COLD O CONNECTION Q CONNECTION Some job specificiations may require a As a general matter, these Federal stan- F~ E thermostat with a maximum setting of dards pre-empt state and local standards Model Number G.I. Cap. BTU Input Per Hour Natural! Propane Reeove GPH Degree Rise ordering. ments with respect to energy efficiency DIMENSIONS IN INCHES Draft Hood Outlet' APprox. Shlp. Wt. (lbs.) 100° 90° 60° A B C D E F TALL MODELS LC TOP VALVE OPENING Laboratories, Inc., according to ANSI 9 All models comply with the latest p Y Z21.10.1 Standards governing storage- editions of the BOCA National Codes, TV-30-NKRT 30 33,500 31 34 51 591/2 56 16 15 8 511/4 3" 113 TV-40-NKRT 40 35,500 33 36 55 60 561/2 18 15 8 51 3" 132 TV-50-NKRT 50 36,000 TV-75-NKRT 75 75,100 33 68 37 76 55 114 60 64 561/2 60 20 24 15 15 8 8 51 54 3" 4" 151 240 SHORT MODELS CONSERVATION ACT (NAECA) of 1987. TV-30-NKRS 30 30,000 28 31 46 511/2 47 18 15 8 42 3-4" 116 TV-40-NKRS 40 35,000 32 36 54 52 1 471/2 20 15 8 42 3-4" 138 'Note provision for 3" or 4" Vent Pipe on selected models. Recoveries are rounded to nearest gallon. When ordering propane, change "N" to "P" in' model number (TV34PKRT). ANODE ROD O HOT ® COLD O CONNECTION Q CONNECTION Some job specificiations may require a As a general matter, these Federal stan- F~ E thermostat with a maximum setting of dards pre-empt state and local standards 140°F. This must be specified when and any other State and local require - ordering. ments with respect to energy efficiency All models design -certified by A.G.A. or energy use of these water heaters. A LC TOP VALVE OPENING Laboratories, Inc., according to ANSI 9 All models comply with the latest p Y Z21.10.1 Standards governing storage- editions of the BOCA National Codes, type water heaters. UBC, S.B.CC, CA.B.O and the H.U.D. B All models meet or exceed Federal standards. F Minimum Energy Standards effective Warranty details available at your near - January 1, 1990, according to the est State sales office. Specifications are NATIONAL APPLIANCE ENERGY subject to change without prior notice. CONSERVATION ACT (NAECA) of 1987. state INDUSTRIES, INC. 500 By Pass Road Ashland City, TN 37015-1296 Copyright State Industries, Inc. 1990 Printed in U.S.A. STG 4/291 PRODUCT DATA TUC -C PRODUCT SPECIFICATIONSO MODEL TUC04OC924 TUC06DC936 TUCOSOCS42 RATINGSO ALUMINIZED STEELTYPE 1 ALUMINIZED STEEL TYPE 1 ALUMINIZED STEEL TYPE 1 Input STUH Capacity BTUH (ICS)O 40000 60000 80000 AFUE (ICS) 37000' 92.0 56000 74000 Temp. Rise (Min. -Max.) °F. 30.60 92.0 30-60 92.0 35-65 BLOWER DRIVE DIRECT DIRECT DIRECT Dia: Width (In.) 90 7 10 x 7 10 x 8 No. Used 1 I REDUNDANT - SINGLE STAGE Speeds (No.) 4 4 1 CFM vs. in. w.g. Motor HP SEE FAN PERF. TABLE SEE FAN PERF.TABLE 4 SEE FAN PERF.TABLE R:P.M. 1/6 1075 1/ 1077 5 113 VoILsIPhIHz 115/1/60 115/1/60 10707 5 115/1/60 COMBUSTION FAN -TYPE Drive - No. Speeds CENTRIFUGAL CENTRIFUGAL CENTRIFUGAL Motor HP - RPM DIRECT- 1 1/60.3000 DIRECT -1 DIRECT- 1 Volts/Ph/Hz 115/1/60 1/60-3000 115/1/60 1/40. 335 0 FL Amps 1 0 1 14 115.335 11/60 1 55 FILTERFurnlahedT YES YES SEE OUT INE DRAWING Type Recommended Fitter (No: Size-Thk.) HIGHVELOCITY HIGHVELOCITY YES HIGHVELOCITY Uncrated 1 -17 X 25 X 1 IN 1 17 X 25 X 1 IN 1 17 X 25 X 1 IN VENT - Size (In.) 2 ROUND 2 ROUND 2 ROUND HEATEXCHANGER 92.0 92.0 113000 92.0 Type -Fired -Unfired ALUMINIZED STEELTYPE 1 ALUMINIZED STEEL TYPE 1 ALUMINIZED STEEL TYPE 1 Gauge (Fired) 29.4CT" 29.4CT" 29 - 4CT. Dia: Width can.) No. Used 20 20 20 ORIFICES - Meln 1 4 1 1 Nat. Gas. Oty. - Drill Size 2-45 3 - 45 4 SEE FAN PERF.TABLE L.P. Gas Ory.- Drill Size 2.56 3.56 4-45 4-56 GAS VALVE REDUNDANT - SINGLE STAGE REDUNDANT - SINGLE STAGE REDUNDANT - SINGLE STAGE DIRECT IGNITION DEVICE CENTRIFUGAL CENTRIFUGAL CENTRIFUGAL Type HOT SURFACE IGNITOR HOT SURFACE IGNITOR HOT SURFACE IGNITOR' BURNERS Type IN -SHOT IN -SHOT IN -SHOT Number 2 3 q POWER CONN.-V/PhIHzO 1151 1 /60 11511/60 HXWXO Ampaciy (In Amps) 4.1 6.3 11517160 Max. Overcurrent Protection (Amps) 15 .3 9.4 15 PIPE CONN. SIZE (IN.) 0.5 0.5 0.5 DUCT CONN. SEE OUTLINE DRAWING SEE OUTLINE DRAWING SEE OUT INE DRAWING DIMENSIONS Crated (In.) HX D HXWXD HXWXD Uncrated 41-3/4 X 19W' 22 X 30-1/2 41-3/4 X 19-1/2 X 30.1/2 41.3/4 X 19.1/2 X 30-12 SEE OUT, I DRAWING SEE OUTLINE DRAWING SEE OUTLINE DRAWING WEIGHT MODEL TUCIODC948 TUCIODC960 TUC120C960 RATINGSO Input BTUH 100000 '100000 120000 Capacity BTUH (ICS)(D 92000 93000 AFUE (ICS) 92.0 92.0 113000 92.0 Temp. Rise (Min: Max.) °F. 35-65 35 65 40-70 BLOWER DRIVE DIRECT DIRECT DIRECT Dia: Width can.) No. Used 10 x 10 11 x 10 x 10 Speeds (No.) 1 4 1 1 CFM vs. in.w.g. Motor HP SEE FAN PERF. TABLE 4 SEE FAN PERF. TABLE 4 SEE FAN PERF.TABLE R.P.M. 3/4 1075 3/4 11 3l4 VollslPhMz 115/1160 115/1/1/ 60 1100 115/1/60 COMBUSTION FAN -TYPE CENTRIFUGAL CENTRIFUGAL CENTRIFUGAL Drive - No. Speeds DIRECT- 1 DIRECT -1 DIRECT- 1 Motor HP -RPM VOWPh/Hz 1/30 •.4500 1/30.4500 1130-4500 FL Amps 115/1/60 0.7 115/1/60 0.7 115/1/60 07 FILTER - Furnished? YES YES YES Type Recommended HIGHVELOCITY HIGHVELOCITY HIGHVELOCITY Filter (No: Size-Thk.) 1 - 20 X 25 X 1 IN. 1 -24 X 25 X 1 IN. I - 24 X 25 X 1 IN. VENT - Size (In.) 2ROUND - 2ROUND 3ROUND HEAT EXCHANGER Type -Fired ALUMINIZED STEEL TYPE 1 ALUMINIZED STEEL TYPE I ALUMINIZED STEELTYPE 1 -Unfired 29 - 4CT° 29 - 4CTI Gauge (Fired) 20 29 - 4CT 20 20 ORIFICES -Main Nat. Gas. Ory. - Drill Size 5-45 5-45 6 - 45 L.P. GasOty-Drill Size 5-56 5-56 6 56 GE REDUNDANT- SINGLE STAGE REDUNDANT - SINGLE STAGE REDUNDANT- SINGLE STAGE DIRECT DIRECT IGNITION DEVICE Type HOT SURFACE IGNITOR HOT SURFACE IGNITOR HOT SURFACE IGNITOR BURNERS -Type Number IN -SHOT IN -SHOT IN -SHOT POWER CONN. -V/PhRI:O 5 11511/60 5 115/1/60 6 11511/60 Ampacity (In Amps) 15.8 13.5 13.5 Max. Overcurrent Protection (Amps) 20 15 PIPE CONN. SIZE (IN.) 0.5 0.5 15 DUCT CONN. SEE OUTLINE DRAWING SEE OUTLINE DRAWING 0.5 SEE OUTLINE DRAWING DIMENSIONS Crated (la) HXWXD HXWXD HXWXO (' �U 41-314 X 23 X 30-112 SEE OUTLINE DRAWING 41-3/4 X 26-1/2 X 30.12 41-3/4 X 26-112 X 30-1/2ncrated SEE OUTLINE DRAWING SEE OUTLINE DRAWING WEIGHT Shipping (Lbs.)/Net (Lbs.) 171/160 197-185 205/193 O Central Furnace heating designs are certified by the American Gas Association Inc. Laboratories. O Based on U.S. Government Standard Tests. O Ratings shown are for elevations up to 2000 feet. For elevations above 2000 feet; Ratings should be reduced at the O The above wiring specifications are in accordance with National Electrical Code; however, installations rate of 4% for each 1000 feet above sea level. comply with local codes. must DATA SUBJECT TO CHANGE WTTHOUT NOTICE t I L S TUC -C OUTLINE DRAWING (ALL DIMENSIONS ARE IN INCHES) 2" DIAMETER 15,8 FLUE CONNECT SEE NOTE 2 IIJ�� BC OUTLETAIR 7/8 DIA. K.O. ELECTRICAL , SUPPLY 1-1/8" DIVEI KOI (ALTERNATE) CONDENS 5/8' h"4 9/16" DRAIN 19 5/8' HORIZONTAL APPLICATION ';ALTERNATE) 7/8 DIA HOLE S-1/2" (THIS SIDE ONLY) r ELECTRICAL 2-I/8^ SUPPLY 112 I/2" ® I I/2 DIA. K.O. GAS SUPPLY / IALTERNATEI I ✓2 DIA. HOLE GAS SUPPLY -. 2-1/16" 40" 1.30— ATE .30 - 32" -------- SIDE -- -� 22-1/2" 32' 14-7/8" IRETU 19 I/2" SIDE 14-7/8" 20 I/4" 28 I/4" RETURN AIR i AIR -- -------- ---------J - 1- 1/2" 1 9/16" 1-1/8" DIA. K.O. 23-3/4" V112 „CONDENSATE DRAIN A 1-7/8,-I/ 1- 5/16 23-3/4” 2-I/8" 28-1/2" MINIMUM CLEARANCE TO CONDENSATE DRAIN X 7/8" SLOT KNOCKOUT COMBUSTIBLE MATERIALS CONDE 'IHORIZONTALI UPFLOW SIDES 0" REAR 0" BOTTOM RETURN AIR FRONT 3" TOP 1" FLUE 0" 3/4" 3/4" 24" 3-1/4" r ' MODEL A B C D TUC040C924 R IGHT I" LEFT 0" TUC060C936 17-1/2' 2-1/4' 16-1/4' 16' TUCOBOC942 FLUE 0" CLOSET th TUC10OC948 21' 2-1/2' 19-3/4' 19-1/2' TUC10C960 REAR 3" FRONT 3" TUC120C960 24-1/2' 2-15/16' 23-1/4' 23' NOTES: 1— 2.TUC12OCa60 REQUIRES X DIAMETER VENT PIPE. 9 - Since The Trane Company has a policy of continuous product improvement. it reserves the right to change the specifications and design without notice. Technical Literature - Printed in U.S.A. The Trane Company Unitary Products Group 6200 Troup Highway Tyler, TX 75707-9010 An American -Standard Company HORIZONTAL (FLUE DISCHARGESLEFT SIDE ONLYI ALCOVE SIDES R IGHT I" LEFT 0" REAR 6" FRONT 18" TOP FLUE 0" CLOSET SIDES ' RIGHT I.. LEFT I" REAR 3" FRONT 3" TOP I" FLUE C" From Dwg. 21 C340386 Rev. 5 4 WF® -... _ .. �. _. D. 22-16C MANE General Data OUTDOOR UNIT UU TTX042C100A POWER CONNS.-V/PH/HZ 200/230/01/60 MIN. BRCH. CIR. AMPACITY @ 23 BR. CIR.t MAX. (AMPS) 40 PROT. RTG.J RECMD. (AMPS) 40 NOISE RATING (DECIBELS) ® 78 COMPRESSOR CLIMATUFF6 NO. USED - NO.SPEEDS 1-1 VOLTS/PH/HZ 200/230/1/60 R.L. AMPS - L.R. AMPS 16-91 BRCH. CIR. SELEC. CUR. AMPS 17 OUTDOOR FAN -TYPE PROPELLER DIA. (IN.) - NO. USED 26-1 TYPE DRIVE - NO. SPEEDS DIRECT - 2 CFM @ 0.0 IN. W.G. © 3550 NO. MOTORS - HP 1 - 1/4 MOTOR SPEED R.P.M. 825 VOLTS/PH/HZ 200/230/1/60 F.L. AMPS 1.9 OUTDOOR COIL -TYPE SPINE FIN"" ROWS - F.P.I. 1- 24 FACE AREA (SQ. FT.) 28.91 TUBE SIZE (IN.) 3/8 REFRIGERANT 1575 LBS. - R-22 (O.D. UNIT) © 8 LBS., 14 OZ. FACTORY SUPPLIED YES LINE SIZE - IN. O.D. GAS © 7/8 LINE SIZE - IN. O.D. LIQ.© 3/8 FCCV- RESTRICTOR ORIFICE SIZE 0.083 DIMENSIONS H X W X D OUTDOOR UNIT - CRATED (IN.) 44-1/2 X 41.1/4 X 37 UNCRATED SEE OUTLINE DWG. WEIGHT SHIPPING (LBS.) 341 O CERTIFIED IN ACCORDANCE WITH A.R.I. STANDARD 210/240. OO RATED IN ACCORDANCE WITH A.R.I. STANDARD 270. p`Ept6�Ep ip ggias `" oe e? 3 F 1 C 9��St4NOPP�1 O O CALCULATED IN ACCORDANCE WITH NATL. ELECTRIC CODE. SUITABLE FOR USE WITH HACR CIRCUIT BREAKERS OR FUSES. &STANDARD AIR - DRY COIL - OUTDOOR (D THIS VALUE APPROXIMATE. FOR MORE PRECISE VALUE SEE UNIT NAMEPLATE AND SERVICE INSTRUCTION. © MAX. LINEAR LENGTH 80 FT; MAX. LIFT - SUCTION 60 FT; MAX. LIFT - LIQUID 60 FT. MAX. LENGTH OF PRECHARGED TUBING 50 FT FOR GREATER LENGTH REFER TO REFRIGERANT PIPING MANUAL PUB. NO. 32-3009. ��EOE.+T 4Bo �r ® C U L CONDENSING UNIT WITH COOLING COILS -'A ) 'See pages 26 and 27 for combinations with Auxiliary Devices. 18 Pub. No. 22-1609-04-1196 (EN) TXA037C4 TXA042C4 TXA043C4 TXA048C4 TXA049C4 TXA050C4 TXA060C5 EXPANSION TYPE CHG TO 83 CHG TO 83 CHG TO 83 FACT INS 83 FACT INS 83 FACT INS 83 TXV-B RATINGS (COOLING) O j BTUH (TOTAL) 40000 40000 40500 41000 42000 42000 42500 BTUH (SENSIBLE) 27100 26800 27800 • 28100 30200 30200 30800 INDOOR AIRFLOW (CFM) 1350 1250 1400 1350 1575 1575 1575 SYSTEM POWER (KW) 3.79 3.76 3.80 3.81 3.93 3.93 3.94 SEER (BTU/WATT--HR.) 11.20 11.30 11.25 11.40 11.35 11.40 11.55 'See pages 26 and 27 for combinations with Auxiliary Devices. 18 Pub. No. 22-1609-04-1196 (EN) TXA061C5 TXC036E5 TXC036S3 TXC037C4 TXC037E5 TXC037S3 TXC042C4 EXPANSION TYPE TXV-B TXV-B TXV-NB CHG TO 83 TXV-B TXV-NB CHG TO 83 RATINGS (COOLING) O j BTUH (TOTAL) 42500 41500 41500 40000 42000 42000 40000 BTUH (SENSIBLE) 30800 27800 27800 27100 28600 28600 26800 INDOOR AIRFLOW (CFM) 1575 1275 1275 1350 1350 1350 1250 SYSTEM POWER (KW) 3.94 3.79 3.79 3.79 3.84 3.84 3.76• SEER (BTUM/ATTHR.) 11.55 11.75 1240 11.20 11.70 12.40 11.30 'See pages 26 and 27 for combinations with Auxiliary Devices. 18 Pub. No. 22-1609-04-1196 (EN) TXC043C4 TXC048C4 TXC049C4 TXC050C4 TXC054E5 TXC054S3 TXC060C5 EXPANSION TYPE CHG TO 83 FACT INS 83 FACT INS 83 FACT INS 83 TXV-B TXV-NB TXV-B RATINGS (COOLING) O j BTUH (TOTAL) 40500 41000 42000 42000 42000 42500 42500 BTUH (SENSIBLE) 27800 28100 30200 30200 29300 30800 30800 INDOOR AIRFLOW (CFM) 1400 1350 1575 1575 1400 1400 1575 SYSTEM POWER (KW) 3.80 3.81 3.93 3.93 3.82 3.94 3.94 SEER (BTU/WATT-HR.) 11.25 11.40 11.35 11.40 12.40 12.25 11.55 'See pages 26 and 27 for combinations with Auxiliary Devices. 18 Pub. No. 22-1609-04-1196 (EN) TRANE" SERVICE PANEL ELECTRICAL AND REFRIGERANT COMPONENTS CLEARANCES PER PREVAILING CODES. Dimensions. TTX018-060C-A CONDENSING UNITS 330 1131 403 115 7/81 I 28.6 II -1/81 DIA. K.O. WITH 22.2 17/81 DIA. HOLE ELECTRICAL POWER SUPPLY 22.2 17/81 DIA. HOLE— LOW VOLTAGE 229 191 1 115 14 1121 LIOU10 LINE SERVICE VALVE.''E" O.D. FEMALE BRAZED CONNECTION 41 II 5/81 WITH 1/4" SAE FLARE PRESSURE TAP FITTING. NOTE: ALL DIMENSIONS ARE IN MM (INCHES). UNIT SHOULD BE PLACED SO ROOF RUN -OFF WATER DOES NOT POUR DIRECTLY ON UNIT. AND SHOULD BE AT LEAST 305 112"1 FROM WALL AND ALL SURROUNDING SHRUBBERY ON TWO SIDES. OTHER TWO SIDES UNRESTRICTED. / i �jl I�I II II II I�� j I I l i i i l l l A ' II I I II �I II II jl I� II II II II li I , GAS LINE BALL SERVICE VALVE, BALL 1/4 TURN "O"O.D. FEMALE BRAZED CONNECTION WITH 1/4" SAE FLARE PRESSURE TAP FITTING. -60 12 3/81 MODELS A B C . D E TTX018C-A 883 (34-3/4) 857 (33-3/4) 749 (29-1/2) 5/8 1/4 TTX024C-A 987 (38-7/8) 857 (33-3/4) 749 (29-1/2) 3/4 5/16 TTX030C-A 1095 (43-1/8) 857 (33-3/4) 749 (29-1/2) 3/4 5/16 TTX036C-A 1095 (43-1/8) 1010,(39-3/4) 902 (35-1/2) 7/8 3/8 TTX042C-A 1095 (43-1/8) 1010 (39-3/4) 902 (35-1/2) 7/8 3/8 TTX048C-A 1095 (43-1/8) 1010 (39-3/4) 902 (35-1/2) 1-1/8 3/8 TTX060C-A 1292 (50-7/8) 1010 (39-3/4) 902 (35-1/2) 1-1/8 3/8 From Dwg.21D147481 Rev.5 30 Pub. No. 22-1609-04-1196 (EN) STRUCTURAL CALCULATIONS RCE fob #99.164 for GOLDMANN ex ROSE Dowd Residence Lot 7 Woodland Park Drive Chico, CA Calculation Index: Page # • Gravity Loads 1-2 • Lateral Analysis LI — L40 • Beam Analysis Bl — B16 • Footing Analysis FI — F17 • Retaining Wall R1 — R16 Analysis Revision Summary: Rev. 0 Initial Issue These Calculations have been prepared for plans drawn by Goldmann & Rose for the above indicated property. The results of the calculations have been incorporated on said plans. ROBERTS CONSULTING ENGINEERING 336 Broadway Suite #7 01 Chico, CA 95928 • (530) 894-8801 E-mail: cj@r-c-e.com az Website: http://www.r-c-e.com N 11 /23/99 - Dowd Residence - RCE job No. 99-164 Pg. 1 Gravity Loads: Roof Dead Load 5/8" CDX Ply. 1.8 psf Slope= Trusses @ 24" ox. 5.0 psf 5 Tile Roof 15.0 psf to '/2" Gyp. 2.2 psf 12 Insul. 1.0 psf Misc. 2.7 psf Roof Live Load 11construction 16.0 psf Floor Load 1-1/8" TUG O.S.B. 3.7 psf (2nd Floor) Strucjoist Framing @ 16" o.c. 3.3 psf 1/2" Gyp. 2.2 psf Misc. 2.8 psf Total 12.0 psf Floor Live Load Ilkesidential 40.0 psf Balcony Load 1-1 /8" TuG O.S.B. 3.7 psf 2x Framing @ 16" o.c. 2.2 psf Decking 4.2 psf Misc. 1.9 psf Total 12.0 psf Balcony Live Load IlResidential 60.0 psf Copyright 1999 - Spyder Software Total (sloped) 27.7 psf Total horiz 30.0 psf Total axial 10.7 sf Roof Live Load 11construction 16.0 psf Floor Load 1-1/8" TUG O.S.B. 3.7 psf (2nd Floor) Strucjoist Framing @ 16" o.c. 3.3 psf 1/2" Gyp. 2.2 psf Misc. 2.8 psf Total 12.0 psf Floor Live Load Ilkesidential 40.0 psf Balcony Load 1-1 /8" TuG O.S.B. 3.7 psf 2x Framing @ 16" o.c. 2.2 psf Decking 4.2 psf Misc. 1.9 psf Total 12.0 psf Balcony Live Load IlResidential 60.0 psf Copyright 1999 - Spyder Software 11/23/99 - Dowd Residence - RCE job No. 99-164 Pg. 2 Wall Dead Load 3/8" CDX Ply. 1.5 psf (Exterior) 2x Framing @ 16" o.c. 1.3 psf '/2" Gyp• 2.2 psf Stucco Siding 10.0 psf Misc. 2.0 psf Total 17.0 psf Wall Dead Load 3/8" CDX Ply. 1.5, psf (Interior) 2x Framing @ 16" o.c. 1.1 psf 1/2" Gyp• 4.4 psf Insul. 1.0 psf Misc. 2.0 psf Total 10.0 psf 11 Copyright 1999 - Spyder Software DowdRes idence JOB #qq .I C 4 Page L SHEAR Vi ALLS AT 2ND FLOOR 3 OPEN -►'_O" 4 ,I uj q 0 OPEN I m J I � Ir N m LI �T 4'=0" J WI m i J 1-011 'Y I F G 514 I 14'-0" E31E31'71BIO 21_6„- ` I IIF ^ 4'-O" 12'-O" O Ul Q f _ -n_ ` Fq B8 B8 B7 U -I -O BIOFil j- �J 'Dowd Residence JOB #gc1.164 Page L3 SHEAR WALLS AT DRAWL SPACE I v - m WN SST 2oF t1 DowdResidence JOB #cici.164 Page L y SHEAR WALLS AT GARAGE I H ' I 40'-6" 6'-0" BII 2'-0" BII 2'-0,, BII AS-pec,T 2, 0 X 3•9" = -/, b' Ct+yc t ice/ 6 wr 2'-O" we] 11/23/99 - Lateral Analysis - Dowd Residence - R.C.E. job 99-164 Wind Loads -- Method i p= Ce•Cq•gs•I IWW ni W IWR nWR 01 R OPR P= P= P= p= P= P= Py L- !�;- Wind Speed: 55mphExposure: 4.6 13.7 where; 10.7 Ce = ` 1,06 @ 0 to 15' Ce = 1:13' @ 15 to 20' 12.2 7.6 4.6 13.7 10.7 10.7 psf - @ 0 to 15' 13.0 8.1 4.9 14.6 11.4 11.4 psf ; @ 15 to 20' 13.7 8.6 5.1 15.4 12.0 12.0 psf - @ 20 to 25' 14.2 8.9 5.3 15.9 12.4 12.4 psf - @ 25 to 30' 15.1 9.4 5.7 17.0 13.2 13.2 1psf - @ 30 to 40' 16.5 1 10.3 1 6.2 r -1-8-577-144 1 14.4 Ipsf - @ 40 to 60/ $ �vJ /S 2 6P -- Wind Loading @Roof @Ynes 1 - 2 I st Story Mean Roof Height = 16.00 feet Uplift Pressure = 10.8 psf Wind Loading @ Floor @ Lines 1 - 2' 1 st Story Mean Roof Height = 16.00 feet Uplift Pressure = 10.8 psf Wind Loading @ Roof @ Lines 2-3 1 st Story Mean Roof Height = 16.00 feet Uplift Pressure = 10.8 psf Tributary Area 6.00 feet @ 5.50 feet @ 7.50 feet @ 8.00 feet @ Ce = 1.19_@'20 to 25' Ce= 1.23 @25 to 30' Ce = 1.31 @ 30 to 40' Ce = 1.43 @'40 to 60' Cq = 0.8(IWW) Inward @ Windward Wall Cq,•= Oc5,(OLW) Outward @ Leeward Wall Cq = 0:3 (IWR) Inward @ Windward Roof Cq = 0.9 (OWR) Outward @ Windward Roof Cq = 0.7 (OLR) Outward @ Leeward Roof Ca = 0.7 (OPR) Outward @ Parallel To Ridel qs - 14.4 pst li-= 1 00 Importance Factor Roof Slope 5 Rise to 12 Horiz. Normal Resultant Horizontal Pressure Force 12.2, psf = 73 lbs. (IWW) @ 0 to 15' 7:7, psf = _ 43 lbs. (OLW) @ 15 to 20' 4.6 psf = 35 lbs. (IWR) @ 15 to 20' 10.8 psf = 87 lbs. (OLR) @ 15 to 20' .Fp,= I 237 Of - horiz. Tributary Normal Resultant Horizontal Normal Resultant Horizontal Area Pressure Force Force 0.00 feet @ 12.2 psf = 0 lbs. (IWW) @ 0 to 15' 8.50 feet @ 7.7 psf = 66 lbs. (OLW) @ 15 to 20' 0.00 feet @ 4.6 psf = 0 lbs. (IWR) @ 15 to 20' 0.00 feet @ 10.8 psf = 0 lbs. (OLR) @ 15 to 20' @ 15 to 20' Fp = 66 Of • horiz. 70 plf -:horiz. Tributary Normal Resultant Horizontal Area Pressure Force 5.00 feet @ 12.2 psf = 61 lbs. (IWW) @ 0 to 15' 5.00 feet @ 7.7 psf = 39 lbs. (OLW) @ 15 to 20' 9.00 feet @ 4.6 psf = 42 lbs. (IWR) @ 15 to 20' 9.00 feet @ 10.8 psf = 97 lbs. (OLR) @ 15 to 20' Fp = 239 Of - horiz. Wind Loading @ Floor Tributary Normal Resultant Horizontal @ Lines 2 - 3 Area Pressure Force 1st Story 0.00 feet @ 12.2 psf = 0 lbs. (IWW) @ 0 to 15' Mean Roof Height = 16.00 feet 9.00 feet @ 7.7 psf = 70 lbs. (OLW) @ 15 to 20' Uplift Pressure = 10.8 psf 0.00 feet @ 4.6 psf = 0 lbs. (IWR) @ 15 to 20' 0.00 feet @ 10.8 psf = 0 lbs. (OLR) @ 15 to 20' Fp = 70 plf -:horiz. Copyrigfit 1999 - Spyder Software 11/23/99 - Lateral Analysis - Dowd Residence - R.C.E. job 99-164 P5 L 6 Wind Loading @ Roof Normal Tributary Normal Resultant Horizontal Area @ Lines 3 - 4 Force 0.00 Area Pressure Force 9.50 2nd Story 8.7 psf = 0.00 feet @ 12.2 psf = 0 lbs. (IWW) @ 0 to 15' 0.00 feet @ 0.00 feet @ 13.0 psf = 0 lbs. (IWW) @ 15 to 20' o = 1 82 o orb (IWW) 4.50 feet @ 13.7 psf = 62 lbs. (IWW) @ 20 to 25' Mean Roof Height = 27.00 feet 4.50 feet @ 8.7 psf = 39 lbs. (OLW) @ 25 to 30' Uplift Pressure = 12.2 psf 6.00 feet @ 5.2 psf = 31 lbs. (IWR) @ 25 to 30' 1.50 • feet @ 6.00 feet @ 12.2 psf = 73 lbs. (OLR) @ 25 to 30' 28.00 feet 4.50 feet @ 8.7 psf = Fp = 205 plf - horiz. @ 25 to 30' Uplift Pressure = Wind Loading @ Floor 4.00 Tributary Normal Resultant Horizontal 21 lbs. @ Lines 3 - 4 @ 25 to 30' Area Pressure Force 12.2 psf = 2nd Story (OLR) 5.00 feet @ 12.2 psf = 61 lbs. (IWW) @ 0 to 15' Fp = 196 Of - horiz. 2.00 feet @ 13.0 psf = 26 lbs. (IWW) @ 15 to 20' Mean Roof Height = 27.00 feet 7.00 feet @ 8.7 psf = 61 lbs. (OLW) @ 25 to 30' Uplift Pressure = 12.2 psf 4.00 feet @ 5.2 psf = 21 lbs. (IWR) @ 25 to 30' 12.2 psf = 0 lbs. 4.00 feet @ 12.2 psf = 49 lbs. (OLR) @ 25 to 30' feet @ 13.0 psf = 65 lbs. (IWW) Fp =1 217 plf - horiz. Wind Loading @ Floor @ Lines 3-4 1 st Story Mean Roof Height = 27.00 feet Uplift Pressure = 12.2 psf Tributary Normal Resultant Horizontal @ 25 to 30' Area Pressure Force 0.00 feet @ 12.2 psf = 0 lbs. 9.50 feet @ 8.7 psf = 82 lbs. 0.00 feet @ 5.2 psf = 0 lbs. 0.00 feet @ 12.2 psf = 0 lbs. 0.00 feet @ 13.0 psf = o = 1 82 o orb (IWW) @ 0 to 15' (OLW) @ 25 to 30' (IWR) @ 25 to 30' (OLR) @ 25 to 30' Wind Loading @ Roof Tributary Normal Resultant Horizontal @ Lines 4 - 5 Area Pressure Force 2nd Story 0.00 feet @ 12.2 psf = 0 lbs. (IWW) @ 0 to 15' 0.00 feet @ 13.0 psf = 0 lbs. (IWW) @ 15 to 20' 0.00 feet @ 13.7 psf = 0 lbs. (IWW) @ 20 to 25' 4.50 feet @ 14.2 psf = 64 lbs. (IWW) @ 25 to 30' 1.50 • feet @ 15.1 psf = 23 lbs. (IWW) @ 30 to 35' Mean Roof Height = 28.00 feet 4.50 feet @ 8.7 psf = 39 lbs. (OLW) @ 25 to 30' Uplift Pressure = 12.2 psf 4.00 feet @ 5.2 psf = 21 lbs. (IWR) @ 25 to 30' 4.00 feet @ 12.2 psf = 49 lbs. (OLR) @ 25 to 30' Fp = 196 Of - horiz. Wind Loading @ Floor Tributary Normal Resultant Horizontal @ Lines 4 - 5 Area Pressure Force 2nd Story 0.00 feet @ 12.2 psf = 0 lbs. (IWW) @ 0 to 15' 5.00 feet @ 13.0 psf = 65 lbs. (IWW) @ 15 to 20' 5.00 feet @ 13.7 psf = 69 lbs. (IWW) @ 20 to 25' 0.50 feet @ 14.2 psf = 7 lbs. (IWW) @ 25 to 30' Mean Roof Height = 28.00 feet 10.00 feet @ 8.7 psf = 87 lbs. (OLW) @ 25 to 30' Uplift Pressure = 12.2 psf 0.00 feet @ 5.2 psf = 0 lbs. (IWR) @ 25 to 30' 0.00 feet @ 12.2 psf = 0 lbs. (OLR) @ 25 to 30' Fp =1 228 Of - horiz. Copyright / 999 - Spyder Software 11/23/99 - Lateral Analysis - Dowd Residence - R.C.E. job 99-164 Wind Loading @ Floor Tributary Normal Resultant Horizontal @ Lines 4 - 5 Area Pressure Force 1st Story 0.00 feet @ 12.2 psf = 0 lbs. (IWW) @ 0 to 15' Mean Roof Height = 28.00 feet 9.50 feet @ 8.7 psf = 83 lbs. (OLW) @ 25 to 30' Uplift Pressure = 12.2 psf 0.00 feet @ 5.2 psf = 0 lbs. (IWR) @ 25 to 30' 0.00 feet @ 12.2 psf = 0 lbs. (OLR) @ 25 to 30' Fp = 83 plf - horiz. Wind Loading @ Roof Tributary Normal Resultant Horizontal @ Lines 5 - 6 Area Pressure Force 1st Story 6.00 feet @ 12.2 psf = 73 lbs. (IWW) @ 0 to 15' Mean Roof Height = 12.00 feet 0.00 feet @ 7.6 psf = 0 lbs. (OLW) @ 0 to 15' Uplift Pressure = 10.7 psf 0.00 feet @ 4.6 psf = 0 lbs. (IWR) @ 0 to 15' 0.00 feet @ 10.7 psf = 0 lbs. (OLR) @ 0 to 15' Fp = 73 plf - horiz. Wind Loading @ Roof Tributary Normal Resultant Horizontal @ Lines 5 - 7 Area Pressure Force 2nd Story 0.00 feet @ 12.2 psf = 0 lbs. (IWW) @ 0 to 15' 0.00 feet @ 13.0 psf = 0 lbs. (IWW) @ 15 to 20' 0.50 feet @ 13.7 psf = 7 lbs. (IWW) @ 20 to 25' 4.00 feet @ 14.2 psf = 57 lbs. (IWW) @ 25 to 30' Mean Roof Height = 29.00 feet 4.50 feet @ 8.8 psf = 40 lbs. (OLW) @ 25 to 30' Uplift Pressure = 12.3 psf 4.00 feet @ 5.3 psf = 21 lbs. (IWR) @ 25 to 30' 4.00 feet @ 12.3 psf = 49 lbs. (OLR) @ 25 to 30' Fp = 174 Of - horiz. Wind Loading @ Floor Tributary Normal Resultant Horizontal @ Lines 5 - 7 Area Pressure Force 2nd Story 1.50 feet @ 12.2 psf = 18 lbs. (IWW) @ 0 to 15' 5.00 feet @ 13.0 psf = 65 lbs. (IWW) @ 15 to 20' 4.50 feet @ 13.7 psf = 62 lbs. (IWW) @ 20 to 25' Mean Roof Height = 29.00 feet 4.50 feet @ 8.8 psf = 40 lbs. (OLW) @ 25 to 30' Uplift Pressure = 12.3 psf 4.00 feet @ 5.3 psf = 21 lbs. (IWR) @ 25 to 30' 4.00 feet @ 12.3 psf = 49 lbs. (OLR) @ 25 to 30' Fp = 255 Of - horiz. Wind Loading @ Floor Tributary Normal Resultant Horizontal @ Lines 5 - 7 Area Pressure Force 1st Story 7.00 feet @ 12.2 psf = 85 lbs. (IWW) @ 0 to 15' Mean Roof Height = 29.00 feet 9.00 feet @ 8.8 psf = 79 lbs. (OLW) @ 25 to 30' Uplift Pressure = 12.3 psf 0.00 feet @ 5.3 psf = 0 lbs. (IWR) @ 25 to 30' 0.00 feet @ 12.3 psf = 0 lbs. (OLR) @ 25 to 30' Fn = 1 165 o - horiz. Copyright / 999 - Spyder Software Cop)Wght 1999 - Spyder Software 11/23/99 - Lateral Analysis - Dowd Residence - R.C.E. job 99-164 D L8 y Wind Loading @ Garage Roof Tributary Normal Resultant Horizontal @ Lines 8 - 9 Area Pressure Force 1st Story 6.00 feet @ 12.2 psf = 73 lbs. (IWW) @ 0 to 15' Mean Roof Height = 12.00 feet 6.00 feet @ 7.6 psf = 46 lbs. (OLW) @ 0 to 15' Uplift Pressure = 10.7 psf 0.00 feet @ 4.6 psf = 0 lbs. (IWR) @ 0 to 15' 0.00 feet @ 10.7 psf = 0 lbs. (OLR) @ 0 to 15' Fp =I 1 19 Of - horiz. Wind Loading @ Roof Tributary Normal Resultant Horizontal @ Lines A - D Area Pressure Force 1st Story 7.00 feet @ 12.2 psf = 85 lbs. (IWW) @ 0 to 15' 2.50 feet @ 13.0 psf = 33 lbs. (IWW) @ 15 to 20' Mean Roof Height = 16.00 feet 0.00 feet @ 7.7 psf = 0 lbs. (OLW) @ 15 to 20' Uplift Pressure = 10.8 psf 2.50 feet @ 4.6 psf = 12 lbs. (IWR) @ 15 to 20' 2.50 feet @ 10.8 psf = 27 lbs. (OLR) @ 15 to 20' Fp =1 157 phoriz. Wind Loading @ Floor Tributary Normal Resultant Horizontal @ Lines A - D Area Pressure Force 1st Story 6.50 feet @ 12.2 psf = 79 lbs. (IWW) @ 0 to 15' Mean Roof Height = 16:00 feet 0.00 feet @ 7.7 psf = 0 lbs. (OLW) @ 15 to 20' Uplift Pressure = 10.8 psf 0.00 feet @ 4.6 psf = 0 lbs. (IWR) @ 15 to 20' 0.00 feet @ 10.8 psf = 0 lbs. (OLR) @ 15 to 20' Fp =1 7Y phoriz. Wind Loading @ Roof Tributary Normal Resultant Horizontal @ Lines E - F Area Pressure Force 2nd Story 0.00 feet @ 12.2 psf = 0 lbs. (IWW) @ 0 to 15' 0.00 feet @ 13.0 psf = 0 lbs. (IWW) @ 15 to 20' 3.50 feet @ 13.7 psf = 48 lbs. (IWW) @ 20 to 25' 3.00 feet @ 14.2 psf = 43 lbs. (IWW) @ 25 to 30' Mean Roof Height = 30.00 feet 7.50 feet @ .8.9 psf = 66 lbs. (OLW) @ 25 to 30' Uplift Pressure = 12.4 psf 2.50 feet @ 5.3 psf = 13 lbs. (IWR) @ 25 to 30' 2.50 feet @ 12.4 psf = 31 lbs. (OLR) @ 25 to 30' P = P - horiz. Wind Loading @ Floor Tributary Normal Resultant Horizontal @ Lines E - F Area Pressure Force 2nd Story 4.50 feet @ 12.2 psf = 55 lbs. (IWW) @ 0 to 15' 5.00 feet @ 13.0 psf = 65 lbs. (IWW) @ 15 to 20' 2.50 feet @ 13.7 psf = 34 lbs. (IWW) @ 20 to 25' Mean Roof Height = 30.00 feet 0.00 feet @ 8.9 psf = 0 lbs. (OLW) @ 25 to 30' Uplift Pressure = 12.4 psf 0.00 feet @ 5.3 psf = 0 lbs. (IWR) @ 25 to 30' 0.00 feet @ 12.4 psf = 0 lbs. (OLR) @ 25 to 30' Fp = 154 plf - horiz. Cop)Wght 1999 - Spyder Software 11/23/99 - Lateral Analysis - Dowd Residence - R.C.E. Job 99-164 �� L Wind Loading @ Floor Tributary Tributary Normal Resultant Horizontal @ Lines F - G @ Lines E - F Area Pressure Area Pressure Force 3.50 1st Story 12.2 psf = 9.00 feet @ 12.2 psf = 110 lbs. (IWW) @ 0 to 15' Mean Roof Height = 30.00 feet 0.00 feet @ 8.9 psf = 0 lbs. (OLW) @ 25 to 30' Uplift Pressure = 12.4 psf 0.00 feet @ 5.3 psf = 0 lbs. (IWR) @ 25 to 30' @ 25 to 30' 0.00 feet @ 12.4 psf = 0 lbs. (OLR) @ 25 to 30' Fp = Fp =I 110 Of - horiz. Wind Loading @ Roof Tributary Tributary Normal Resultant Horizontal @ Lines D - H @ Lines F - G Area Area Pressure Force 1st Story 2nd Story 4.50 0.00 feet @ 12.2 psf = 0 lbs. (IWW) @ 0 to 15' 12.00 feet 4.50 0.00 feet @ 13.0 psf = 0 lbs. (IWW) @ 15 to 20' 10.7 psf 5.50 4.50 feet @ 13.7 psf = 62 lbs. (IWW) @ 20 to 25' Mean Roof Height = 26.00 feet 4.50 feet @ 8.6 psf = 39 lbs. (OLW) @ 25 to 30' Uplift Pressure = 12.1 psf 4.00 feet @ 5.2 psf = 21 lbs. (IWR) @ 25 to 30' 4.00 feet @ 12.1 psf = 48 lbs. (OLR) @ 25 to 30' Fp = 170 Of - horiz. Wind Loading @ Floor Tributary Normal Resultant Horizontal Normal Resultant Horizontal @ Lines F - G @ Lines F - G Area Pressure Force Pressure 2nd Story 3.50 feet @ 12.2 psf = 43 lbs. (IWW) @ 0 to 15' 12.2 psf = 4.50 feet @ 13.0 psf = 59 lbs. (IWW) @ 15 to 20' Mean Roof Height = 26.00 feet 0.00 feet @ 8.6 psf = 0 lbs. (OLW) @ 25 to 30' Uplift Pressure = 12.1 psf 3.50 feet @ 5.2 psf = 18 lbs. (IWR) @ 25 to 30' 3.50 feet @ 12.1 psf = 42 lbs. (OLR) @ 25 to 30' Fp = 162 Of - horiz. 73 Of - horiz. Wind Loading @ Floor Tributary Tributary Normal Resultant Horizontal @ Lines H - 1 @ Lines F - G Pressure Force Area Pressure Force 12.2 psf = 1st Story @ 0 to 15' 6.00 feet @ 12.2 psf = 73 lbs. (IWW) @ 0 to 15' Mean Roof Height = 26.00 feet 0.00 feet @ 8.6 psf = 0 lbs. (OLW) @ 25 to 30' Uplift Pressure = 12.1 psf 0.00 feet @ 5.2 psf = 0 lbs. (IWR) @ 25 to 30' 0.00 feet @ 12.1 psf = 0 lbs. (OLR) @ 25 to 30' Fp = 73 Of - horiz. Wind Loading @ Breeze Way Roof Tributary Normal Resultant Horizontal @ Lines D - H Area Pressure Force 1st Story 4.50 feet @ 12.2 psf = 55 lbs. (IWW) @ 0 to 15' Mean Roof Height = 12.00 feet 4.50 feet @ 7.6 psf = 34 lbs. (OLW) @ 0 to 15' Uplift Pressure = 10.7 psf 5.50 feet @ 4.6 psf = 25 lbs. (IWR) @ 0 to 15' 5.50 feet @ 10.7 psf = 59 lbs. (OLR) @ 0 to 15' Fp =1 173 plf - horiz. Wind Loading @ Garage Roof Tributary Normal Resultant Horizontal @ Lines H - 1 Area Pressure Force 1st Story 4.50- feet @ 12.2 psf = 55 lbs. (IWW) @ 0 to 15' Mean Roof Height = 12.00 feet 4.50 , feet @ 7.6 psf = 34 lbs. (OLW) @ 0 to 15' Uplift Pressure = 10.7 psf 6.50 feet @ 4.6 psf = 30 lbs. (IWR) @ 0 to 15' 6.50 feet @ 10.7 psf = 69 lbs. (OLR) @ 0 to 15' Fp =1 189 pif - horiz. Copyright 1999 - Spyder Software 11/23/99 - Lateral Analysis - Dowd Residence - R.C.E. Job 99-164 L lv 9 1997 UBC Seismic Loads - Static Force Procedure where; V = (Cv*I)/(R*T) *W = 0.341 *W (Eqn 30-4) Z = ,Q:3 Zone 3 V = (2.5*Ca*I)/R *W = 0.164 *W (Egrv--30-5) I = J -M Importance Factor V = 0.1 1 *Ca*I *W = 0.059 *W (Eqn 30-6) hn = 35.00 feet R = 5.5 Plywood Shear Walls p= 0.164 *W (Eqn 30-5) governs Soil Profile Type SD Seismic Source Type A Closest Distance Seismic Source n/a km Cc = c0.020: -All other Buildings Foot print area, As= 2840 ftz T = 0.288 (Method A) Ca = 0:36. Table 16-Q Cv = -t0:54'�Table 16-R NV = 1.0 Table 16-S Na = 1 Table 16-T W = Building Weight Use 0% of Snow Load in the Seismic design. Seismic Roof Loading Tributary Weights = 50.00 feet of Roof @ 30.00 psf @ Lines 1 to 2 9.00 feet of Ext. Wall @ 17.00 psf 1st Story 0.00 feet of Int. Wall @ 10.00 psf V = 1 270 Of - horiz. ULT 193 plf - horiz. W/SULT/1.4 Seismic Floor Loading Tributary Weights = 40.00 feet of Floor @ 12.00 psf @ Lines 1 to 2 8.00 feet of Ext. Wall @ 17.00 psf 1 st Story 0.00 feet of Inc. Wall @ 10.00 psf V = 101 plf - horiz. ULT 72 pif - horiz. W/SULT/1.4 Seismic Roof Loading Tributary Weights = 43.00 feet of Roof @ 30.00 psf @ Lines 2 to 3 10.00 feet of Ext. Wall @ 17.00 psf 1st Story 0.00 feet of Int. Wall @ 10.00 psf V = 1 239 Of - horiz. ULT 171 If - horiz. W/S ULT/1.4 Seismic Floor Loading Tributary Weights = 24.00 feet of Floor @ 12.00 psf @ Lines 2 to 3 9.00 feet of Ext. Wall @ 17.00 psf 1st Story 0.00 feet of Int. Wall @ 10.00 psf V = 92 Of - horiz. ULT 10.00 feet of Deck @ 12.00 psf 66 plf - horiz. W/S ULT/1.4 Seismic Roof Loading Tributary Weights = 27.50 feet of Roof @ 30.00 psf @ Lines 3 to 4 9.00 feet of Ext. Wall @ 17.00 psf 2nd Storx0.00 feet of Int. Wall @ 10.00 psf V = 160 Of - horiz. ULT 114 plf - horiz. W/S ULT/1.4 Seismic Floor Loading Tributary Weights = 18.00 feet of Roof @ 30.00 psf @ Lines 3 to 4 0.00 feet of Floor @ 12.00 psf 2nd StorX19.00 feet of Ext. Wall @ 17.00 psf V = 1 69 Of - horiz. ULT 10.00 feet of Int. Wall @ 10.00 psf 49 plf - horiz. W/S ULT/1.4 Copyright 1999 - Spyder Soft me S�ISM1e 11/23/99 - Lateral Analysis - Dowd Residence - R.C.E. Job 99-164 Seismic Floor Loading Tributary Weights = 34.00 feet of Floor @ 12.00 psf @ Lines 3 to 4 10.00 feet of Ext. Wall @ 17.00 psf 1st Story 10.00 feet of Int. Wall @ 10.00 psf V = 1 1 1 plf - horiz. ULT 79 Of - horiz. W/S ULT/1.4 Seismic Roof Loading Tributary Weights = 45.50 feet of Roof @ 30.00 psf @ Lines 4 to 5 9.00 feet of Ext. Wall @ 17.00 psf 2nd Storx9.00 feet of Int. Wall @ 10.00 psf V = 1 263 Of -horiz. ULT 188 If - horiz. W/S ULT/1.4 Seismic Floor Loading Tributary Weights = 8.00 feet of Roof @ 30.00 psf @ Lines 4 to 5 42.00 feet of Floor @ 12.00 psf 2nd Story10.50 feet of Ext. Wall @ 17.00 psf V = 147 plf - horiz. ULT 19.00 feet of Int. Wall @ 10.00 psf 105 plf - horiz. W/S (ULT/1.4) 2.00 feet of Balcony @ 12.00 psf Seismic Floor Loading Tributary Weights = 44.00 feet of Floor @ 12.00 psf @ Lines 4 to 5 10.00 feet of Ext. Wall @ 17.00 psf 1 st Story 10.00 feet of Int. Wall @ 10.00 psf V = 135 Of - horiz. ULT 2.00 feet of Balcony @ 12.00 psf 96 pif - horiz. W/5 ULT/ 1.4 Seismic Roof Loading Tributary Weights = 20.00 feet of Roof @ 30.00 psf @ Lines 5 to 6 9.00 feet of Ext. Wall @ 17.00 psf 1 st Story 0.00 feet of Inc. Wall @ 10.00 psf V = 123 Of - horiz. ULT 88 plf - horiz. W/S ULT/1.4 Seismic Floor Loading Tributary Weights = 40.00 feet of Floor @ 12.00 psf @ Lines 5 to 6 10.00 feet of Ext. Wall @ 17.00 psf 1st Story 15.00 feet of Int. Wall @ 10.00 psf V = 131 Of - horiz. ULT 94 pif - horiz. W/S ULT/1.4 Seismic Roof Loading Tributary Weights = 20.00 feet of Roof @ 30.00 psf @ Lines 5 to 7 9.00 feet of Ext. Wall @ 17.00 psf 2nd Storx 0.00 feet of Int. Wall @ 10.00 psf V = 1 123 Of - horiz. ULT 88 plf - horiz. W/S (ULT/1.4) Seismic Floor Loading Tributary Weights = 0.00 feet of Roof @ 30.00 psf @ Lines 5 to 7 17.00 feet of Floor @ 12.00 psf 2nd Storx19.00 feet of Ext. Wall @ 17.00 psf V = 1 126 Of - horiz. ULT 24.00 feet of Int. Wall @ 10.00 psf 90 Of - horiz. W/S ULT/ 1.4 Copyright 1999 - Spyder Software 11/23/99 - Lateral Analysis - Dowd Residence - R.C.E. fob 99-164 Seismic Floor Loading Tributary Weights = 16.00 feet of Floor @ 12.00 psf @ Lines 5 to 7 10.00 feet of Ext. Wall @ 17.00 psf 1 st Story 15.00 feet of Int. Wall @ 10.00 psf V = 84 pif - horiz. ULT 60 plf - horiz. W/S- ULT/1.4 Seismic Roof Loading Tributary Weights = 51.00 feet of Roof @ 30.00 psf @ Lines A to D 4.50 feet of Ext. Wall @ 17.00 psf 1st Story 10.00 feet of Int. Wall @ 10.00 psf V = 1 279 Of - horiz. ULT 199 Of - horiz. W/S ULT/1.4 Seismic Floor Loading Tributary Weights = 16.00 feet of Floor @ 12.00 psf @ Lines A to B 16.00 feet of Ext. Wall @ 17.00 psf 1st Story 0.00 feet of Int. Wall @ 10.00 psf V = 151 Of - horiz. ULT 38.00 feet of Deck @ 12.00 psf 108 pif - horiz. W/S ULT/1.4 Seismic Floor Loading Tributary Weights = 46.00 feet of Floor @ 12.00 psf @ Lines B to C 10.00 feet of Ext. Wall @ 17.00 psf 1 st Story 10.00 feet of Int. Wall @ 10.00 psf V = 135 pif - horiz. ULT 96 plf - horiz. W/S ULT/1.4 Seismic Roof Loading Tributary Weights = 50.00 feet of Roof @ 30.00 psf @ Lines E to F 9.00 feet of Ext. Wall @ 17.00 psf 2nd Story 13.50 feet of Int. Wall @ 10.00 psf V = 293 plf - horiz. ULT 209 If - horiz. W/S ULT/1.4 Seismic Floor Loading Tributary Weights = 0.00 feet of Roof @ 30.00 psf @ Lines E to F 46.00 feet of Floor @ 12.00 psf 2nd Storx19.00 feet of Ext. Wall @ 17.00 psf V = 1 187 Of - horiz. ULT 27.00 feet of Int. Wall @ 10.00 psf 134 pif - horiz. W/S ULT/1.4 Seismic Floor Loading Tributary Weights = 46.00 feet of Floor @ 12.00 psf @ Lines E to F 10.00 feet of Ext. Wall @ 17.00 psf 1 st Story 15.00 feet of Int. Wall @ 10.00 psf V = 143 plf - horiz. ULT 102 pif - horiz. W/5 ULT/ 1.4 Seismic Roof Loading Tributary Weights = 29.50 feet of Roof @ 30.00 psf @ Lines F to G 9.00 feet of Ext. Wall @ 17.00 psf 2nd Storx13.50 feet of Int. Wall @ 10.00 psf V = 1 192 Of - horiz. ULT 137 pif - horiz. W/S ULT/1.4 Copyright 1999 - Spyder Software 11/23/99 - Lateral Analysis - Dowd Residence - R.C.E. job 99-164 Pg L- 13 Seismic Floor Loading Tributary Weights = 7.50 feet of Roof @ 30.00 psf @ Lines F to C 5.00 feet of Floor @ 12.00 psf 2nd Story 19.00 feet of Ext. Wall @ 17.00 psf V = 1 71 Of - horiz. ULT5.00 Feet of Int. Wall @ 10.00 psf 51 If -horiz. W/S ULT/1.4 Seismic Floor Loading Tributary Weights = 0.00 feet of Roof @ 30.00 psf @ Lines F to C 22.00 feet of Floor @ 12.00 psf 1 st Story 9.00 feet of Ext. Wall @ 17.00 psf V = 76 Of - horiz. ULT 5.00 feet of Int. Wall @ 10.00 psf 55 Of - horiz. W/5 ULT/1.4 Seismic Floor Loading Tributary Weights = 18.00 feet of Roof @ 30.00 psf @ Lines C to G 16.00 feet of Floor @ 12.00 psf , 2nd Sto South Side 19.00 feet of Ext. Wall @ 17.00 psf V = 92 Of - horiz.ULT 5.00 feet of Int. Wall @ 10.00 psf 66 If - horiz. W/SULT/1.4 Seismic Roof Loading @ Garage Tributary Weights = 50.00 feet of Roof @ 30.00 psf @ Lines 8 to 9 9.00 feet of Ext. Wall @ 17.00 psf 1st Story 0.00 feet of Int. Wall @ 10.00 psf V = 1 270 Of - horiz. ULT 193 pif - horiz. W/S ULT/1.4 Seismic Roof Loading @ Garage Tributary Weights = 30.00 feet of Roof @ 30.00 psf @ Lines H to 1 9.00 feet of Ext. Wall @ 17.00 psf 1st Story 0.00 feet of Int. Wall @ 10.00 psf V = 172 plf - horiz. ULT 123 pif - horiz. W/SULT/1.4 Seismic Roof Loading @ Breeze Way Tributary Weights = 27.00 feet of Roof @ 30.00 psf @ Lines D to H 0.00 feet of Ext. Wall @ 17.00 psf 1 st Story 0.00 feet of Int. Wall @ 10.00 psf V = 133 Of - horiz. ULT 95 Of - horiz. W/S ULT/1.4 Copyright / 999 - Spyder Software 11/23/99 - Lateral Analysis - Dowd Residence - R.C.E. job 99-164 Lateral Load Summary 3rd Level Wall Line ID Tributary Length ft.) Unit Loads Seismic Wind (p.l.f.) (p.l.f.) Wall Loads Seismic Wind (kips) (kips) Controlling Load Case 3 4.00 114 205 0.457 0.820 Wind Controls 4 -North Side 4.00 114 205 0.457 0.820 Wind Controls 4 -South Side 9.00 188 196 1.692 1.761 Wind Controls 5 -North Side 9.00 188 196 1.692 1.761 Wind Controls 5 -South Side 10.00 88 174 0.880 1.735 Wind Controls 7 -North Side 10.00 88 174 0.880 1.735 Wind Controls 7 -South Side 4.00 88 174 0.352 0.694 Wind Controls E 11.50 209 201 2.403 2.314 Seismic Controls F -West Side 10.00 209 201 2.090 2.012 Seismlc,Controls F -East Side 13.00 137 154 1.782 2.006 Wind Controls G 15.00 137 154 2.057 2.315 Wind. Controls Copyright 1999 - Spyder Software P 14( 11/23/99 - Lateral Analysis - Dowd Residence - R.C.E. job 99-164 Lateral Load Summary 2nd Level Wall Line ID Tributary Length ft.) Unit Loads Seismic Wind (p.l.f. (p.l.f.) Wall Loads Seismic Wind (kips (kips) Controlling Load Case 1 8.00 193 237 1.546 1.898 Wind Controls 2 -North Side 8.00 193 237 1.546 1.898 Wind Controls 2 -South Side 15.00 171 239 2.560 3.584 Wind Controls 3 -North Side 15.00 171 239 2.560 3.584 Wind Controls 3 -South Side 5.00 49 217 0.247 1.087 Wind Controls 4 -North Side 5.00 49 217 0.247 1.087 Wind Controls 4 -South Side 9.00 105 228 0.943 2.053 Wind Controls 5 -North Side 9.00 105 228 0.943 2.053 Wind Controls 5 -South Side 10.00 90 255 0.896 2.551 Wind Controls 6 -North Side 3.00 88 73 0.264 0.220 Seismic Controls 7 -North Side 10.00 90 255 0.896 2.551 Wind Controls 7 -South Side 4.00 90 255 0.359 1.020 Wind Controls A 7.00 199 157 1.396 1.097 Seismic Controls B -West Side 5.00 199 157 0.997 0.783 Seismic Controls B -East Side 12.00 199 157 2.394 1.880 Seismic Controls C -West Side 12.00 199 157 2.394 1.880 Seismic Controls C -East Side 12.00 199 157 2.394 1.880 Seismic Controls D -West Side 3.00 199 157 0.598 0.470 Seismic Controls D -East Side 6.00 95 173 0.568 1.039 Wind Controls E 11.50 134 154 1.539 1.775 Wind Controls F -West Side 9.00 134 154 1.204 1.389 Wind Controls F -East Side 6.00 51 162 0.304 0.970 Wind Controls C' -West Side 6.00 51 162 0.304 0.970 Wind Controls C' -East Side 7.00 66 162 0.462 1.132 Wind Controls G 9.00 66 162 0.594 1.455 Wind Controls Copyright 1999 - Spyder Software 11/23/99 - Lateral Analysis - Dowd Residence - R.C.E. Job 99-164 P, 1, 16 Lateral Load Summary 1 st Level Wall Line ID Tributary Length (ft.) Unit Loads Seismic Wind (p.l.f. p.l.f.) Wall Loads Seismic Wind (kips) (kips) Controlling Load Case 1 8.00 72 66 0.576 0.526 Seismic Controls 2 -North Side 8.00 72 66 0.576 0.526 Seismic Controls 2 -South Side 15.00 66 70 0.984 1.044 Wind Controls 3 -North Side 15.00 66 70 0.984 1.044 Wind Controls 3 -South Side 5.00 79 82 0.396 0.412 Wind Controls 4 -North Side 5.00 79 82 0.396 0.412 Wind Controls 4 -South Side 9.00 96 83 0.865 0.747 Seismic Controls 5 -North Side 9.00 96 83 0.865 0.747 Seismic Controls 5 -South Side 10.00 60 165 0.598 1.647 Wind Controls 7 -North Side 10.00 60 165 0.598 1.647 Wind Controls 7 -South Side 4.00 60 165 0.239 0.659 Wind Controls 8 12.00 193 119 2.318 1.429 Seismic Controls 9 12.00 193 119 2.318 1.429 Seismic Controls A 7.00 108 79 0.753 0.556 Seismic Controls B -West Side 5.00 108 79 0.538 0.397 Seismic Controls B -East Side 12.00 96 79 1.153 0.952 Seismic Controls E 12.50 102 110 1.274 1.374 Wind Controls F -West Side 8.00 102 110 0.815 0.879 Wind Controls F -East Side 6.00 55 73 0.328 0.440 Wind Controls H -West Side 6.00 95 173 0.568 1.039 Wind Controls H -East Side 20.25 123 189 2.492 3.817 Wind Controls 1 -East Side 22.25 123 189 2.738 4.194 1 Wind Controls Copyright 1999 - Spyder Software 11/23/99 - Lateral Analysis - Dowd Residence - R.C.E. job 99-164 fi,'q /, / 7 I21 Copyright 1999 - Spyder Software Cr— Chord 8E Drag Force Summary (worst cases) Chord Data Unit Load (w) Seismic Wind I I Max Chord (T) = Kis Force w•L2 891) # Nails Required At Each Chord Chord Chord Line Length (L) ft Depth (D) ft —Boundary House Roof Diaphragm Chord Forces 2813 B U C 30 24 171 239 1.12 9 Sinker 5 8t 7 E u F 20 16 88 174 0.54 5 Sinker H 8L 1 8 8E 9 41 24 123 189 1.61 13 Sinker Nail Size = 16d Sinker Nails Nail Shear Capacity = 125 pounds Max Number Required 13 Sinker Nails I21 Copyright 1999 - Spyder Software Cr— 11/23/99 - Lateral Analysis - Dowd Residence - R.C.E. job 99-164 3 I, 1st Level (UBC Section 1630.1) 2nd Level (UBC Section 1630.1) 3rd Level (UBC Section 1630.1) 4.12 East - West Direction: Story Shear 26.49 kips Story Shear ' 19;42 kips Story Shear 6.41 kips p Max 1.00 p Max 1.00 p Max 1.00 '9.00 16.00 Wall Line Lateral Wall Wall 0.153 Wall Applied orces Applied ones Resisting Resistive et Uplift omments ID ' Load Height Length r i I Stress Uniform Point OTM Uniform Point OTM Force Used 100% of Tabulated Values See Note (kips) (feet) (feet) (plf) (klf) (kips) (foot -kips) (kif) (kips) I (foot -kips) (kips) Simpson Products 3 I, 0.4 .9.00 16.00 0.01 29 4.12 0.153 16. 5 No Net Uplift! o trap( w/ No Holdown Required! 3rd Seismic s I -- t - Level 0.82 '9.00 16.00 0.06 51 7.38 0.153 13.06 No Net Uplift! No Strap! w/ No Holdown Required! Wind 9.00 4.00 304 10.93 0.153 0.82 2.529 MST48 w/ PHD2 w/ DBL 2x POST at SSTB 16 A.B. Horizontal Diaphragm Lengths `ex Stresses Wind North Side South Side Sill Plate Shear Anchorage for above wall line feet I feet I -► Bolt Dia. in. Capacity kis S acin 9.00 26 32 0.50 0.818 48 in o.c. 30410.93 0.153 4 2.I 9.00 13.00 0.04 107 12.57 0.153 10.99 0.122 MST37, w/ Q 2 w/ DBL 2x POST 8t STB I A.B. 3rd Seismic, -► Bolt Dia. in. Capacity kis S acin 19 91 10 69 0.50 0.818 32 in o.c. Level 9.00 7.00 0.04 107 6.77 0.153 3.19 0.512 MST37 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. 2.58 9.00 13.00 129 15.10 0.153 8.62 0.498 MST37 "� w/ PHD�w/UBL �POST�SSTB�A.B.Wind 9.00 7.00 129 8.13 0.15 2.50 0.804 MST37 w/ PHD Horizontal Diaphragm Lengths at Stresses _ North Side South Side Sill Plate Shear Anchorage for above wall line feet I feet I -► Bolt Dia. in. Capacity kis 5 acin 26 32 46 38 O.SO 0.818 48 in o.c. 5 2.57 9.00 6.00 0.07 198 10.68 0.153 2.34 1.390 MST37 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. 3rd Seismic' Level 9.00 7.00 0.07 - 198 12.46 0.153 3.19 1.325 MST37 w/ PHD2 w/ DBL 2x POST 8z SSTB 16 A.B. 3.50 9.00 6.Op 269 14.52 0.153 1.84 2.114 MST48 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Wind- i .. 1 ` 9.00 7.00 269 16.94 0.153 2.50 2.063 MST37 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Horizontal Diaphragm Lengths at Stresses Fast Side West Side Sill Plate Shear Anchorage for above wall line feet I feet I -► Bolt Dia. !n. Capacity kis 5 acin 44 40 19 91 0.50 0.818 1 36 in O.C. 7 1.23 9.00 4.00 0.06 154 5.54 0.153 1.04 1.126 MST37 w/ PHD2 w/ DBL 2x POST Bz SSTB 16 A.B. 3rd Seismic Level 9.00 4.00 0.06 154 5.54 0.153 1.04 1.126 MST37 w/ PHD2 w/ DBL 2x POST at SSTB 16 A.B. 2.43 9.00 4.00 304 10.93 0.153 0.82 2.529 MST48 w/ PHD2 w/ DBL 2x POST at SSTB 16 A.B. Wind 9.00 4.00 30410.93 0.153 0.82 2.529 MST48 w/ PHD2 w/ DBL 2x POST at SSTB 16 A.B. Horizontal Diaphragm Lengths 8t Stresses North Side South Side Sill Plate Shear Anchorage for above wall line feet I feet I -► Bolt Dia. in. Capacity kis S acin 19 91 10 69 0.50 0.818 32 in o.c. t J v Copyright / 999 - Spyder Software S �' W %j (,/l ` I 11/23/99 - Lateral Analysis - Dowd Residence - R.C.E. Sob 99-164 1 1st level (UBC Section 1630.1) 2nd Level (UBC Section 1630.1) 3rd Level (UBC Section 1630.1) 6.06 East - West Direction: Story shear 26.49 kips Story Shear 19.42 kips Story Shear 6.41 kips p Max 1.00 p Max 1.00 j p Max 1.00 Level 5.00 Wall Liner Late all all 0.100 all AppliedForces 17.05 Applied Forces Resisting Resistive e[ Uplift Comments ID • Load He!ght Length r i Stress Uniform Point OTM Uniform Point OTM I Force • Used 100% of Tabulated Values See Note (kips) (feet) (feet) 7.44 (plf) (klf) (kips) (foot -kips) (kl (kips) (foot -kips) (kips) Simpson Products 1 1.55 8.50 15.00 0.02 48 6.06 0.401 38.35 , No Net Upllft! No Strap! w/ No Holdown Required! 2nd 2nd Seismic j Level Level 5.00 8.50 10.00 0.02 48 0.100 4.04 0.401 17.05 No Net Uplift! No Strap! w/ No Holdown Required! 10.00 5.00 8.50 7.50 0.02 48 0.83 3.03 0.145 3.45 No Net Uplift! No Strap! w/ No Holdown Required! 1.90 8.50 15.00 58 7.44 0.401 30.08 No Net Uplift! No Strap! w/ No Holdown Required! 548 Wind 27.41 0.100 0.83 5.315 MST72 w/ PHD6 w/ 4x POST u SSTB28 A.B. Horizontal Diaphragm Lengths at Stresses North Side South Side 8.50 10.00 feet I (feet) I 58 -► 4.96 0.401 13.37 No Net Uplift! No Strap! w/ No Holdown Required! Sill Plate Shear Anchorage for above wall line feet I feet) I (plo 8.50 7.S0 58 0.50 0.818 18 in o.c. 3.72 0.145 2.71 0.135 MST37 w/PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Horizontal Diaphragm Lengths 8t: Stresses North Side South Side Lo, Sill Plate Shear Anchorage for above wall line feet I feet I Bolt Dia. in. Capacity (kips) 5 acin 47 40 0.50 0.818 1 48 in o.c. 2 4.11 10.00 5.00 0.15 411 20.53 0.100 1.06 3.893 MST60 w/ PHD5 w/ DBL 2x POST 8[ SSTB20 A.B. 2nd Seismic j Level 10.00 5.00 0.15 411 20.53 0.100 1.06 3.893 MST60 w/ PHD5 w/ DBL 2x POST u SSTB20 A.B. 5.48 10.00 5.00 548 27.41 0.100 0.83 5.315 MST72 w/ PHD6 w/ 4x POST U SSTB28 A.B. Wind 10.00 5.00 548 27.41 0.100 0.83 5.315 MST72 w/ PHD6 w/ 4x POST u SSTB28 A.B. Horizontal Diaphragm Lengths at Stresses North Side South Side Sill Plate Shear Anchorage for above wall line feet I (feet) I -► Bolt Dia. in. Capacity kis 5 acin �--t. 47 40 26 136 0.50 0.818 1 16 in o.c. 3 3.26 10.00 3.50 0.11 290 10.16 0.100. 0.52 2.753 MST48 w/ PHD2 w/ DBL 2x POT 8i SSTB 16 A.B. 2nd Seismic j Level 10.00 7.75 0.11 290 22.49 0.100 2.55 2.572 MST48 w/ PHD2 w/ DBL 2x POST 6t SSTB 16 A.B. 5.49 10.00 3.50 488 17.08 0.100 0.41 4.764 MST60 w/ PHD6 w/ 4x POST'& SSTB28 A.B. Wind 10.00 7.75 488 37.82 0.100 2.00 4.622 MST60 w/ PHD5 w/ DBL 2x POST 8[ SSTB20 A.B. Horizontal Diaphragm Lengths ✓Y Stresses North Side South Side [11111- Sill Plate Shear Anchorage for above wall line feet I feet) I (plo Bolt Dia. in. Ca aci kis Spacing 26 92 0.50 0.818 18 in o.c. M Copyright 1999 - Spyder Software 11/23/99 - Lateral Analysis - Dowd Residence - R.C.E. job 99-164 4 1 st Level (UBC Section 1630.1) 2nd Level (UBC Section 1630.1) 3rd Level (UBC Section 1630.1) 24.49 East - West Direction: Story shear 26.49 kips Story Shear 19.42 kips Story Shear 6.41 kips 302 p Max 1.00 p Max 1.00 6.50 p Max 1.00 12.24 Wall Line ateral Wall Wall 11.00 Wall Applied OTM Forces Applied Forces Resisting OTM esistive Net Uplift Comments ID • Load Height I Length r i 1 1 Stress Uniform Point OTM Uniform Point OTM Force Used 100% of Tabulated Values See Note (kips) (feet) (feet) 1.55 (pit) (klf) (kips) (foot -kips) (IdO (kips) (foot -kips) (kips) Simpson Products 4 3.34 11.00 13.00 0.06 171 24.49 0.110 7.90 2nd Seismic 5 4.68 10.00 6.00 0.11 302 18.10 Level 1.53 11.00 6.50 0.06 171 12.24 0.110 1.98 5.72 11.00 13.00 293 Level 41.95 0.110 6.20 0.11 Wind 28.65 0.100 3.84 2.613 MST48 w/ PHD2 w/ DBL 2x POS 8.32 10.00 6.00 11.00 6.50 293 0.100 20.98 0.110 1.55 Horizontal Diaphragm Lengths 81 Stresses Wind10.00 North Side South Side L1110- Sill Plate Shear Anchorage for above wall line feet I feet) (PIO Bolt Dia. in. Capacity kis Spacing 44 40 0.50 0.818 32 in o.c. U 1.580 IMST37 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. 2.750 IMST48 w/ PHD2 w/ DBL 2x POST U SSTB 16 A 2.989 IMST48 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. �V Copyright / 999 - Spyder Software 5 4.68 10.00 6.00 0.11 302 18.10 0.100 1.53 2.761 MST48 w/ PHD2 w/ DBL 2x POS]A.B. 2nd Seismic Level 10.00 9.50 0.11 302 28.65 0.100 3.84 2.613 MST48 w/ PHD2 w/ DBL 2x POS 8.32 10.00 6.00 537 32.21 0.100 1.20 5.168 MST72 w/ PHD6 w/ 4x POST 8i Wind10.00 9.50 537 50.99 0.100 3.01 5.051 MST72 w/ PHD6 w/ 4x POST U Horizontal Diaphragm Lengths U Stresses North Side South Side - Sill Plate Shear Anchorage for above wall line feet I feet) I (plO -► Bolt Dia. in. Capacity kis Spacing 34 41 17 57 0.50 0.818 18 in o.c. 0.26 8.00 3.50 0.01 23 0.64 0.136 0.71 No Net Uplift! No trap! w/ No Holdown Required! 2nd Seismic Level 8.00 4.00 0.01 23 0.73 0.136 0.92 No Net Uplift! No Strap! w/ No Holdown Required! 8.00 4.00 0.01 23 6.73 0.136 0.92 No Net Uplift! No Strap! w/ No Holdown Required! 0.22 8.00 3.50 19 0.54 0.136 0.56 No Net Uplift! No Strap! w/ No Holdown Required! Wind 8.00 4.00 19 0.61 0.136 0.73 No Net Uplifd No Strap! w/ No Holdown Required! 8.00 4.00 19 0.61 0.136 0.73 No Net Uplift! No Strap! w/ No Holdown Required! Horizontal Diaphragm Lengths U Stresses North Side South Side Sill Plate Shear Anchorage for above wall line feet I feet I -► Bolt Dia. in. Ca aci kis Sacin -48' 24 40 0.50 0.818 in o.c. �V Copyright / 999 - Spyder Software 11/23/99 - Lateral Analysis - Dowd Residence - R.C.E. job 99-164 7 1 st Level (UBC Section 1630.1) 2nd Level (UBC Section 1630.1) 3rd Level (UBC Section 1630.1) 13.68 East - West Direction: Story Shear 26.49 kips Story Shear 19.42 kips Story Shear 6.41 kips p Max 1.00 p Max 1.00 p Max 1.00 11.00 4.00 Wall ine Lateral Wall Wall 0.187 Wall Applied OTM Forces Applied Forces Resisting OTM Resistive et plift Comments ID • Load I Height Length ri Stress Uniform Point OTM Uniform Point OTM I Force Used 100% of Tabulated Values See Noce (kips) (feet) (feet) (pin) (kin (kips) (foot -kips) (klf) (kips) (foot -kips) (kips) Simpson Products 7 2.49 11.00 4.00 0.12 311 13.68 0.187 1.27 3.102 MST48 w/ PHD2 w/ DBL 2x POST 8i SSTB 16 A.B. 2nd Seismic Level 11.00 4.00 0.12 311 13.68 0.187 1.27 3.102 MST48 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. 6.00 11.00 4.00 750 33.00 0.187 1.00 8.001 HD l OA w/ w/ HD I OA w/ 4x POST 8i SSTB34 A.B. Wind 11.00 4.00 750 33.00 0.187 1.00 8.001 HD I OA w/ w/ HD I OA w/ 4x POST 8t SSTB34 A.B. Horizontal Diaphragm Lengths 8i Stresses North Side South Side Sill Plate Shear Anchorage for above wall line feet I feet) (plo -► Bolt Dia. in. Capacity kis Spacing 17 150 8 128 0.50 0.818 12 in o.c. 1 2.12 6.00 40.50 0.02 52 12.73 0.102 71.10 No Net Uplift! No Holdown Required! Ist Seismic Level 2.42 6.00 40.50 60 14.54 0.102 55.77 No Net Uplift! No Holdown Required! Wind Horizontal Diaphragm Lengths a Stresses East Side West Side Sill Plate Shear Anchorage for above wall line feet I feet) (pin -► Bolt Dia. !n. Capacity (kips) Spacing 40 - 14 0.50 0.818 48 in o.c. 2 5.66 7.00 .10.00 0.09 227 15.86 0.070 2.98 1.289 PHD2 w/ DBL 2x POST u SSTB 16 A.B. Ist Seismic Level 7.00 15.00 0.09 227 23.79 0.070 6.69 1.140 PHD2 w/ DBL 2x POST at SSTB 16 A.B. 7.05 7.00 10.00 282 19.74 0.070 2.33 1.741 PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Wind 7.00 15.00 282 29.61 0.070 SIS 1.624 PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Horizontal Diaphragm Lengths at Stresses North Side South Side Sill Plate Shear Anchorage for above wall line feet I feet I -► Bolt Dia. in. Capacity kis Spacing 40 14 24 43 O.SO 0.818 32 in o.c. 3 4'.64 8.00 15.00 0.12 310 .65 1.967 PHD2 w/ DBL 2x POT 8i SSTB 16 A.B. Ist Seismic Level 6.95 8.00 15.00 463 55.57 0.080 6.00 3.305 PHD2 w/ DBL 2x POST u SSTB 16 A.B. Wind Horizontal Diaphragm Lengths 8t Stresses North Side South Side Sill Plate Shear Anchorage for above wall line feet I feet I -► Bolt Dia. in. Ca aci kl s Spacing 24 43 24 17 0.50 0.818' \ 18 in o.c. �v N Copyright /999 - Spyder Software 11 /23/99 - Lateral Analysis - Dowd Residence - R.C.E. job 99-164 Copyright 1999 - Spyder Software Qs V 1 st Level (UBC Section 1630.1) 2nd Level (UBC Section 1630.1) 3rd Level (UBC Section 1630.1) East - West Direction: Story Shear 26.49 kips Story Shear 19.42 kips Story Shear 6.41 kips p Max 1.00 p Max 1.00 p Max 1.00 8.00 Wall Line Lateralall 236 Wall 12.27 Wall Applied OTM Forces I Applied Forces Resisting OTM I Resistive et Uplift Comments ID ' Load Height Length r i Stress Uniform Point OTM Uniform Point OTM Force Used 100% of Tabulated Values See Note (kips) (feet) (feet) (pin (kin (kips) I (foo[ -kips) (klf) (kips) I (foot -kips) (kips) Simpson Products Copyright 1999 - Spyder Software Qs V 4 4.60 8.00 13.00 0.09 236 24.53 0.080 5.75 1.445 PHD2 w/ DBL 2x POST 8i SSTB 16 A.B. ISE Seismic Level 8.00 6.50 0.09 236 12.27 0.080 1.44 1.666 PHD2 w/ DBL 2x POST 8E SSTB 16 A.B. 6.88 8.00 13.00 353 36.70 0.080 4.S 1 2.476 PHD2 w/ DBL 2x POST u SSTB 16 A.B. Wind 8.00 6.50 353 18.35 0.080 1.13 2.649 PHD2 w/ DBL 2x POST at SSTB 16 A.B. Horizontal Diaphragm Lengths 81 Stresses North Side South Side Sill'Plate Shear Anchorage for above wall line (feet) I feet) 1 010 -► Bol[ Dia.tn. Ca aci kis Spacing 24 17 44 20 0.50 0.818 24 1n o.c. 5 5.87 5.00 24.50 0.09 240 29.37 0.050 12.76 0.678 PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. ISE Seismic Level 10.49 5.00 24:50 428 52.47 0.050 10.00 1.733 PHD2 w/ DBL 2x POST u SSTB 16 A.B. Wind Horizontal Diaphragm Lengths 81 Stresses North Side South Side Sill Plate Shear Anchorage for above wall line feet I feet) (pin -► Bolt Dia. in. Capacity kis spacing 44 20 39 42 0.50 0.818 18 in o.c. 7 3.33 8.00 6.00 0.10 277 13.30 0.080 1.22 2.013 PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. ISE Seismic Level 8.00 6.00 0.10 277 13.30 0.080 1.22 2.013 PHD2 w/ DBL 2x POST at SSTB 16 A.B. 8.31 8.00 6.00 692 33.22 0.080 0.96 5.377 PHD6 w/ 4x POST 8i SSTB28 A.B. Wind 8.00 6.00 692 33.22 0.080 0.96 5.377 PHD6 w/ 4x POST 8t SSTB28 A.B. Horizontal Diaphragm Lengths U Stresses North Side South Side Sill Plate Shear Anchorage for above wall line (feet) I feet) I (pI0 -► Bolt Dia. in. Capacity kis Spacing 16 103 8 82 0.50 0.818 12 in o.c. 8 2.32 9.00 40.50 0.02 57 6.66 o Net Uplift! No Holdown Required! ISE Seismic Level 1.43 9.00 40.50 35 12.86 0.153 83.65 No Net Uplift! No Holdown Required! Wind Horizontal Diaphragm Lengths at Stresses North Side South Side Sill Plate Shear Anchorage for above wall line (feet) I feet I -► Bolt Dia. in. Capacity kis Spacing 42 55 0.50 0.818 48 in o.c. Copyright 1999 - Spyder Software Qs V 11/23/99 - Lateral Analysis - Dowd Residence - R.C.E. Job.99-164 Copyright / 999 - Spyder Software 1st Level (UBC Section 1630.1) 2nd Level (UBC Section 1630.1) 3rd Level (UBC Section 1630.1) East - West Direction: Story Shear 26.49 kips Story Shear 19.42 kips Story Shear 6.41 kips p Max 1.00 p Max 1.00 p Max 1.00 9.00 Wall Line ateral Wall Wall 3.48 Wall Applied OTM Forces Applied Forces ResistingOTM Resistive et Uplift Comments ID ' Load Height I Length r i I Stress I Uniform Paint OTM Uniform Point OTM Force Used 100% of Tabulated Values See Note (kips) (feet) (feet) 1.609 (pin (klf) (kips) (foot -kips) (klo (kips), (foot -kips) (kips) Simpson Products Copyright / 999 - Spyder Software 9 2.32 9.00 6.00 0.07 193 10.43 0.153 2.34 1.349 PHD2 w/ DBL 2x POST 8r SSTB 16 A.B. Ist Seismic . Level 9.00 2.00 0.07 193 3.48 0.153 0.26 1.609 PHD2 w/ DBL 2x POST u SSTB 16 A.B. 9.00 2.00 0.07 193 3.48 0.153 0.26 1.609 PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. 9.00 2.00 0.07 193 3.48 0.153 0.26 1.609 PHD2 w/ DBL 2x POST u SSTB 16 A.B. 1.43 9.00 6.00 119 6.43 0.153 1.84 0.766 PHD2 w/ DBL 2x POST u SSTB 16 A.B. Wind 9.00 2.00 119 2.14 0.153 0.20 0.970 PHD2 w/ DBL 2x POST u SSTB 16 A.B. 9.00 2.00 119 2.14 0.153 0.20 0.970 PHD2 w/ DBL 2x POST u SSTB 16 A.B. 9.00 2.00 119 2.14 0.153' 0.20 0.970 PHD2 w/ DBL 2x POST U SSTB 16 A.B. Horizontal Diaphragm Lengths 81 Stresses North Side South Side Sill Plate Shear Anchorage for above wall line feet I feet) I (plO -► Bolt Dia. In. Capacity kis Spacing 42 55 0.50 0.818 48 in o.c. Copyright / 999 - Spyder Software 12/02/99 - Lateral Analysis - Dowd Residence - R.C.E. Job 99-164 E 1st Level (UBC Section 1630.1) 2nd Level (UBC Section 1630.1) 3rd Level (UBC Section 1630.1) 9.70 North - South Direction: Story Shear 28.34 kips Story Shear 23.48 kips Story Shear 8.33 kips p Max 1.00 p Max 1.00 p Max 1.00 9.00 4.00 Wall Line Lateral Wall Wall 0.153 Wall Applied OTM Forces Applied Forces Resisting OTM Resistive Net Uplift Comments ID • Load I Height Length ri Stress Uniform Point OTM Uniform Point OTM Force ERR See Note kis feet feet Io (klf) (kis foot -kis kl kis foot -kis kis Simpson Products E 2.40 9.00 3.25 0.13 331 9.70 0.153 0.69 2.772 MST48 w/ PHD2 w/ DBL 2x POST 8E SSTB 16 A.B. 3rd Seismic Level 4.02 9.00 4.00 0.13 331 11.93 0.153 1.04 2.723 MST48 w/ PHD2 w/ DBL 2x POST 81 SSTB 16 A.B. 2.31 9.00 3.25 319 9.33 0.153 0.54 2.706 MST48 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Horizontal Diaphragm Lengths 8t Stresses Wind East Side West Side Sill Plate Shear Anchorage for above wall line feet I 9.00 4.00 319 Bolt Dia. in. Capacity kis 5 acin 11.49 0.153 0.82 2.668 MST48 w/ PHD2 w/ DBL 2x POST 8i SSTB 16 A.B. Horizontal Diaphragm Lengths 8t Stresses West Side East Side Sill Plate Shear Anchorage for above wall line Feet 1 feet) I (plO -► Bolt Dia. in. Ca aci kis Spacing 22 109 0.50 0.818 24 in o.c. F 3.87 9.00 12.00 0.12 323 34.85 0.153 9.36 2.124 MST48 w/ PHD2 w/ DBL 2x POST 8i 5 TB 16 A.B. 3rd Seismic Level 4.02 9.00 12.00 0.07 335 36.16 0.153 7.34 2.401 MST48 w/ PHD2 w/ DBL 2x POST 8x SSTB 16 A.B. Wind 9.00 5.50 210 10.42 0.153 1.54 1.613 DBL CS 16 w/ PHD2 w/ DBL 2x POST a SSTB 16 A.B. Horizontal Diaphragm Lengths 8t Stresses Wind East Side West Side Sill Plate Shear Anchorage for above wall line feet I feet I 5.50 -► Bolt Dia. in. Capacity kis 5 acin 10.42 22 95 I S III 0.50 0.818 24 in o.c. G 2.06 9.00 5.50 0.07 187 9.25 0.153 1.97 1.325 DBL C516 w/ PHD2 w/ DBL 2x POST aY STB 16 A.B. 3rd Seismic Level 9.00 5.50 0.07 187 9.25 0.153 1.97 1.325 DBL CS16 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. 2.31 9.00 5.50 210 10.42 0.153 1.54 1.613 DBL CS 16 w/ PHD2 w/ DBL 2x POST a SSTB 16 A.B. Wind 9.00 5.50 210 10.42 0.153 1.54 1.613 DBL CS 16 w/ PHD2 w/ DBL 2x POST & SSTB 16 A.B. Horizontal Diaphragm Lengths 8z Stresses West Side East Side Sill Plate Shear Anchorage for above wall line feet I feet I -► Bolt Dia. in. Capacity kis Spacing 18 129 0.50 0.818 36 in o.c. A 1.40 8.50 3.00 0.09 233 5.93 0.145 0.55 1.794 MST37 w/ PHD2 w/ DBL 2x POST 9 SSTB 16 A.B. 2nd Seismic Level 8.50 3.00 0.09 233 5.93 0.145 0.55 1.794 MST37 w/ PHD2 w/ DBL 2x POST U SSTB 16 A.B. 1.10 8.50 3.00 183 4.66 0.145 0.43 1.409 MST37 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Wind 8.50 3.00 183 4.66 0.145 0.43 1.409 MST37 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Horizontal Diaphragm Lengths 8t Stresses West Side East Side11110- Sill Plate Shear Anchorage for above wall line (feet) I Fee[ I Bolt Dia. in. Capacity kis Spacing 18 78 0.50 0.818 36 in o.c. Copyright / 999 - Spyder Software C ZV A 11/23/99 - Lateral Analysis - Dowd Residence - R.C.E. job 99-164 B 1 st Level (UBC Section 1630.1) 2nd Level (UBC Section 1630.1) 3rd Level (UBC Section 1630.1) , 8.14 North - South Directi0n: Story Shear 28.34 kips Story Shear 23.48 kips Story Shear 8.33 kips p Max 1.00 p Max 1.00 p Max 1.00 10.00 3.50 Wall Line Lateral Wall Wall 0.170 Wall Applied OTM Forces I Applied Forces Resisting OTM Resistive Net Uplift Comments ID • Load Height Length ri Stress I Uniform Point OTM Uniform Point OTM Force ERR Sce No[e kis feet feet 1.961 I kl kis foot -kis kl kis foo[ -kis kis Simpson Products B 3.39 10.00 3.00 0.10 271 8.14 0.170 0.65 2.496 MST48 w/ PHD2 w/ DBL 2x POST 81 SSTB 16 A.B. 2nd Seismic Level 1.51 10.00 3.50 0.10 271 9.49 0.170 0.89 2.460 MST48 w/ PHD2 w/ DBL 2x POST at SSTB 16 A.B. Wind 10.00 6.00 0.10 271 16.28 0.170 2.60 2.279 MST48 w/ PHD2 w/ DBL 2x POST at SSTB 16 A.B. Horizontal Diaphragm Lengths 81 Stresses 2.66 10.00 3.00 213 6.39 0.170 0.51 1.961 MST37 w/ PHD2 w/ DBL 2x POST at SSTB 16 A.B. ► Wind 18 33 1 18 58 0.50 0.818 36 in o.c. 10.00 3.50 213 7.46 0.170 0.69 1.933 MST37 w/ PHD2 w/ DBL 2x POST at SSTB 16 A.B. 10.00 6.00 213 12.79 0.170 2.04 1.791 MST37 w/ PHD2 w/ DBL 2x POST at SSTB 16 A.B. Horizontal Diaphragm Lengths 81 Stresses West Side East Side West Side East Side Sill Plate Shear Anchorage for above wall line Sill Plate Shear Anchorage for above wall line 1 feet I feet I -► Bolt Dia. in. Capacity kis Spacing 18 55 45 53 0.50 0.818 36 in o.c. C 5.55 10.00 3.00 0.17 444 13.33 0.170 0.65 4.226 PHDS w/ DBL 2x POST 8t SSTB20 A.B. 2nd Seismic Level 1.51 10.00 3.50 0.17 444 15.55 0.170 0.89 4.190 PHDS w/ DBL 2x POST at SST820 A.B. Wind 10.00 6.00 0.17 444 26.65 0.170 2.60 4.009 PHDS w/ DBL 2x POST at SSTB20 A.B. Horizontal Diaphragm Lengths 81 Stresses 5.86 10.00 3.00 469 14.07 0.170 0.51 4.520 PHDS w/ DBL 2x POST at SSTB20 A.B. ► Wind 18 33 1 18 58 0.50 0.818 36 in o.c. 10.00 3.50 469 16.42 0.170 0.69 4.492 PHD5 w/ DBL 2x POST at SSTB20 A.B. 10.00 6.00 469 28.14 0.170 2.04 4.350 PHDS w/ DBL 2x POST ai SST820 A.B. Horizontal Diaphragm Lengths at Stresses West Side East Side L111111- Sill Plate Shear Anchorage for above wall line feet I feet I 1 Bolt Dia. in. Capacity kis Spacing 45 63 1 36 84 0.50 0.818 18 in o.c. D 1.17 8.50 6.00 0.07 194 9.91 0.145 2.21 1.284 PHD2 w/ DBL 2x POST 81 SSTB 16 A.B. 2nd Seismic Level 1.51 8.50 6.00 252 12.83 0.145 1.73 1.850 PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Wind Horizontal Diaphragm Lengths 81 Stresses West Side East Side Sill Plate Shear Anchorage for above wall line feet I feet) 1 (13110 1 ► Bolt Dia. in. Capacity kis Spacing 18 33 1 18 58 0.50 0.818 36 in o.c. Copyright / 999 - Spyder Software 11/23/99 - Lateral Analysis - Dowd Residence - R.C.E. Job 99-164 F 1st Level (UBC Section 1630.1) 2nd Level (UBC Section 1630.1) 3rd Level (UBC Section 1630.1) 17.79 North - South Direction: Story Shear 28.34 kips Story Shear 23.48 kips Story Shear 8.33 kips p Max 1.00 p Max 1.00 p Max 1.00 , 11.00 2.50 Wall Line LateralWall Wall 0.187 Wall Applied OTM Forces Applied Forces Resisting OTM Resistive Net Uplift Comments ID • Load Height Length ri Stress Uniform Point OTM Uniform Point OTM Force ERR See Note kis feet fee[ 4.363 I kl kis foot -kis kl kis foot -kis kis Simpson Products F 3.94 11.00 4.00 0.15 404 17.79 0.187 1.27 4.130 MST60 w/ PHD5 w/ DBL 2x POST 8t SST820 A.B. 2nd Seismic Level 11.00 2.50 0.15 404 11.12 0.187 0.50 4.249 MST60 w/ PHDS w/ DBL 2x POST at SSTB20 A.B. 3.77 11.00 3.25 0.15 404 14.46 0.187 0.84 4.190 MST60 w/ PHDS w/ DBL 2x POST 8E SSTB20 A.B. 4.09 11.00 4.00 419 18.45 0.187 1.00 4.363 MST60 w/ PHD5 w/ DBL 2x POST 81 SSTB20 A.B. Wind 9.00 3.00 628 16.96 0.153 0.46 5.502 PHD6 w/ 4x POST 8i SSTB28 A.B. Horizontal Diaphragm Lengths 8i Stresses 11.00 2.50 419 11.53 0.187 0.39 4.457 MST60 w/ PHD5 w/ DBL 2x POST 6i SSTB20 A.B. -► Bolt Dia. in. Capacity kis Spacing 11.00 3.25 0.50 0.818 12 in o.c. 419 14.99 0.187 0.66 4.410 MST60 w/ PHDS w/ DBL 2x POST 81 SSTB20 A.B. Horizontal Diaphragm Lengdu 8i Svesses West Side East Side Sill Plate Shear Anchorage for above wall line feet I (feet) I -i Bolt Dia. in. Capacity kis Spacing 38 47 0.50 0.818 24 in o.c. F 5.38 11.00 3.25 0.11 279 9.99 0.187 0.84 2.816 MST48 w/ PHD2 w/ DBL 2x POST 81 SSTB 16 A.B. 2nd Seismic Level 11.00 4.00 0.11 279 12.30 0.187 1.27 2.757 MST48 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. 3.77 11.00 12.00 0.11 279 36.89 0.110 - 6.73 2.513 MST48 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. 6.38 11.00 3.25 331 11.84 0.187 0.66 3.441 MST60 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Wind 9.00 3.00 628 16.96 0.153 0.46 5.502 PHD6 w/ 4x POST 8i SSTB28 A.B. Horizontal Diaphragm Lengths 8i Stresses 11.00 4.00 331 14.58 0.187 1.00 3.395 MST60 w/ PHD2 w/ DBL 2x POST BL SSTB 16 A.B. -► Bolt Dia. in. Capacity kis Spacing 11.00 12.00 0.50 0.818 12 in o.c. 331 43.73 0.110 _ 5.28 3.204 MST48 w/ PHD2 w/ DBL 2x POST 8i SSTB 16 A.B. Horizontal Diaphragm Lengths ✓Y Stresses West Side Fast Side Sill Plate Shear Anchorage for above wall line feet I (feet) I -► Bol[ Dia. in. Capacity kis Spacing 38 37 5 88 0.50 0.818 24 in o.c. G 2.65 9.00 3.00 0.17 442 11.93 0.153 0.59 3.781 PHD5 w/ DBL 2x POST u SSTB20 A.B. 2nd Seismic Level 9.00 3.00 0.17 442 11.93 0.153 0.59 3.781 PHD5 w/ DBL 2x POST Bt SST820 A.B. 3.77 9.00 3.00 628 16.96 0.153 0.46 5.502 PHD6 w/ 4x POST 8t SSTB28 A.B. Wind 9.00 3.00 628 16.96 0.153 0.46 5.502 PHD6 w/ 4x POST 8i SSTB28 A.B. Horizontal Diaphragm Lengths 8i Stresses West Side East Side Sill Plate Shear Anchorage for above wall line feet I feet I -► Bolt Dia. in. Capacity kis Spacing 16 91 0.50 0.818 12 in o.c. Copyright 1999 - Spyder Software 111 N 11/21/99 - Lateral Analysis - Dowd Residence - R.C.E. Job 99-164 A list Level (UBC Section 1630.1) 2nd Level (UBC Section 1630.1) 3rd Level (UBC Section 1630.1) 17.19 North - South Direction: Story Shear 28.34 kips Story Shear 23.48 kips Story Shear 8.33 kips p Max 1.00 p Max 1.00 p Max 1.00 8.00 16.00 Wall Line Lateral Wall Wall 0.136 Wall Applied OTM Forces IApplied Forces Resisting OTM Resistive Net Uplift Comments ID • Load Height Length ri Stress I Uniform Point OTM Uniform Point OTM Force ERR See Note kis feet feet fee[ I feet I I kl kis foot -kis 1, kis foot -kis kis Simpson Products A 2.15 8.00 16.00 0.05 134 17.19 0.136 14.80 0.150 PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. 1st Seismic Level 1.65 8.00 16.00 103 13.22 0.136 11.61 0.101 PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Wind Horizontal Diaphragm Lengths a Stresses West Side East Side Sill Plate Shear Anchorage for above wall line fee[ I feet I -► Bolt Dia. in. Capacity kis Spacing 16 47 0.50 0.818 48 in o.c. E 5.22 8.00 4.00 0.08 215 6.88 0.136 0.92 1.490 PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. ISE "' Seismic Level 8.00 4.00 0.08 215 6.88 0.136 0.92 1.490 PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. 8.00 13.00 0.08 215 22.37 0.136 9.77 0.969 PHD2 w/ DBL 2x POST 81: SSTB 16 A.B. 8.00 3.25 0.08 215 5.59 0.136 0.61 1.533 PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. 5.46 8.00 4.00 225 7.21 0.136 0.73 1.621 PHD2 w/ DBL 2x POST u SSTB 16 A.B. Wind 8.00 4.00 225 7.21 0.136 0.73 1.621 PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. 8.00 13.00 225 23.42 0.136 7.66 1.213 PHD2 w/ DBL 2x POST u SSTB 16 A.B. 8.00 3.25 225 5.86 0.136 0.48 1.655 PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Horizontal Dlaphragm Lengths U Stresses West Side East Side Sill Plate Shear Anchorage for above wall line feet I fee[) (plo -► Bolt Dia. in. Capacity kis Spacing 38 36 0.50 0.818 36 in o.c. F . 2 5.00 32.00 0.08 204 32.62 0.085 99 No et Uplift! No Holdown Required! ISE Seismic Level 7.70 5.00 32.00 240 38.48 0.085 29.01 0.296 PHD2 w/ DBL 2x POST u SSTB 16 A.B. Wind Horizontal Diaphragm Lengths 8i Stresses West Side East Side Sill Plate Shear Anchorage for above wall line feet I feet I -► Bolt Dia. in. Capacity kis Spacing 38 23 22 20 0.50 0.818 36 in o.c. H 3.06 9.00 16.00 0.07 191 27.54 0.153 16.65 0.681 PHD2 w/ DBL 2x POST at SSTB 16 A.B. Ist Seismic Level 4.86 9.00 16.00 304 43.71 0.153 13.06 1.916 PHD2 w/ DBL 2x POST 8i SSTB 16 A.B. Wind Horizontal Diaphragm Lengths 81; Stresses West Side East Side Sill Place Shear Anchorage for above wall line feet I feet) 1 010 -► Bolt Dia. in. Capacity kis 5 acin 26 40 28 136 0.50 0.818 32 in o.c.11 Copyright 1999 - Spyder Software 11/23/99 - Lateral Analysis - Dowd Residence - R.C.E. Job 99-164 tz� N C� CCopynght 1999 - Spyder Software 1 st Level (UBC Section 1630.1) 2nd Level (UBC Section 1630.1) 3rd Level (UBC Section 1630.1) 12.01 North - South Direction: Story Shear 28.34 kips Story Shear 23.48 kips Story Shear 8.33 kips p Max 1.00 p Max 1.00 p Max 1.00 9.00 10.00 Wall Line Lateral Wall Wall 0.153 Wall Applied OTM Forces Applied Forces Resisting OTM Resistive Net Uplift Comments ID : Load Height Length ri Stress Uniform Point OTM Uniform Point OTM Force ERR See Note kis feet feet I kl kis foot -kis 1, kis foot -kis kis Simpson Products tz� N C� CCopynght 1999 - Spyder Software 2.74 9.00 9.50 0.05 140 12.01 0.153 5.87 0.646 PHD2 w/ DBL 2x POST 8z SSTB 16 A.B. Ist Seismic Level 9.00 10.00 0.05 140 12.64 0.153 6.50 0.614 PHD2 w/ DBL 2x POST 8x SSTB 16 A.B. 4.19 9.00 9.50 215 18.39 0.153 4.60 1.451 PHD2 w/ DBL 2x POST u SSTB 16 A.B. Wind 9.00 10.00 215 19.36 0.153 5.10 1.426 PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Horizontal Diaphragm Lengths 81: Stresses West Side East Side Sill Plate Shear Anchorage for above wall line feet I feet I —► Bolt Dia. in. Capacity kis Spacing 28 150 0.50 0.818 36 in o.c. tz� N C� CCopynght 1999 - Spyder Software 11/23/99 - Lateeal Analysis - Dowd Residence - R.C.E. job 99-164 3 0.0 10.0 Seismic Drag Forces 1.5 1 a Y 0.5 a V 0 O La m -0.5 A -1 -1.5 0 10 20 30 40 Distance along wall line (ft) Wind Drag Forces Copyright 1999 - Spyder Software 10 20 30 40 Distance along wall line (ft) Drag Force Summary Wall Line ID: 2 @ Roof Wall Length Opening Between Walls Unit Wall Stress Seismic Wind North Side Diaphram Stress Seismic Wind South Side Diaphram Stress Seismic Wind Net Applied Stress Seismic Wind Drag Force @ end of segment Seismic Wind Lateral Loads: Seismic (kips) Wind kis North Side 1.55 1.90 South Side . 2.56 3.58 feet feet I I I 1 I i I I I I 10.00 4.50 39 47 39 47 107 149 39 145 47 197 0.39 1.04 0.47 1.36 Diaphram Length Start ft End ft North Side 0.00 40.00 5.00 411 548 39 47 107 149 -265 -351 -0.29 -0.40 South Side 10.00 34.00 5.00 39 47 107 149 145 197 0.44 0.59 0.00 0.00 5.00 4.50 411 548 39 47 39 47 107 107 149 149 -265 145 -351 197 -0.89 -0.23 -1.17 -0.28 Drag Force (kips) Seismic (kips) Wind kis @ 0.00 ft 0.00 0.00 6.00 39 47 39 47 0.00 0.00 @ 0.00 ft 0.00 0.00 Max Drag Force (kips) Seismic (kips) Wind (kips) @ 14.50 ft 1.04 1.36 3 0.0 10.0 Seismic Drag Forces 1.5 1 a Y 0.5 a V 0 O La m -0.5 A -1 -1.5 0 10 20 30 40 Distance along wall line (ft) Wind Drag Forces Copyright 1999 - Spyder Software 10 20 30 40 Distance along wall line (ft) 11/23/99 Lateral Analysis - Dowd Residence - R.C.E. job 99-164 0.6 0.4 3 0.2 .Y w 0 V 0 -0.2 A -0.4 -0.6 -0.8 0 0o iao ma x.o iao Seismic Drag Forces w.o 0.8 0.6 0.4 n Y 0.2 0 `o -0.2 U. ea -0.4 A p -0.6 -0.8 -1 0 10 20 30 40 50 Distance along wall line (ft) Wind Drag Forces Copyright 1999 - Spyder Software 10 20 30 40 50 Distance along wall line (ft) Drag Force Summary Wall Line ID: 4 @ Roof 3rd Level Wall Opening Between Unit Wall Stress North Side Dlaphram Stress South Side Diaphram Stress Net Applied Stress Drag Force @ end of segment Lateral Loads: Seismic (kips) Wind kis North Side 0.46 0.82 Length Walls Seismic Wind Seismic Wind Seismic W(nd Seismic Wind Seismic Wind South Side l.b 9 1.76 feet feet I I I I I 1 I I i I 6.00 7.00 107 129 107 129 19 34 . 38 38 40 40 -69 -50 -89 -55 -0.41 -0.76 -0.53 -0.92 Diaphram Length Start ft End ft North Side 6.00 30.00 17.00 19 34 38 40 57 74 0.21 0.34 South Side 0.00 44.00 7.00 38 40 38 40 0.48 0.62 7.00 107 129 38 40 -69 -89 0.00 0.00 Drag Force (kips) Seismic (kips) Wind (kips) @ 0.00 ft 0.00 0.00 0.00 ft0.00 0.00g ��Ma.D Force (kips) Seismic (kips) Wind kl s Cal 37.00 ft 0.76 0.92 0.6 0.4 3 0.2 .Y w 0 V 0 -0.2 A -0.4 -0.6 -0.8 0 0o iao ma x.o iao Seismic Drag Forces w.o 0.8 0.6 0.4 n Y 0.2 0 `o -0.2 U. ea -0.4 A p -0.6 -0.8 -1 0 10 20 30 40 50 Distance along wall line (ft) Wind Drag Forces Copyright 1999 - Spyder Software 10 20 30 40 50 Distance along wall line (ft) 11/23/99 - Lateral Analysis - Dowd Residence - R.C.E. job 99-164 )Oe. Wall Line ID: 4 @ 2nd Floor Lateral Loads: Seismic (kips) North Side 0.70 South Side 2.63 Diaphram Length Start ft North Side 6.00 South Side 0.00 Drag Force (kips) Seismic (kips) @ 0.00 ft 0.00 @ 0.00 ft 0.00 Max Drag Force (kips) Seismic (kips) @ 30.00 ft 1.24 0.4 0.2 0 .en -0.2 -0.4 `o -0.6 LL Oo -0.8 A p -1 -1.2 -1.4 0 0.00 0.00 Wind (kips) 2.13 00 ,o.o �a b.o wa Seismic Drag Forces 1 0.5 SL 0 Y W -0.5 V LL -1 A -1.5 0 -z -2.5 0 10 20 30 40 50 Distance along wall line (ft) Wind Drag Forces Copyright 1999 - Spyder Software 10 20 30 40 50 Distance along wall line (ft) Drag Force Summary nd Level Opening Unit Wall North Side out Side Net Applied . Drag Force @ find kis Wall Between Stress Diaphram Stress Diaphram Stress Stress end of segment 1.91 Length Walls Seismic I Wind Seismic Wind Seismic Wind Seismic Wind Seismic I Wind 3.81 feet feet I pl I I I I I I I ( 1 6.00 171 293 60 87 -1 1 1 -207 -0.67 -1.24 End 11 7.00 171 293 29 79 60 87 -82 -127 -1.24 -2.13 30.00 17.00 29 79 60 87 89 166 0.27 0.69 44.00 6.50 171 293 60 87 -111 -207 -0.45 -0.65 7.50 60 87 60 87 0.00 0.00 0.00 0.00 Wind (kips) 2.13 00 ,o.o �a b.o wa Seismic Drag Forces 1 0.5 SL 0 Y W -0.5 V LL -1 A -1.5 0 -z -2.5 0 10 20 30 40 50 Distance along wall line (ft) Wind Drag Forces Copyright 1999 - Spyder Software 10 20 30 40 50 Distance along wall line (ft) 11/23/99 - Lateral Analysis - Dowd Residence - R.C.E. job 99-164 10 L 1.6 1.4 a 1.2 1 a V 0.8 0 0.6 c 0.4 0.2 0 0 oo ,00 mo ao.o ao soo Seismic Drag Forces 10 20 30 40 50 Distance along wall line (ft) Wind Drag Forces Copyright / 999 - Spyder Software 10 20 30 40 50 Distance along wall line (ft) Drag Force Summary Wall Line ID: 5 @ Roof 3rd Level Opening Unit Wall North Side South Slde Net Appiled Drag Force @ Lateral Loads: Seismic (kips) Wind jKp.sj Wall Between Stress Diaphram Stress Diaphram Stress Stress end of segment North Side 1.69 1.76 Length Walls Seismic Wind Seismic Wind Seismic Wind Seismic Wind Seismic Wind South Side 0.88 1.74 Feet feet l I I I I I I I I I 2.50 40 42 40 42 0.10 0.10 Diaphram Length Start ft End (ft) 11.00 40 42 80 158 120 200 1.42 2.30 North Side 0.00 42.00 6.00 198 269 40 42 -158 -227 0.48 0.94 South Side 2.50 13.50 4.75 40 42 40 42 0.67 1.14 10.75 40 42 40 42 1.10 1.59 Drag Force (kips) Seismic (kips) Wind (kips) 7.00 198 269 40 42 -158 -227 0.00 0.00 @ 0.00 ft 0.00 0.00 @ 0.00 ft 0.00 0.00 Max Drag Force (kips) Seismic (kips) Wind (kips) Cal 13.50 ft 1.42 2.30 1.6 1.4 a 1.2 1 a V 0.8 0 0.6 c 0.4 0.2 0 0 oo ,00 mo ao.o ao soo Seismic Drag Forces 10 20 30 40 50 Distance along wall line (ft) Wind Drag Forces Copyright / 999 - Spyder Software 10 20 30 40 50 Distance along wall line (ft) 3-3 11/23/99 - Lateral Analysis - Dowd Residence - R.C.E. )ob 99-164 P 1.- o.o ia.o m.o m.o .o.o Seismic Drag Forces 3.5 3 n 2.5 Y_ w 2 V UO 1.5 00 1 A 0.5 0 0 10 20 30 40 50 Distance along wall line (ft) Wind Drag Forces Copyright 1999 - Spyder Software 10 20 30 40 50 Distance along wall line (ft) Drag Force Summary Wall Line ID: 5 @ 2nd Floor 2nd Level Wall Opening Between Unit Wall Stress North Side Diaphram Stress South Side 1 Dlaphram Stress Net Applied Stress Drag Force @ end of segment Lateral Loads: Seismic (kips) Wind kl s North Side 2.63 3.81 Length Walls Seismic Wind Seismic Wind Seismic Wind Seismic Wind Seismic Wind South Side 2.04 4.51 feet feet I pl i I I I I pl I I 2.50 10.00 60 87 60 87 52 114 60 112 87 201 0.15 1.27 0.22 2.22 Diaphram Length Start ft End ft North Side 0.00 44.00 6.00 302 537 60 87 52 114 -190 -336 0.12 0.21 South Side 2.50 42.00 16.00 60 87 52 114 112 201 1.91 3.42 0.00 7.50 2.00 302 537. 302 537 60 87 60 87 52 114 -190 -242 -336 -450 0.48 0.00 0.90 0.00 Drag Force (kips) Seismic (kips) Wind kis @ 0.00 ft 0.00 0.00 @ 0.00 ft 0.00 0.00 Max Drag Force (kips) Seismic (kips) Wind (kips) (a) 34.50 ft 1.91 3.42 o.o ia.o m.o m.o .o.o Seismic Drag Forces 3.5 3 n 2.5 Y_ w 2 V UO 1.5 00 1 A 0.5 0 0 10 20 30 40 50 Distance along wall line (ft) Wind Drag Forces Copyright 1999 - Spyder Software 10 20 30 40 50 Distance along wall line (ft) 11/23/99 - Lateral Analysis - Dowd Residence - R.C.E. Job 99-164 2 1.5 n Y 1 d V Li 0.5 eo A 0 0 -0.5 0 Seismic Drag Forces 1.4 1.2 n 1 Y 0.8 0.6 `0 0.4 to 0.2 A p` 0 -0.2 -0.4 0 10 20 30 40 50 60 Distance along wall line (ft) Wind Drag Forces Copyright 1999 - Spyder Software 10 20 30 40 50 60 Distance along wall line (ft) Drag Force Summary Wall Line ID: B @ Roof 2nd Level Opening Unit Wail West Side East Side Net Applied Drag Force @ Lateral Loads: Seismic (kips) Wind kis Wall Between Stress Diaphram Stress Diaphram Stress Stress end of segment West Side 1.00 0.78 Length Walls Seismic Wind Seismic Wind Seismic Wind Seismic Wind Seismic I Wind East Side 2.39 1.88 feet feet I I 1 If) (pl I I If) (plf) Will 16.00 62 49 45 35 107 84 1.71 1.35 Diaphram Length Start ft End R 3.00 271 213 45 35 -227 -178 1.03 0.81 West Side 0.00 16.00 6.00 45 35 45 35 1.30 1.02 East Side 0.00 53.50 3.50 271 213 45 35 -227 -178 0.51 0.40 12.00 45 35 45 35 1.05 0.82 Drag Force (kips) Seismic (kips) Wind kis 6.00 271 213 45 35 -227 -178 -0.31 -0.25 @ 0.00 ft 0.00 0.00 7.00 45 35 45 35 0.00 0.00 @ 0.00 ft 0.00 0.00 Max Drag Force (kips) Seismic (kips) Wind (kips) 0 16.00 ft 1.71 1.35 2 1.5 n Y 1 d V Li 0.5 eo A 0 0 -0.5 0 Seismic Drag Forces 1.4 1.2 n 1 Y 0.8 0.6 `0 0.4 to 0.2 A p` 0 -0.2 -0.4 0 10 20 30 40 50 60 Distance along wall line (ft) Wind Drag Forces Copyright 1999 - Spyder Software 10 20 30 40 50 60 Distance along wall line (ft) 11/23/99 - Lateral Analysis - Dowd Residence - R.C.E. Job 99-164 t �� CL 0 Y V W -2 EO A o -3 -4 0 ti 0.0 30.0 b.0 80.0 Seismic Drag Forces 800 1 0 n Y -1 LJ V _2 O W m -3 A -4 -5 0 20 40 60 80 Distance along wall line (ft) Wind Drag Forces Copyright / 999 - Spyder Software 20. 40 60 80 Distance along wall line (ft) Drag Force Summary Wall Line ID: C @ Roof/Floor 2nd Level Wall Opening Between Unit Wall • Stress West Side Diaphram Stress East Side Diaphram Stress Net Applied Stress Drag Force @ end of segment Lateral Loads: Seismic (kips) . Wind kis West Side 2.70 2.85 Length Walls Seismic Wind Seismic Wind Seismic Wind Seismic Wind Seismic Wind East Side 2.8 6 3.01 feet feet I I I I I I I pl pi (PLL- 3.00 16.00 444 469 37 40 37 40 37 -407 40 -429 0.60 -0.62 0.63 -0.65 Diaphram Length Start ft End ft West Side 0.00 72.00 6.00 37 .40- 37 40 -0.40 -0.42 East Side 56.00 72.00 3.50 444 469 37 40 -407 -429 -1.82 -1.92 0.00 16.00 6.00 12.00 444 469 37 40 37 40 37 -407 40 -429 -1.37 -3.81 -1.45 -4.02 Drag Force (kips) Seismic (kips) Wind kis @ 0.00 ft 0.00 0.00 9.50 37 40 37 40 -3.46 -3.65 @ 0.00 ft 0.00 0.00 16.00 37 40 178 188 216 228 0.00 0.00 Max Drag Force (kips) Seismic (kips) Wind (kips) @ 16.00 ft 3.81 4.02 CL 0 Y V W -2 EO A o -3 -4 0 ti 0.0 30.0 b.0 80.0 Seismic Drag Forces 800 1 0 n Y -1 LJ V _2 O W m -3 A -4 -5 0 20 40 60 80 Distance along wall line (ft) Wind Drag Forces Copyright / 999 - Spyder Software 20. 40 60 80 Distance along wall line (ft) 11/23/99 - Lateral Analysis - Dowd Residence - R.C.E. fob 99-164 P91!3.6 00 100 30.0 10.0 b.0 Seismic Drag Forces 1 --n 0.5 Y 0 V W -0.5 00 A -1.5 0 10 20 30 40 Distance along wall line (ft) Wind Drag Forces Copyright 1999 - Spyder Software 10 20 30 40 Distance along wall line (ft) Drag Force Summary Wall Line ID: E @ Roof 3rd Level Wall Opening Between Unit Wall Stress Dlaphram Stress East Side Diaphram Stress Net Applied Stress Drag Force @ end of segment Lateral Loads: Seismic (kips) Wind kis West Side 0.00 0.00 Length Walls Seismic W1nd Seismic Wlnd Seism(c Wind Seismic Wind Seismic Wind East Side 2.40 2.31 feet feet InIn I I I pl(plo pI I I (pl1) 4.00 14.00 331 319 63 63 61 61 -268 -258 63 61 -1.07 -0.19 -1.03 -0.18 Dlaphram Length Start 11 End ft 16.75 63 61 63 61 0.87 0.84 East Side 0.00 38.00 3.25 331 319 63 61 -268 -258 0.00 0.00 Drag Force (kips) Seismic (kips) Wind (kips) @ 0.00 ft 0.00 0.00 @ 0.00 ft 0.00 0.00 Max Drag Force (kips) Seismic (kips) Wind (kips) 0 34.75 ft 1.07 1.03 00 100 30.0 10.0 b.0 Seismic Drag Forces 1 --n 0.5 Y 0 V W -0.5 00 A -1.5 0 10 20 30 40 Distance along wall line (ft) Wind Drag Forces Copyright 1999 - Spyder Software 10 20 30 40 Distance along wall line (ft) 11 /23/99 - Lateral Analysis - Dowd Residence - .R.C.E. Job 99-164 �q 1-37 1 0.5 n Y_ 0 d V LL -0.5 eo A o -1 -1.5 0 0.0 me m.o m.o wo Seismic Drag Forces 10 20 30 40 Distance along wall line (ft) Wind Drag Forces Copyright / 999 - Spyder Software 10 20 30 40 Distance along wall line (ft) Drag Force Summary Wall Line ID: E @ 2nd Floor 2nd Level Wall Opening Between Unit Wali Stress Diaphram Stress- East Side Diaphram Stress Net Applied Stress Drag Force @ end of segment Lateral Loads: Seismic (kips) Wind ki s West Side 0.00 0.00 Length Walls Seismic Wind Seismic Wind Seismic Wind Seismic Wind Selsmic Wind East Side 3.94 4.09 feet feet pl I I I I I pl pl I pl 4.00 14.00 404 419 104 104 108 108 -301 104 -312 108 -1.20 0.25 1.25 0.26 Diaphram Length Start ft End ft 0.00 0.00 2.50 404 419 104 108 -301 -312 -0.50 -0.52 East Side 0.00 38.00 14.25 104 108 104 108 0.98 1.01 3.25 404 419 104 108 -301 -312 0.00 0.00 Drag Force (kips) Seismic (kips) Wind (kips) @ 0.00 ft 0.00 0.00 @ 0.00 ft 0.00 0.00 Max Drag Force (kips) Seismic (kips) Wind (kips 0 34.75 ft 1.20 1.25 1 0.5 n Y_ 0 d V LL -0.5 eo A o -1 -1.5 0 0.0 me m.o m.o wo Seismic Drag Forces 10 20 30 40 Distance along wall line (ft) Wind Drag Forces Copyright / 999 - Spyder Software 10 20 30 40 Distance along wall line (ft) 11/23/99 - Lateral Analysis - Dowd Residence - R.C.E. Job 99-164 13 Drag Force Summary Wall Line ID: F @ Roof 3rd Level Opening Unit Wall East Side West Side Net Applied Drag force �-) Lateral Loads: Seismic (kips) Wind (kips) Wall Between Stress Dlaphram Stress Dlaphram Stress Stress end of segment East Side 2.09 2.01 Length Walls Seismic Wind Seismic Wlnd Seismic Wind Seismlc Wind Seismic Wind West Side 1.78 2.01 feet feet I I I pl I I I I 10 pl 20.00 45 44 89 100 135 144 2.69 2.88 Diaphram Length Start ft End ft 12.00 323 335 45 44 -277 -291 -0.64 0.61 East Side 0.00 46.00 14.00 45 44 45 44 0.00 0.00 West Side 0.00 20.00 0.00 0.00 Drag Force (kips) Seismic (kips) Wind (kips) @ 0.00 ft . 0.00 0.00 @ 0.00 ft 0.00 0.00 Max Drag Force (kips) Seismic (kips) Wind (kips) @ 20.00 ft 2.69 2.88 3 2.5 a 2 1.5 a v 1 `O m 0.5 0 0 -0.5 _1 0 1 ao m.o m.o oo.o .o.a w Seismic Drag Forces 3 2.5 n 2 1.5 v V 1 O m 0.5 m 0 -0.5 -1 0 10 20 30 40 50 Distance along wall line (ft) Wind Drag Forces Copyright / 999 - Spyder Software 10 20 30 40 50 Distance along wall line (ft) 11/23/99 - Lateral Analysis - Dowd Residence - R.C.E. Job 99-164 ' 0.4 0.2 n s 0 a+ -0.2 0 m -0.4 A -0.6 -0.8 0 0.0 10.0 t0.0 ]0.0 Seismic Drag Forces a.o 0.4 0.2 Yn 0 _ v -0.2 V -0.4 to A -0.6 -0.8 -1 0 10 20 30 40 Distance along wall line (ft) Wind Drag Forces Copyright 1999 - Spyder Software 10 20 30 40 Distance along wall line (h) Drag Force Summary Wall Line ID: F @ 2nd Floor 2nd Level Wall Opening Between Unit Wall Stress West Side Diaphram Stress East Side Diaphram Stress Net Applied Stress Drag Force @ end of segment Lateral Loads: Seismic (kips) Wind kis West Side 3.29 3.40 Length Walls Seismic Wind Seismic Wind Seismic Wind Seismic Wind Seismic I Wind East Side 2.09 2.9 8 feet feet pl pi I pl pl I pl pl pl I 3.25 2.38 197 234 89 92 89 92 56 56 80 80 -52 145 -62 172 -0.17 0.18 -0.20 0.21 Diaphram Length Start ft End ft West Side 0.00 37.00 4.00 197 234 89 92 56 80 -52 -62 -0.03 -0.04 East Side 0.00 37.00 2.37 89 92 56 80 145 172 0.31 0.37 8.00 12.00 197 234 197 234 89 92 89 92 56 56 80 80 -52 -52 -62 -62 -0.10 -0.73 -0.12 -0.86 Drag Force (kips) Seismic (kips) Wind (kips) @ 0.00 ft 0.00 0.00 5.00 89 92 56 80 145 172 0.00 0.00 @ 0.00 ft 0.00 0.00 Max Drag Force (kips) Seismic (kips) Wind (kips) @ 12.00 R 0.73 0.86 0.4 0.2 n s 0 a+ -0.2 0 m -0.4 A -0.6 -0.8 0 0.0 10.0 t0.0 ]0.0 Seismic Drag Forces a.o 0.4 0.2 Yn 0 _ v -0.2 V -0.4 to A -0.6 -0.8 -1 0 10 20 30 40 Distance along wall line (ft) Wind Drag Forces Copyright 1999 - Spyder Software 10 20 30 40 Distance along wall line (h) 11/23/99 - Lateral Analysis - Dowd Residence - R.C.E. job 99-164 1 CR 0.5 0.0 5.0 10.0 15A Ma Seismic Drag Forces 1.5 1 CL M 0.5 w, V 0 O LL m -0.5 �v -1 -1.5 t) 5 10 Distance along wall line (ft) Wind Drag Forces 15 20 Copyright 1999 - Spyder Sohwaie i 5 10 15 20 Distance along wall line (ft) Drag Force Summary Wall Line ID: G @ 2nd Level 2nd Floor Opening Unit Wall West Side Net Applied Drag Force @ Lateral Loads: Seismic (kips) Wind kis Wall Between Stress Diaphram Stress Diaphram Stress Stress end of segment West Side 2.65 3.77 Length Walls Seismic Wind Seismic IWind Seismic Wind Seismic I Wind Seismic Wind East Side 0.00 0.00 feet feet pl pl pl pl i If) (pl pl pl I 3.00 442 628 147 209 -295 -419 -0.88 -1.26 Diaphram Length Start ft End (ft) 12.00 147 209 147 209. 0.88 1.26 West Side 0.00 18.00 3.00 442 628 147 209 -295 -419 0.00 0.00 10.00 18.00 0.00 0.00 Drag Force (kips) Seismic (kips) Wind (kips) @ 0.00 ft 0.00 0.00 @ 0.00 ft 0.00 0.00 Max Drag Force (kips) Seismic (kips) Wind (kips) @ 15.00 ft 0.88 1.26 1 CR 0.5 0.0 5.0 10.0 15A Ma Seismic Drag Forces 1.5 1 CL M 0.5 w, V 0 O LL m -0.5 �v -1 -1.5 t) 5 10 Distance along wall line (ft) Wind Drag Forces 15 20 Copyright 1999 - Spyder Sohwaie i 5 10 15 20 Distance along wall line (ft) B1 oodWorks® Sizer SOFTWARE FOR WOOD D GN WoodWorks® Sizer 97d Nov. 15, 1999 12:02:14 COMPANY I PROJECT R. C. E. I Dowd Residence 336 Broadway #7, Chico, CA 95928 1 (530) 894-8801, fax (530) 894-8805 1 email: cj@r-c-e.com I Job 99.164 t DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material PSL total length: 4.50 [ft] Load Combinations: ICBO-UBC ------------------------------------------------- INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) >>Self -weight automatically included<< ------------------------------------------------------- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Point 180 2.25 No 2 Live Point 600 2.25 Yes ------------------------------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 4.5 ft I" ---------- ------------------- Dead 1 119 119 Live 1 300 300 Total 1 419 419 B.Length 1 1.0 1.0 ########################################################################### DESIGN SECTION: 2.OE, 2900Fb, 3.5x11.875 @12.988 plf This section PASSES the design code check' ########################################################################### ------------------------------------------------------------ SECTION vs. DESIGN CODE (force=lbs, moment=lbs-ft, deflection=in) ----------------------------------------------------------------- Criterion I Analysis Value I Design Value I Analysis/Design I --------------I---------------- I ---------------- I ------------------I Shear V @d = 406 Vr = 7897 v/Vr = 0.05 Bending(+) M = 910 Mr = 19902 M/Mr = .0.05 Live Defl'n 0.00 = <L/999 0.15 = L/360 0.01 Total Defl'n 0.00 = <L/999 0.22 = L/240 0.01 ----------------------------------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# --------------------------------------------------- ------------------- Fb'+= 2900 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 285 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00 1.00 2 ADDITIONAL DATA ----------------------- - Bending(+): LC# 2 = D+L, M = 910 lbs -ft Shear : LC# 2 = D+L, V = 419, V@d = 406 lbs j Deflection: LC# 2 = D+L EI= 976.83 million lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: -------------------------------------------- 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 01 F] WoodWorks® Sizer SOFTWARE FOR WOOD B2 Wood Works® Sizer 97d COMPANY I PROJECT -CE. I Dowd Residence 336 Broadway #7, Chico, CA 95928 1 (530) 894-8801, fax (530) 894-8805 1 email: cj@r-c-e.com I Job 99.164 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: PSL total length: 18.00 [ft] Load Combinations: ICBO-UBC INPUT LOADS (force=lbs, pressure=psf, udl=plf, location=ft) >>Self -weight automatically included<< ----------------------------------------------------- - Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 12 (2.00)* No 2 Live Full Area 40 (2.00)* Yes 3 Dead Partial UDL 130 130.00 0.00 13.00 No 4 Dead Point 120 11.50 No 5 Live Point 300 11.50 Yes *Tributary Width (ft) ------------------------------------------ MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ----------�- 18.0 ft I" ---------- ------------------- Dead I 1456 1020 Live I 828 912 Total I 2284 1932 B.Length I 1.0 1.0 ########################################################################### DESIGN SECTION: 2.OE, 2900Fb, 3.5x11.875 @12.988 plf This section PASSES the design code check. ########################################################################### ------------------------------------------ SECTION vs. DESIGN CODE (force=lbs, moment=lbs-ft, deflection=in) ---------------------------------------------- Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I----------------I------------------I Shear V @d = 2040 Vr = 7897 V/Vr = 0.26 Bending(+) M = 10564 Mr = 19902 M/Mr = 0.53 Live Defl'n 0.25 = L/860 0.60 = L/360 0.42 Total Defl'n 0.81 = L/267 0.90 = L/240 0.90 ---------------------------------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# ------------------------------------------------------------- Fb'+= 2900 1.00 1.00 +1.00 1.000 1.00 1.000 1.00 1.00• 2 Fv' = 285 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00 1.00 2 ADDITIONAL DATA Bending(+) LC# 2 = D+L, M = 10564 lbs -ft Shear : LC# 2 = D+L, V = 2284, V@d = 2040 lbs Deflection: LC# 2 = D+L EI= 976.83 million lb -int Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) --------------------------------------------------------------------------- --------------------------------------------------------------------------- DESIGN NOTES: ---------------------------------------------------------------------------- --------------------------------------------------------------------------- 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. Nov. 11, 1999 10:57:54 Woodworks® Sizer B3 X COMPANY, i I R. C. E. Dowd Residence 336 Broadway #7, Chico, CA 95928 1 (530) 894-8801, fax (530).894-8805 1 email: cj@r-c-e.com I Job 99.164 SOFTWARE FOR WOOD DESIG Wood Works® Sizer 97d. /•� DESIGN CHECK - NDS -1991 Beam DESIGN DATA: material: PSL total length: 12.00 [ft) Load Combinations: ICBO-UBC --------------- INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I----=---------I-----------------I-----------------I-------- 1 Dead Partial Area 12 (3.00)1 0.00 8.50 No 2 Live Partial Area. 40 (3.00)* 0.00 8.50 Yes 3 Dead Partial Area 12 (9.00)* 8.50 12.00 No 4 Live Partial Area 40 (9.00)* 8.50 12.00 Yes 5 Dead Point 1020 8.50 No 6 Live Point 920 8.50 Yes 7 Live Full UDL 50 Yes *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ---------------------------------------------- I 12.0 ft I" " ---------- ------------------- Dead 1 628 1232 Live 1 1411 2389 Total 1 2039 3621 B.Length 1 1.0 1.4 ########################################################################### DESIGN SECTION: 2.OE, 2900Fb, 3.5x11.875 @12.988 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (farce=lbs, moment=lbs-ft, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Desifgn I --------------I---------------- I ----------------I-= ----------)"- -= Shear V @d = 3043 Vr = 7897 V/Vr = Bending(+) M = � 9435 `Mr 19902 M/Mr = 47 Live Defl'n 0.15 = L/968 0.40 = L/360 Total Defl'n 0.27 =r L/534 0.60 = L/240 0 - ------------- ` `C ----- FACTORS: F CD CM Ct CL CF CV Cfu �,/r LC# Fb'+= 2900 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 285 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'- 750 1.00 1.00 - E' - 2.0 million 1.00 1.00 2 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 9435 lbs -ft Shear : LC# 2 = D+L, V = 3543, V@d = 3043 lbs Deflection: LC# 2 = D+L EI= 976.83 million lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) ------------------------------------------- DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 03 Nov. 11, 1999 10:58:28 p' 5 4( 1-1 Woodworks® Sizer SOFTWARE FOR WOOD DESIGN B4 WoodWorks® Sizer 97d Nov. 11, 1999 10:59:10 COMPANY 1 PROJECT R. C. E. I Dowd Residence 336 Broadway 47, Chico, CA 95928 1 (530) 894-8801, fax (530) 894-8805 1 email: cj@r-c-e.com I Job 99.164 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: FN R �L/1/v`______________________ AA ��//�� al gth:====16L00 [ft]=== Load Combinations: ICBO-UBC INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End i Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Partial Area 30 (3.50)* 0.00 5.50 No 2 Constr. Partial Area 16 (3..50)* 0.00 5.50 Yes 3 Dead Partial Area 30 (3.50)* 10.50 16.00 No 4 Constr. Partial Area 16 (3.50)* 10.50 16.00 Yes 5 Dead Point 400 6.00 No 6 Constr. Point 180 10.00 Yes 7 Dead Full Area 30 (1.00)* No 8 Constr. Full Area 16 (1.00)* Yes 9 Dead Partial UDL 160 160.00 0.00 6.00 No 10 Dead Partial UDL 68 68.00 6.00 10.00 No 11 Dead Partial UDL 160 160.00 10.00 16.00 No 12 Dead Full Area 10 (1.00)* No 13 Live Full Area 40 (1.00)* Yes 14 Wind Point 1900 5.50 No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 16.0 ft " I ----------I------------------- Dead I 2399 2299 - Live 1 1553 1141 Total 1 3952 3441 B.Length 1 1.0 1.0 -------------------- DESIGN SECTION: 2.OE, 2900Fb, 5.25x11:8 19.482 plf This section PASSES the design code c ec SECTION vs. DESIGN CODE (force=lbs, moment=lbs-ft, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I----------------I------------------I Shear V @d - 2359 Vr = 11845 V/Vr - 0.20 Bending(+) M = 9862 Mr = 29854 M/Mr = 0.33 Live Defl'n 0.20 = L/953 0.53 = L/360 0.38 Total Defl'n 0.62 = L/311 0.80 = L/240 0.77 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+- 2900 1.00 1.00 1.00 '1.000 1.00 1.000 1.00 1.00 2 Fv' = 285 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00 1.00 4 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 9862 lbs -ft Shear : LC# 2 = D+L, V = 2719, V@d = 2359 lbs Deflection: LC# 4 = D+.75(L+C+W) EI=1465.24 million lb-in2 Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. WOOdWOrkS® Sizer SOFTWARE FOR WOOD DESIGN B5 WoodWorks® Sizer 97d Nov. 11, 1999 10:59:42 COMPANY I PROJECT R. C. E. I Dowd Residence 336 Broadway #7, Chico, CA 95928 1 (530) 894-8801, fax (530) 894-8805 1 email: cj@r-c-e.com I Job 99.164 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material Timber -soft lateral support: Top= Full Bottom= @Supports total length: 8.50 [ft] oblique angle: 90.0 [deg] Load Combinations: ICBO-UBC INPUT LOADS (force=lbs, pressure=psf, udl=plf, location=ft)` >>Self -weight automatically included<< ------------------------------------------------------------- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Wind Full Area 14 (10.00)* No *Tributary Width (ft) ------------------------------------------ MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ------------ ----------------- 8.5 ft I ---------- ------------------- Dead I 64 64 Live I 604 604 Total I 667 667 B.Length I 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x12 @15.023 plf This section PASSES the design code check. ########################################################################### ----------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) -------------------------------------------------------- Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I ---------------- I ------------------I Shear fv @d = 12 Fv' = 136 fv/Fv' = 0.09 Bending(+) x -x fb = 0 Fb' = 2160 fb/Fb' = 0.00 y -y fb = 294 Fb' = 2160 fb/Fb' 0.14 (fb/Fb')x + (fb/Fb')y = 0.14 Live Defl'n 0.07 = <L/999 0.28 L/360 0.23 Total Defl'n 0.08 = <L/999 0.43 = L/240 0.18 --------------------------------------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# ----------------------------------------------------------------- Fb'+= 1350 1.60 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.60 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 ADDITIONAL, DATA ----------------------- Bending(+): LC# 2 = W, M = 1418 lbs -ft Shear : LC# 2 = W, V = 667, V@d = 517 lbs Deflection: LC# 2 = W Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) ------------ DESIGN NOTES: 1 Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. MAIN "A:* . . WoodWorks® Sizer _ SOFTWARE FOR WOOD DESIGN B6 WoodWorks® Sizer 97d Nov. 11, 1999 11:00:22 COMPANY I PROJECT R. C. E. I Dowd Residence 336 Broadway #7, Chico, CA 95928 1 (530) 894-8801, fax (530) 894-8805 1 email: cj@r-c-e.com I Job 99.164 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Glulam-Simple service: wet lateral support: Top= Full Bottom= @Supports total length: 12.50 [ft] Load Combinations: ICBO-UBC INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location -ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 30 (13.50)* No 2 Constr. Full Area 16 (13.50)* Yes *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 12.5 ft ---------- ------------------- Dead I 2623 2623 Live 1 1350 1350 Total 1 3973 3973 B.Length 1 2.3 2.3 ########################################################################### DESIGN SECTION: VG West.DF, 24F -V4, 5.125x12 @14.608 plf This section PASSES the design code check. SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I----------------I------------------I Shear fv @d = 81 Fv' = 208 fv/Fv' = 0.39 Bending(+) fb = 1211 Fb' = 2400 fb/Fb' = 0.50 Live Defl'n 0.11 = <L/999 0.42 = L/360 0.26 Total Defl'n 0.42 = L/357 0.63 = L/240 0.67 FACTORS: F -=CD CM Ct CL CF CV -==Cfu Cr = LC# =Fb'+= 2400 1.25 0.80 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.25 0.88 1.00 2 Fcp'= 650 0.53 1.00 - E' = 1.8 million 0.83 1.00 2 ADDITIONAL DATA Bending(+): LC# 2 = D+C, M = 12414 lbs -ft Shear : LC# 2 = D+C, V = 3973, V@d = 3337 lbs Deflection: LC# 2 = D+C Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1 Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). P 97 Woodworks® Sizer SOFTWARE FOR WOOD DESIGN B7 Wood Works® Sizer 97d Nov. 11, 1999 11:01:16 COMPANY I PROJECT R. C. E. I.Dowd Residence 336 Broadway #7, Chico, CA 95928 I (530) 894-8801, fax (530) 894-8805 I email: cj@r-c-e.com I Job 99.164 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Glulam-Simple service: wet lateral support: Top= Full Bottom= @Supports total length: 13.00 (ft) Load Combinations: ICBO-UBC INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 30 (6.50)* No 2 Constr. Full Area 16 (6.50)' Yes 3 Dead Point 2625 8.50 No 4 Constr. Point 1350 8.50 Yes 'Tributary width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 13.0 ft I" ---------- ------------------- Dead 1 2271 3079 Live 1 1143 1559 Total 1 3414 4637 B.Length I 1.9 2.6 ########################################################################### DESIGN SECTION: VG west.DF, 24F -V4, 5.125x12 @14.608 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design 1 -------------- I ---------------- I----------------I------------------I Shear fv @d = 104 Fv' = 208 fv/Fv' = 0.50 Bending(+) fb = 1726 Fb' - 2400 fb/Fb' = 0.72 Live. Defl'n 0.14 = <L/999 0.43 - L/360 0.33 Total Defl'n 0.57 = L/272 0.65 = L/240 0.88 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.25 0.80 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.25 0.88 1.00 2 Fcp'= 650 0.53 1.00 - E'. = 1.8 million 0.83 1.00 2 ---------------------------------- ADDITIONAL DATA Bending(+): LC# 2 = D+C, M = 17688 lbs -ft Shear : LC# 2 = D+C, V = 4543, V@d = 4258 lbs Deflection: LC# 2 = D+C Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow w=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). WNW Woodworks® Sizer SOFTWA1-1 RE FOR WOOD DESIGN B8 Wood Works® Sizer 97d Nov. 11, 1999 11:01:48 COMPANY I PROJECT R. C. E. I Dowd Residence 336 Broadway #7, Chico, CA 95928 1 (530) 894-8801,'fax (530) 894-8805 1 email: cj@r-c-e.com I Job 99.164 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material Glulam-Simple service: wet lateral support: Top= Full Bottom= @Supports total length: 13.00 (ft) Load Combinations: ICBO-UBC INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< ---------- Load I Type I Distribution I Magnitude I - Location I Pattern I I I Start End I Start End i Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 30 (6.50)* No 2 Constr. Full Area 16 (6.50)* Yes *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 13.0 ft I " ---------- ------------------- Dead 1 1362 1362 Live 1 676 676 Total 1 2038 2038 B.Length 1 1.2 1.2 ########################################################################### DESIGN SECTION: VG West.DF, 24F -V4, 5.125x12 @14.608 plf This section PASSES the design code check. ########################################################################### ------------------------------------------------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I----------------I------------------I Shear fv @d = 42 Fv' = 208 fv/Fv' = 0.20 Bending(+) fb = 646 Fb' = 2400 fb/Fb' - 0.27 Live Defl'n 0.06 = <L/999 0.43 = L/360 0.14 Total Defl'n 0.24 = L/641 0.65 = L/240 0.37 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.25 0.80 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.25 0.88 1.00 2 Fcp'= 650 0.53 1.00 - E' = 1.8 million 0.83 1.00 2 ADDITIONAL DATA Bending(+): LC# 2 = D+C, M = 6625 lbs -ft Shear : LC# 2 = D+C, V = 2038, V@d = 1725 lbs Deflection: LC# 2 = D+C Total Deflection = 1.50(Defin dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd - actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Woodworks® Sizer SOFTWARE FOR WOOD DESIGN B9 Wood Works® Sizer 97d Nov. 23, 1999 10:25:38 COMPANY I PROJECT R. C. E. I Dowd Residence 336 Broadway #7, Chico, CA 95928 1 (530) 894-8801, fax (530) 894-8805 1 email: cj@r-c-e.com I Job 99.164 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Glulam-Simple lateral support: Top= Full Bottom= @Supports total length: 12.75 (ft) Load Combinations: ICBO-UBC INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I = Magnitude I= Location= I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------1-------- 1 Dead Full Area 30 (18.00)` No 2 Constr. Full Area 16 (18.00)' Yes 'Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 12.8 ft I " ---------- ------------------- Dead 1 3536 3536 Live 1 1836 1836 Total 1 5372 5372 B.Length 1 1.6 1.6 ########################################################################### DESIGN SECTION: VG West.DF, 24F -V4, 5.125x12 @14.608 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis ValueI Design Value I Analysis/Design 1 -------------- I ---------------- I----------------I------------------ I Shear fv @d = 110 Fv' = 237 fv/Fv' = 0.47 Bending(+) fb = 1670 Fb' = 3000 fb/Fb' = 0.56 Live Defl'n 0.13 = <L/999 0.43 = L/360 0.30 Total Defl'n 0.50 = L/305 0.64 = L/240 0.79 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 ,r 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 ---------------------------- ADDITIONAL DATA Bending(+): LC# 2 = D+C, M = 17122 lbs -ft Shear : LC# 2 = D+C, V = 5372, V@d = 4529 lbs Deflection: LC# 2 = D+C Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I -impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1 Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). WoodWorks® Sizer SOFTWARE FOR WOOD D B10 Wood Works@ Sizer 97d COMPANY I PROJECT R. C. E. I Dowd Residence 336 Broadway #7, Chico, CA 95928 1 (530) 894-8801, fax (530) 894-8805 1 email: cj@r-c-e.com I Job 99.164 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: ----------------------------- material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 10.00 (ft) Load Combinations: ICBG -UBC -------------------------------------------- INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) >>Self -weight automatically included<< -------------=----------------------------------------- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-=------ 1 Dead Full Area 30 (3.00)* No 2 Constr. Full Area 16 (3.00)* Yes *Tributary Width (ft) --------------------------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 10.0. ft I " ---------- ------------------- Dead I 525 525 Live I 240 240 Total I 765 765 B.Length I 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x12 @15.023 plf This section PASSES the design code check. ########################################################################### -------------------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) --- -------------------------------------------------- Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I----------------I------------------I Shear fv @d = 15 Fv' = 106 fv/Fv' = 0.14 Bending(+) fb = 189 Fb' = 1687 fb/Fb' = 0.11 Live Defl'n 0.01 = <L/999 0.33 = L/360 0.03 Total Defl'n 0.04 = <L/999 0.50 = L/240 0.08 ------------------------------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# ------------------------------------------------------- Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' - 1.6 million 1.00 1.00 2 ADDITIONAL DATA Bending(+) LC# 2 = D+C, M = 1913 lbs -ft Shear : LC# 2 = D+C, V = 765, V@d = 618 lbs Deflection: LC# 2 = D+C Total Deflection = 1.50('Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) ------------------------------------------ --------------- -------------------- -------------------------------------------------------------------------- DESIGN NOTES: Please verify that the default deflection limits are appropriate for your application. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. to :S GN Nov. 11, 1999 11:03:02 PA B 11 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN B11 Woodworks® Sizer 97d Nov. 11, 1999 11:03:36 COMPANY I PROJECT . R. C. E. I Dowd Residence 336 Broadway 97, Chico, CA 95928 1 (530) 894-8801, fax (530) 894-8805 1 email: cj@r-c-e.com I Job 99.164 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Glulam-Simple service: wet lateral support: Top= Full Bottom= @Supports total length: 10.00 [ft) Load Combinations: ICBO-UBC INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 30 (16.00)' No 2 Constr. Full Area 16 (16.00)' Yes 'Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 10.0 ft I ---------- ------------------- Dead 1 2445 2445 Live 1 1280 1280 Total 1 3725 3725 B.Length 1 3.5 3.5 ########################################################################### DESIGN SECTION: VG West.DF, 24F -V4, 3.125x12 @ 8.907 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I----------------I------------------I Shear fv @d = 119 Fv' = 208 fv/Fv' = 0.57 Bending(+) fb = 1490 Fb' = 2400 fb/Fb' = 0.62 Live Defl'n 0.09 = <L/999 0.33 = L/360 0.26 Total Defl'n 0.33 = L/363 0.50 = L/240 0.66 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.25 0.80 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.25 0.88 1.00 2 Fcp'= 650 0.53 1.00 - E' = 1.8 million 0.83 1.00 2 ADDITIONAL DATA Bending(+): LC# 2 = D+C, M = 9311 lbs -ft Shear : LCR 2 = D+C, V = 3725, V@d = 2980 lbs Deflection: LC# 2 = D+C Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) ------------------------------------------------- DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). WOOdWOrkS® Sizer SOFTWARE FOR WOOD DESIGN B03 Wood Works® Sizer 97d Nov. 11, 1999 11:06:58 COMPANY I PROJECT R. C. E. I Dowd Residence 336 Broadway #7, Chico, CA 95928 1 (530) 894-8801, fax (530) 894-8805 1 email: cj@r-c-e.com 1 Job 99.164 DESIGN CHECK - NDS -1997 Column DESIGN DATA: type: pinned base, Loadface = width(b) material: Timber -soft Ke x Lb: 1.00 x 4.50= 4.50 [ft] Ke x Ld: 1.00 x 4.50= 4.50 [ft) lateral support: Top = Lb Bottom = Lb total length: 4.50 [ft] Load Combinations: ICBG -UBC INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution 1 Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Wind Axial 1000 (Eccentricity = 0.0 in) 2 Dead Full Area 30 (3.50)* No 3 Constr. Full Area 16 (3.50)* No 4 Dead Full UDL 160 No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 9 5 ft I" " ---------- ------------------- Dead 1 596 596 Live 1 126 126 Total 1 722 722 B.Length 1 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No.l, 11.5x5.5 @15.023 plf This section PASSES the design code check. #### WARNING: this CUSTOM SIZE is not in the database. Refer to online help. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion 1 Analysis Value I Design Value I Analysis/Design I -------------=1----------------I----------------I------------------I Shear fv @d = 11 Fv' = 76 fv/Fv' = 0.15 Bending(+) fb = 139 Fb' = 1215 fb/Fb' = 0.11 Axial fc = 17 Fc' = 1375 fc/Fc' - 0.01 Axial Bearing fg - 17 Fg' = 2368 fg/Fg' = 0.01 Combined (axial compression + side load bending) Eq.3.9-3 = 0.11 Live Defl'n 0.00 = <L/999 0.15 = L/360 0.01 Total Defl'n 0.02 = <L/999 0.22 = L/240 0.07 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 0.90 1.00 1.00 1.000 1.00. 1.000 1.00 1.00 1 Fv' = 85 0.90 1.00 1.00 (CH = 1.000) 1 Fcp'= 625 1.00 1.00 - Fc' = 925 1.60 1.00 1.00 1.00 (Cp = 0.929) 4 Fc' = 925 0.90 --combined comp. + bending-- (Cp = 0.963) 1 E' = 1.6 million 1.00 1.00 2 Fg' = 1480 1.60 1.00 4 ADDITIONAL DATA Bending(+): LC# 1 = D only, M = 671 lbs -ft Shear : LC# 1 = D only, V = 596, v@d = 482 lbs Deflection: LC# 2 = D+C Total Deflection = 1.50(Defln dead) + Defln_Live. Axial LC# 4 = D+W, P - 1068 lbs Combined LCII 1 = D only, CD= 0.90 (1 - fc/FCE) - 1.00 (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. �l3 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN B14 WoodWorks® Sizer 97d COMPANY I PROJECT R. C. E. I Dowd Residence 336 Broadway 97, Chico, CA 95928 1 (530) 894-8801, fax (530) 894-8805 1 email: cj@r-c-e.com I Job 99.164 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Timber -soft service: wet lateral support: Top= @Supports Bottom= @Supports total length: 14.00 (ft] Load Combinations: ICBG -UBC INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 12 (5.00)' No 2 Live Full Area 60 (5.00)* Yes 3 Live Point 250 0.00 Yes *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 4.5 9.5 ft I ---------- ---------------------------- Uplift 1 162 Dead 1 774 276 Live 1 3463 1425 Total 1 4237 1701 B.Length 1 1.8 1.0 DESIGN SECTION: D.Fir-L, No. 1, 6x12 @15.023 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I --------------I----------------I----------------I------------------1 Shear fv @d = 46 Fv' = 85 fv/Fv' = 0.54 Bending(+) fb = 382 Fb' = 1338 fb/Fb' = 0.29 Bending(-) fb = 487 Fb' = 1337 fb/Fb' = 0.36 Live Defl'n 0.13 = L/423 0.30 = L/180. 0.42 Total Defl'n 0.13 = L/404 0.60 = L/90 0.22 (a cantilever span governs deflection) FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.00 1.00 1.00 0.991 1.00 1.000 1.00 1.00 4 Fb'-= 1350 1.00 1.00 1.00 0.991 1.00 1.000 1.00 1.00 3 Fv' = 85 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 0.67 1.00 - E' = 1.6 million 1.00 1.00 3 ADDITIONAL DATA Bending(+): LC# 4 = D+L (pattern: L), M = 3857 lbs -ft Bending(-): LC# 3 = D+L (pattern: Z-), M = 4922 lbs -ft Shear : LC# 2 = D+L, V = 2299, V@d = 1940 lbs Deflection: LC# 3 - D+L (pattern: L_) Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Nov. 24, 1999 11:05:26 P-> I ly • F] WOOdWOrkS® Sizer SOFTWARE FOR WOOD DESIGN B15 WoodWorks® Sizer 97d Nov. 15, 1999 13:27:20 COMPANY I PROJECT R. C. E. I Dowd Residence 336 Broadway #7, Chico, CA 95928 1 (530) 894-8801, fax (530) 894-8805 1 email: cj@r-c-e.com I Job 99.164 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: ------------------------------ material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 6.50 (ft] Load Combinations: ICBO-UBC --------------------------------------------------- INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) >>Self -weight automatically included<< ------------------------------------------------------------ Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 30 (14.00)* No 2 Constr. Full Area 16 (14.00)* Yes *Tributary Width (ft) ------------------------------------------------------ MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 6.5 ft I" ---------- ------------------- Dead I 1397 1397 Live I 728 728 Total I 2125 2125 B.Length I 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, N0.2, 6x8 @ 9.798 plf This section PASSES the design code check. ########################################################################### SECTION vs DESIGN CODE (stress=psi, deflection=in) ------------------------------------------------------------------- Criterion I Analysis Value I Design Value I Analysis/Design ,1 ------ = ------- I ---------------- I----------------I------------------I Shear fv @d = 62 Fv' = 106 fv/Fv' = 0.59 Bending(+) fb = 804 Fb' = 875 fb/Fb' = 0.92 Live Defl'n 0.04 = <L/999 0.22 = L/360 0.17 Total Defl'n 0.14 = L/561 0.32 = L/240 0.43 ------------------------------------------------------------------------ FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# ------------------------------------------ Fb'+= 700 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 E' = 1.3 million 1.00 1.00 2 ADDITIONAL DATA Bending(+): LC# LC# 2 = D+C, M = 3453 lbs -ft Shear : LC# 2 = D+C, V = 2125, V@d = 1716 lbs Deflection: LC# 2 = D+C Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: ----------------------------- 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. r_7 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN B16 WoodWorks® Sizer 97d Nov. 15, 1999 13:29:34 COMPANY I PROJECT R. C. E. I Dowd Residence 336 Broadway #7, Chico, CA 95928 1 (530) 894-8801, fax (530) 894-8805 1 email: cj@r-c-e.com I Job 99.164 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material Timber -soft lateral support: Top= Full Bottom= @Supports total length: 8.50 [ft] Load Combinations: ICBG -UBC INPUT LOADS (force=lbs, pressure=psf, udl=plf, location=ft) >>Self -weight automatically included<< -------------------------------------------------------- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 30 (8.00)* No 2 Constr. Full Area 16 (8.00)* Yes *Tributary width (ft) ------------------------------------------------------ MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ----------�----- 8.5 ft I ---------- ------------------- Dead 1 1062 1062 Live 1 544 544 Total 1 1606 1606 B.Length 1 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No.2, 6x8 @ 9.798 plf This section PASSES the design code check. ########################################################################### ----------------------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) ------------------------------------------------------------ Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I----------------I------------------I Shear fv @d = 50 Fv' = 106 fv/Fv' = 0.47 Bending(+) fb = 794 Fb' = 875 fb/Fb' = 0.91. Live Defl'n 0.06 = <L/999 0.28 = L/360 0.21 Total Defl'n 0.23 = L/434 0.43 = L/240 0.55 ----------------------------------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# ----------------------------------------------------------------------- Fb'+= 700 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 E' = 1.3 million 1.00 1.00 2 ADDITIONAL DATA --------------------------- Bending(+): LC# 2 = D+C, M = 3412 lbs -ft Shear : LC# 2 = D+C, V = 1606, V@d = 1370 lbs Deflection: LC# 2 = D+C Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow w=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, 'X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: ---------------------------------------- 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. . FI WoodWorks® Sizer so B17 WoodWorks® Sizer 97d COMPANY I PROJECT R. C. E. I Dowd Residence 336 Broadway 47, Chico, CA 95928 1 (530) 894-8801, fax (530) 894-8805 1 email: cj@r-c-e.com I Job 99.164 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Glulam-Simple service: wet lateral support: Top= Full Bottom= @Supports total length: 21.50 [ft] Load Combinations: ICBO-UBC INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 30 (6.50)* No 2 Constr. Full Area 16 (6.50)* Yes 'Tributary Width (ft) ------------------------------------------------------------------------ MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 21.5 ft I " ---------- ------------------- Dead 1 2293 2293 Live I 1118 1118 Total 1 3411 3411 B.Length 1 1.9 1.9 DESIGN SECTION: VG West.DF, 24F -V4, 5 125x15=018.260 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design value I Analysis/Design I -------------- I ---------------- I----------------I------------------I Shear fv @d = 59 Fv' = 208 fv/Fv' = 0.28 Bending(+) fb = 1145 Fb' = 2341 fb/Fb' = 0.49 Live Defl'n 0.23 = <L/999 0.72 = L/360 0.32 Total Defl'n 0.94 = L/273 1.08 = L/240 0.88 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.25 0.80 1.00 1.000 1.00 0.976 1.00 1.00 2 Fv' - 190 1.25 0.88 1.00 2 Fcp'= 650 0.53 1.00 - E' = 1.8 million 0.83 1.00 2 ------------------------------ ADDITIONAL DATA Bending(+): LC# 2 - D+C, M = 18332 lbs -ft Shear : LC# 2 = D+C, V = 3411, V@d = 3014 lbs Deflection: LC# 2 = D+C Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. .4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). �q 51 ARE FOR WOOD DESIGN Dec. 2, 1999 13:14:22 Foot2000 ver. 1.0, Copyright 1999 - Spyder Software 11/16/99 7:32:11 AM Company Info I Project Info R. C. E. (Project: Dowd Residence 336 Broadway; Suite 7 ILocation: woodland Park Drive Chico, CA, 95928 1 Chico, CA Phone: (530) 894-8801 (Client: Goldmann & Rose Fax: (530) 894-8805 (Job No.: 99.164 E-mail: cj@r-c-e.com (Footing Id: F1 B2 footing FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 2.00 ksi Concrete Type ...................................................... HardRock Concrete Cover ............................:........................ 3.00 in. Steel Ultimate Strength, Fy........................................ 40.00 ksi ColumnSize ........................................................ 6.00 in. by 6.00 in. Gravity Only Soil Bearing Strength ................................. 1.20 ksf FootingWidth ...................................................... FootingLength ..................................................... FootingDepth ...................................................... Punching Shear Stress .............................................. Beam Shear Stress ................................................. Longitudinal Bottom Reinforcement Required for Strength............ Longitudinal Bottom Temperature and Shrinkage Steel ................ Transverse Bottom Reinforcement Required Inside Column Strip....... Transverse Bottom Reinforcement Required Outside Column Strip...... Transverse Bottom Temperature and Shrinkage Steel .................. Gravity Only Soil Bearing .......................................... LOADING PARAMETERS ACI LOAD CASES CONSIDERED: 1AD + 1.7L 1.25 ft. 1.75 ft. 12.00 in. 2.54 psi. .00 psi. .00 sq. in. .26 sq. in. (2-#4) .00 sq. in. .00 sq. in. .35 sq. in. (2-#4) 1.16 ksf UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 1.50 0.00 0.00 Live Load 0.90 0.00 0.00 d= 12.00" W = 1.25' Cover = 3.00" Foot2000 ver. 1.0, Copyright 1999 - Spyder Software 11/16/99 7:32:3f Company Info I Project Info R. C. E. (Project: Dowd Residence 336 Broadway; Suite 7 ILocation: Woodland Park Drive Chico, CA, 95928 1 Chico, CA Phone: (530) 894-8801 (Client: Goldmann & Rose Fax: (530) 894-8805 ]Job No.: 99.164 E-mail: cj@r-c-e.com (Footing Id: F2 Footing at B3; B5 & GT FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ ConcreteType ...................................................... Concrete Cover ..................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ........................................................ Gravity Only Soil, Bearing Strength ................................. Wind Load Soil Bearing Strength .................................... Seismic Load Soil Bearing Strength ................................. FootingWidth ...................................................... FootingLength .................................................... FootingDepth ....................................................... Punching Shear Stress .............................................. Beam Shear Stress .................................................. Longitudinal Bottom Reinforcement Required for Strength............ Longitudinal Bottom Temperature and Shrinkage Steel ................ Transverse Bottom Reinforcement Required for Strength .............. Transverse Bottom Temperature and Shrinkage Steel .................. Gravity Only Soil Bearing .......................................... Wind Load Soil Bearing ............................................. Seismic Load Soil Bearing .......................................... LOADING PARAMETERS 2.00 ksi HardRock 3.00 in. 40.00 ksi 6.00 (in. by 1.20 ksf 1.60 ksf 1`.60 ksf 2.75 ft. 2.75 ft. 12.00 in. 10.58 psi. 6.59 psi. .00 sq. in. .58 sq. in. .00 sq. in. .54 sq. in. .96 ksf 1.40 ksf 1.21 ksf ACI LOAD CASES CONSIDERED: 1A D + 1.7L 0.75(1.4D + 1.71, + 1.7W) 0.9D + 1.3W 0.75(1.4D + 1.7L + 1.87E) 0.9D + 1.43E UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 3.00 0.00 0.00 Live Load ---= 3.80 0.00 0.00 Wind Load --- '3.30 0.00 0.00 Earthquake 1.90 0.00 0.00 d = 12.00" X W = 2.75' 6.00 in. (3-#4) (3-#4) ::: Cover = 3.00" P9 F 3 Foot2000 ver. 1.0, Copyright 1999 - Spyder Software 11/16/99 7:32:54 AM Company Info I Project Info R. C. E. (Project: Dowd Residence 336 Broadway; Suite 7 ILocation: Woodland Park Drive Chico, CA, 95928 1 Chico, CA Phone: (530) 894-8801 (Client: Goldmann & Rose Fax: (530) 894-8805 (Job No.: 99.164 E-mail: cj@r-c-e.com (Footing Id: F3 Footing at B3 & GT FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 2.00 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.00 in. Steel Ultimate Strength, Fy........................................ 40.00 ksi Column Size ........................................................ 6.00 in. by 6.00 in. Gravity Only Soil Bearing Strength ................................. 1.20 ksf FootingWidth ...................................................... FootingLength ..................................................... FootingDepth ...................................................... Punching Shear Stress ............................... ............. Beam Shear Stress .................................................. Longitudinal Bottom Reinforcement Required for Strength............ Longitudinal Bottom Temperature and Shrinkage Steel ................ Transverse Bottom Reinforcement Required Inside Column Strip....... Transverse Bottom Reinforcement Required Outside Column Strip...... Transverse Bottom Temperature and Shrinkage Steel .................. Gravity Only Soil Bearing .......................................... LOADING PARAMETERS ACI LOAD CASES CONSIDERED: 1.4D + 1.71, 1.25 ft. 3.75 ft. 12.00 in. 11.80 psi. 15.66 psi. .11 sq. in. (1-#4) .26 sq. in. (2-#4) .00 sq. in. .00 sq. in. .74 sq. in. (4-#4) 1.19 ksf UNFACTORED LOADS: Load Case FY (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 2.80 0.00 0.00 Live Load 2.50 0.00 0.00 d= 12.00" X W = 1.25' As = 1-#4 Bars Cover = 3.00" AMPy y � Foot2000 ver. 1.0, Copyright 1999 - Spyder Software 11/16/99 7:33:54 Company Info I Project Info R. C. E. (Project: Dowd Residence 336 Broadway; Suite 7 (Location: Woodland Park Drive Chico, CA, 95928 1 - Chico, CA Phone: (530) 894-8801 (Client: Goldmann & Rose Fax: (530) 894-8805 (Job No.: 99.164 E-mail: cj@r-c-e.com (Footing Id: F4 Footing at B4 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ Concrete Type ...................................................... Concrete Cover ..................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ........................................................ Gravity Only Soil Bearing Strength .................................. Wind Load Soil Bearing Strength .................................... Seismic Load Soil Bearing Strength ................................. FootingWidth ...................................................... FootingLength ..................................................... FootingDepth ...................................................... Punching Shear Stress .............................................. Beam Shear Stress ................................................. Longitudinal Bottom Reinforcement Required for Strength............ Longitudinal Bottom Temperature and Shrinkage Steel ................ Transverse Bottom Reinforcement Required Inside Column Strip....... Transverse Bottom Reinforcement Required Outside Column Strip...... Transverse Bottom Temperature and Shrinkage Steel .................. Gravity Only Soil Bearing .......................................... Wind Load Soil Bearing ............................................. Seismic Load Soil Bearing .......................................... LOADING PARAMETERS ACI LOAD CASES CONSIDERED: 1.4D + 1.7L 0.75(1.4D + 1.7L + 1.7W) 0.9D + 1.3W 0.75(1.4D + 1.71, + 1.87E) 0.9D + 1.43E 2.00 ksi HardRock 3.00 in. 40.00 ksi 6.00 in. by 1.20 ksf 1.60 ksf 1.60 ksf 1.25 ft. 3.25 ft. 12.00 in. 6.79 psi. 11.23 psi. .08 sq. in. .26 sq. in. 00 sq. in. 00 sq. in. .64 sq. in. 1.05 ksf 1.51 ksf 1.46 ksf UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 2.40 0.00 0.00 Live Load 1.60 0.00 0.00 Wind Load 1.90 0.00 0.00 Earthquake 1.70 0.00 0.00 d= 12.00" W = 1.25' As = 1-44 Bars 6.00 in. (1-#4) (2-#4) (4-#4) ::: Cover = 3.00" Foot2000 ver. 1.0, Copyright 1999 - Spyder Software 11/16/99 7:34:04 AM Company Info I Project Info R. C. E. (Project: Dowd Residence 336 Broadway; Suite 7 ILocation: Woodland Park Drive 1 Chico, CA, 95928 1 Chico, CA Phone: (530) 894-8801 (Client: Goldmann & Rose Fax: (530) 894-8805 (Job No.: 99.164 E-mail: cj@r-c-e.com IFooting Id: F5 Footing at B6 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 2.00 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................:.................. 3.00 in. Steel Ultimate Strength, Fy........................................ 40.00 ksi Column Size.......................................................... 6.00 in. by 6.00 in. Gravity Only Soil Bearing Strength ................................. 1.20 ksf FootingWidth ...................................................... FootingLength ..................................................... FootingDepth ...................................................... Punching Shear Stress......... . Beam Shear Stress ......................... ...... ............... Longitudinal Bottom Reinforcement Required for Strength............ Longitudinal Bottom Temperature and Shrinkage Steel ................ Transverse Bottom Reinforcement Required for Strength .............. Transverse Bottom Temperature and Shrinkage Steel .................. Gravity Only Soil Bearing .......................................... LOADING PARAMETERS ACI LOAD CASES CONSIDERED: 1AD + 1.7L 2.00 ft. 2.00 ft. 12.00 in. 8.27 psi. .63 psi. 00 sq. in. .42 sq. in. (3-#4) .00 sq. in. .40 sq. in. (2-#4) 1.09 ksf UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 2.70 0.00 0.00 Live Load 1.40 0.00 0.00 d= 12.00" i2 W = 2.00' Cover = 3.00" �3 )=L/o Foot2000 ver. 1.0, Copyright 1999 - Spyder Software 11/16/99 7:34:12 AM Company Info I Project Info R. C. E. (Project: Dowd Residence 336 Broadway; Suite 7 ILocation:" Woodland Park Drive Chico, CA, 95928 I Chico, CA Phone: (530) 894-8801 (Client: Goldmann & Rose Fax: (530) 894-8805 (Job No.: 99.164 E-mail: cj@r-c-e.com (Footing Id:. F6 Footing at B7 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 2.00 ksi Concrete Type ....................................................... HardRock Concrete Cover ..................................................... 3.00 in. Steel Ultimate Strength, Fy........................................ 40.00 ksi Column Size ........................................................ 6.00 in. by 6.00 in.� Gravity Only Soil Bearing Strength ................................. 1.20 ksf FootingWidth ...................................................... FootingLength ..................................................... FootingDepth ....................................................... Punching Shear Stress.. ............................................ Beam Shear Stress......... Longitudinal Bottom Reinforcement Required for Strength............ Longitudinal Bottom Temperature and Shrinkage Steel ................ Transverse Bottom Reinforcement Required for Strength .............. Transverse Bottom Temperature and Shrinkage Steel .................. Gravity Only Soil Bearing .......................................... LOADING PARAMETERS ACI LOAD CASES CONSIDERED: 1AD + 1.71, 2.25 ft. 2.25 ft. 12.00 in. 10.66 psi. 2.28 psi. .00 sq. in. .47 sq. in. (3-#4) .00 sq. in. .45 sq. in. (3-#4) .99 ksf UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 3.10 0.00 0.00 Live Load 1.60 0.00 0.00 d= 12.00" X W = 2.25' Cover = 3.00" Foot2000 ver. 1.0, Copyright 1999 - Spyder Software Company Info I R. C. E. (Project: 336 Broadway; Suite 7 ILocation: Chico, CA, 95928 1 Phone: (530) 894-8801 (Client: Fax: (530) 894-8805 (Job No.: E-mail: cj@r-c-e.com (Footing Id Footing at B7 & B8 12/2/99 1:18:18 PM Project Info Dowd Residence Woodland Park Drive Chico, CA Goldmann & Rose 99.164 F7 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ ConcreteType ...................................................... Concrete Cover ..................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ........................................................ Gravity Only Soil Bearing Strength ................................. FootingWidth ....................................................... FootingLength ..................................................... FootingDepth ...................................................... Punching Shear Stress .............................................. Beam Shear Stress .................................................. Longitudinal Bottom Reinforcement Required for Strength............ Longitudinal Bottom Temperature and Shrinkage Steel ................ Transverse Bottom Reinforcement Required for Strength .............. Transverse Bottom Temperature and Shrinkage Steel .................. Gravity Only Soil Bearing .......................................... LOADING PARAMETERS ACI LOAD CASES CONSIDERED: 1AD + 1.7L F7 2.00 ksi HardRock 3.00 in. 40.00 ksi 6.00 in. by 6.00 in. 1.20 ksf 2.25 ft. 2.25 ft. 18.00 in. 3.18 psi. 00 psi. 00 sq. in. .80 sq. in. (4-#4) .00 sq. in. .77 sq. in. (4-#4) 1.20 ksf UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 3.70 0.00 0.00 Live Load 1.90 0.00 0.00 d = 18.00" X W = 2.25' I - Cover = 3.00" Foot2000 ver. 1.0, Copyright 1999 - Spyder Software Company Info I R. C. E. (Project: 336 Broadway; Suite 7 (Location: Chico, CA, 95928 1 Phone: (530) 894-8801 (Client: Fax: (530) 894-8805 (Job No.: E-mail: cj@r-c-e.com IFooting Id Footing at B9 FOUNDATION PARAMETERS loeel 11/16/99 7:35:26 Project Info Dowd Residence Woodland Park Drive Chico, CA Goldmann & Rose 99.164 F8 Concrete Ultimate Compressive Strength, f'c........................ ConcreteType ...................................................... Concrete Cover ..................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ........................................................ Gravity Only Soil Bearing Strength ................................. Wind Load Soil Bearing Strength .................................... Seismic Load Soil Bearing Strength ................................. FootingWidth ...................................................... FootingLength ..................................................... FootingDepth......... .............................................. Punching Shear Stress .............................................. Beam Shear Stress .................................................. Longitudinal Bottom Reinforcement Required for Strength ............. Longitudinal Bottom Temperature and Shrinkage Steel ................ Transverse Bottom Reinforcement Required for Strength .............. Transverse Bottom Temperature and Shrinkage Steel .................. Gravity Only Soil Bearing .......................................... Wind Load Soil Bearing ............................................. Seismic Load Soil Bearing .......................................... LOADING PARAMETERS ACI LOAD CASES CONSIDERED: 1A D + 1.71, 0.75(1.4D + 1.7L + 1.7W) 0.9D + 1.3W 0.75(1.4D + 1.7L + 1.87E) 0.9D + 1.43E F3 2.00 ksi HardRock 3.00 in. 40.00 ksi 6.00 in. by 6.00 in. 1.20 ksf 1.60 ksf 1.60 ksf 2.75 ft. 2.75 ft. 24.00 in. 2. 11 psi.. 00 psi. 00 sq. in. 1.37 sq. in. (7-#4) .00 sq. in. 1.34 sq. in. (7-#4) .73 ksf 1.35 ksf 1.32 ksf UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 3.00 0.00 0.00 Live Load 1.60 0.00 0.00 Wind Load 4.70 0.00 0.00 Earthquake 4.50 0.00 0.00 d= 24.00" X W = 2.75' Cover = 3.00" Foot2000 ver. 1.0, Copyright 1999 - Spyder Software 12/2/99 10:33:41 AM Company Info I Project Info Frank M. Glazewski; Architect (Project: Dowd Residence 1907 Mangrove Ave.; Suite E (Location: Woodland Park Drive Chico, CA, 95926 I Chico, CA Phone: (530) 343-4630 (Client: Goldmann & Rose Fax: (530) 894-3422 (Job No.: 99.164 E-mail: (Footing Id: F91 Foundation at wall line C FOUNDATION PARAMETERS Length, ft. Width, ft. Depth, inches Material Properties: Section: 1 2.00 4.00 Conc. Strength Conc. Type Bot. Steel Top Steel Steel Yield 36.00 f'c, psi Cover, in. Cover, in. Fy, ksi Section: 1 2,000 HardRock 3.00 2:00 40 Section: 2 2,000 HardRock 3.00 2.00 40 Section: 3 2,000 HardRock 3.00 2.00 40 Footing Section Geometry: Length, ft. Width, ft. Depth, inches Section: 1 2.00 4.00 32.00 Section: 2 36.00 1.25 32.00 Section: 3 2.00 4.00 32.00 Column & Wall Data: Type Center Length Width Col-f'c Col-Fy Dowel Bars ft. in. in. psi ksi No. & Size Column 1 Other 9.00 3.50 5.50 n/a n/a n/a Column 2 Other 15.00 3.50 5.50 n/a n/a n/a Column 3 Other 27.00 3.50. 5.50 n/a n/a n/a Column 4 Other 30.50 3.50 5.50 n/a n/a n/a Column 5 Other 36.50 3.50 .5.50 n/a n/a n/a Column 6 Other 39.50 3.50 5.50 n/a n/a n/a Column 11 Other 0.30 5.50 5.50 n/a n/a n/a Column 12 Other 2.70 5.50 5.50 n/a n/a n/a Type Center Length Width Height Density Use ft., ft. in. ft. pcf Stiffness? Wall 7 Stud 1.50 3.00 5.50 8.00 0 No Wall 8 Stud 12.00 6.00 5.50 8.00 0 No Wall 9 Stud 28.75 3.50 5.50 8.00 0 No Wall 10 Stud 38.00 3.00 5.50 8.00 0 No Soil Bearing Results, psf (actual / allowable): Gravity Case Wind Case Seismic Case Section: 1 1,178 / 1,200 1,535 / 1,596 1,417 / 1,596 Section: 2 1,163 / 1,200 1,472 / 1,596 1,372 / 1,596 Section: 3 837 / 1,200 971 / 1,596 959 / 1,596 Beam Shear Stresses: . Section: 1 ............................ 0.00 psi. Stirrups not required Section: 2 ........................... 11.96 psi. Stirrups not required Section: 3 ........................... 0.00.psi. Stirrups not required Punching Shear Stresses: Column 1 ........................... 0.00 psi. Column 2 ........................... 0.00 psi. Column 3 ........................... 0.00 psi. Column 4 ........................... 0.00 psi. Column 5 ........................... 0.00 psi. Column 6 ........................... 3.95 psi. Wall 7 ........................... 0.00 psi. Wall 8 ........................... 0.00 psi. Wall 9 ........................... 0.00 psi. Wall 10 ........................... 0.00 psi. Column ll ........................... 0.00 psi. Column . 12 ............................ 0.00 psi. Foot2000 ver. 1.0, Copyright Footing Id: F9 Page: 2 1999 - Spyder Software 12/2/99 10:33:41 AM Reinforcing Requirements per ACI Ultimate Strength Methods: Load Seismic Top Steel Bottom Steel Transverse FY Stirrups int, Design in', Design int/ft, Spacing inz, Spacing Section: 1 FY MZ Column:l 1.20 0.00 Strength:.. 0.0,6 1-#4 0.07 1-#4 0.05 #4 @ 52.7in. Not Regd... Section: 2 n/a Column:2 2.70 0.00 Strength:.. 0.29 2-#4 0.42 3-#4 0.00 -....N/A.... 0.00 Not Regd... Section: 3 n/a Column:3 2.70 0.00 Strength:.. 0.09 1-#4 0.15 1-#4 0.02#4 @ 104.6in. Not Regd... Note: Strength = Steel Required for Strength.. Column:4 1.40 0.00 Loading Parameters: 0.00 -4.70 0.00 -4.40 ACI Load Cases Considered: n/a Column:5 1.40 0.00 1.4D + 1.7L 0.75(1.4D + 1.7L + 1.7W) 0.9D + 1.3w 0.75(1.4D + 1.7L + 1.87E) 0.9D + 1.43E n/a Column:6 0.00 Un -Factored Loads, (ft -kips): L Dead Load Live Load Wind Load Seismic Load Other Load FY MZ FY MZ FY MZ FY MZ FY MZ Column:l 1.20 0.00 0.`65 0.00 4.70 0.00 4.40 0.00 n/a Column:2 2.70 0.00 1.50 0.00 -4.70 0.00 -4.40 0.00 n/a Column:3 2.70 0.00 1.50 0.00 4.70 0.00 4.40 0.00 n/a Column:4 1.40 0.00 0.80 0.00 -4.70 0.00 -4.40 0.00 n/a Column:5 1.40 0.00 0.80 0.00 4.70 0.00 4.40 0.00 n/a Column:6 0.00 0.00 0.00 0.00 -4.70 0.00 -4.40 0.00 n/a wall :7 1.80 0.00 0.50 0.00 0.00 0.00 0.00 0.00 n/a Wall :8 4.60 0.00 1.50 0.00 0.00 0.00 0.00 0.00 n/a Wall :9 2.70 0.00 0.90 0.00 0.00 0.00 0.00 0.00 n/a Wall :10 2.30 0.00 0.75 0.00 0.00 0.00 0.00 0.00 n/a Column:ll 1.50 0.00 0.80 0.00 3.30 0.00 1.90 0.00 n/a Column:12 2.50 0.00 3.00 0.00 0.00 0.00 0.00 0.00 n/a L Foot2000 ver. 1.0, Copyright 1999 - Spyder Software 12/2/99 10:33:41 AM Footing Id: F9 Page: 3 `Col#1Col#12 lWall#8 Col#2 Wall#9 Col#4 Wall#l0:ol#6 FS #1 FS #2 FS 3 o-ft. 6.8 kips 40 -ft. V, kips 0 M, ft -k 0 --.- -,F. 20.9 ft -kips 1,535 psf Bearing psf 0 Defl, in 0 0.427' /':) F1 Z_ Foot2000 ver. 1.0, Copyright 1999 - Spyder Software 12/2/99 10:23:15 AM Company Info I Project Info Frank M. Glazewski; Architect (Project: Dowd Residence 1907 Mangrove Ave.; Suite E ILocation: Woodland Park Drive Chico, CA, 95926 1 Chico, CA Phone: (530) 343-4630 (Client: Goldmann & Rose Fax: (530) 894-3422 (Job No.: 99.164 E-mail: (Footing Id: F10 w single wall Foundation at wall line 7 FOUNDATION PARAMETERS Material Properties: Conc. Strength Conc. Type Bot. Steel Top Steel f'c, psi Cover, in. Cover, in. Section: 1 2,000 HardRock 3.00 2.00 Footing Section Geometry: Length, ft. Width, ft. Depth, inches Section: 1 16.00 1.75 24.00 Column & Wall Data: Type Center Length Width Col-f'c Col-Fy ft. in. in. psi ksi Column 1 Other 15.70 5.50 5.50 n/a n/a Column i 3 Other 0.30 5.50 5.50 n/a n/a Column 4 Other 4.00 5.50 5.50 n/a n/a Column 5 Other 12.00 5.50 5.50 n/a n/a Type Center Length Width Height Density ft. ft. in. ft. pcf Wall 2 Conc. 8.00 16.00 8.00 i.50 150 Soil Bearing Results, psf (actual / allowable): Gravity Case Wind Case Seismic Case Section: 1 640 / 1,200 1,498 /. 1,596 969 / 1,596 Beam Shear Stresses: Steel Yield Fy, ksi 40 Dowel Bars No. & Size n/a n/a n/a n/a Use Stiffness? Yes Section: 1 0.00 psi. Stirrups not required Punching Shear Stresses: Column 1 ........................... 0.00 psi. Wall 2 0.00 psi. Column 3 ........................... 0.00 psi. Column 4 ........................... 0.00 psi. Column 5 ............................ 0.00 psi. Reinforcing Requirements per ACI Ultimate Strength Methods: Top Steel Bottom Steel Transverse Design in Z, Design int/ft, Spacing Section: 1 Strength:.. 0.64 2-#6 0.30 2-#4 0.00 -....N/A.... Note: Strength = Steel Required for Strength.. Stirrups in Z, Spacing Not Reqd... Foot2000 ver. 1.0, Copyright 1999 - Spyder Software 12/2/99 10:23:15 AM Footing Id: F10 w single wall Page: 2 Loading Parameters: ACI Load Cases Considered: 1.4D + 1.7L 0.75(1.4D + 1.7L + 1.7W) 0.9D + 1.3W 0.75(1.4D + 1.7L + 1.87E) 0.9D + 1.43E Un -Factored Loads, (ft -kips): Dead Load Live Load Wind Load Seismic Load Other Load FY MZ FY MZ FY MZ FY MZ FY MZ Column:l 2.00 0.00 0.00 0.00 8.30 0.00 3.30 0.00 n/a Wall :2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 n/a Column:3 2.00 0.00 0.00 0.00 -8.30 0.00 -3.30 0.00 n/a Column:4 1.50 0.00 0.00 0.00 8.30 0.00 3.30 0.00 n/a Column:5 1.50 0.00 0.00 0.00 -8.30 0.00 -3.30 0.00 n/a /.& F Foot2000 ver. 1.0, Copyright 1999 - Spyder Software 12/2/99 10:23:15 AM Footing Id: F10 w single wall Page: 3 'Col#32 Col#4 Col95 Col# 1 0 -ft. FS #1 1693 kips V, kips 0 -9.3 kips M, ft -k 01 -24.0 ft -kips 1,498 psf Bearing psf 0 Defl, in 0 0.416" 19.4 ft -kips Foot2000 ver. 1.0, Copyright 1999 - Spyder Software 11/16/99 8:27:32 AM Company Info I Project Info R. C. E. (Project: Dowd Residence 336 Broadway; Suite 7 (Location: Woodland Park Drive Chico, CA, 95928 1 Chico, CA Phone: (530) 894-8801 (Client: Goldmann & Rose Fax: (530) 894-8805 (Job No.: 99.164 E-mail: cj@r-c-e.com IFooting Id: Fll Foundation at wall line G FOUNDATION PARAMETERS Material Properties: Conc. Strength Conc. Type Bot. Steel Top Steel Steel Yield f'c, psi Cover, in. Cover, in. Fy, ksi Section: 1 2,000 HardRock 3.00 2.00 40 Section: 2 2,000 HardRock 3.00 2.00 40 Section: 3 2,000 HardRock 3.00 2.00 40 Footing Section Geometry: Length, ft. Width, ft. Depth, inches Section: 1 1.50 3.00 24.00 Section: 2 13.00 1.25 24.00 Section: 3 1.50 4.00 24.00 Column & Wall Data: Type Center Length Width Col-f'c Col-Fy Dowel Bars ft. in. in. psi ksi No. & Size Column 1 Other 15.70 5.50 5.50 n/a n/a n/a Column 4 Other 0.30 5.50 5.50 n/a n/a n/a Column 5 Other 3.00 5.50 5.50 n/a n/a. n/a Column 6 Other 13.00 5.50 5.50 n/a n/a n/a Type Center Length Width Height Density Use ft. ft. in. ft. pcf Stiffness? Wall 2 Stud 1.50 3.00 5.50 8.00 0 No Wall 3 Stud 14.50 3.00 5.50 8.00 0 No Soil Bearing Results, psf (actual / allowable): Gravity Case Wind Case Seismic Case Section: 1 466 / 1,200 818 / 1,596 713 / 1,596 Section: 2 455 / 1,200 729 / 1,596 647 / 1,596 Section: 3 433 / 1,200 747 / 1,596 653 / 1,596 Beam Shear Stresses: Section: 1 ...................... :.... 0.00 psi. Stirrups not required Section: 2 ........................... 8.96 psi. Stirrups not required Section: 3 ........................... 0.00 psi. Stirrups not required Punching Shear Stresses: Column 1 ........................... 5.34 psi. Wall 2 ........................... 0.00 psi. Wall 3 ........................... 0.00 psi. Column : 4 ........................... 0.00 psi. Column 5 ........................... 0.00 psi. Column 6 ............................ 0.00 psi. lel P� y F16 Foot2000 ver. 1.0, Copyright 1999 - Spyder Software 11/16/99 8:27:33 AM Footing Id: F11 Page: 2 Reinforcing Requirements per ACI Ultimate Strength Methods:. Top Steel Bottom Steel Transverse Stirrups int, Design inz, Design inz/ft, Spacing in', Spacing Section: 1 Strength:.. 0.16 1-#4 0.15 1-#4 0.02#4 @ 147.7in. Not Regd... Section: 2 Strength:.. 0.33 2-#4 0.30 2-#4 0.00 -....N/A.... Not Regd... Section: 3 Strength:.. 0.15 1-#4 0.15 1-#4 0.02 #4 @ 96.3in. Not Regd... Note: Strength = Steel Required for Strength.. Loading Parameters: ACI Load Cases Considered: 1.4D + 1.7L 0.75(1.4D + 1.7L + 1.7W) 0.9D + 1.3W 0.75(1.4D + 1.7L + 1.87E) 0.9D + 1.43E Un -Factored Loads, (ft -kips): Dead Load Live Load Wind Load Seismic Load Other Load FY MZ FY MZ FY MZ FY_ MZ FY MZ Column:l 0.00 0.00 0.00 0.00 -5.70 0.00 -4.00 0.00 n/a Wall :2 1.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00 n/a Wall :3 1.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00 n/a Column:4 0.00 0.00 0.00 0.00 5.70 0.00 4.00 0.00 n/a Column:5 0.00 0.00 0.00 0.00 -5.70 0.00 -4.00 0.00 n/a Column:6 0.00 0.00 0.00 0.00 5.70 0.00 4.00 0.00 n/a lel Foot2000 ver. 1.0, Copyright 1999 - Spyder Software Footing Id: Fil Page: 3 'Col942 Col45 �y► F17 .11/16/99 8:27:33 AM Col#6.#3 Col#1 0 -ft. FS #1 FS #2 FS #3 II;1--1--11--1—=i fII I I II 165'2 kips V, kips 0 M, ft -k 0 818 psf Bearing psf 0 Deft, in 0 0.227" 13 -5.3 kips 10.8 ft -kips -12.5 ft -kips DESIGN SUMMARY Total Bearing Load = 1,293 lbs Summary of Stem Section Designs.... ...resultant ecc. = 7.10 in Top: 6 in Conc, #4@12.00 in@Cntr, From 5.5 ft to 0.0 ft Soil Pressure @ Toe = 1,309 <= Toe Residence ACI Factored Soil Press6re R. C. E. 0 psf Title Dowd = 1,556 336 Broadway Suite #7 Mu' : From Downward Loads Job # : R.C.E. 99- Dsgnr: JSS Date:NOV 24,1999 Chico, CA 95928 = 1,147 Description.... Actual One -Way Shear (530) 894-8801: fax (530) 894-8805 5.27 psi 4' retaining walls in driveway area email: cj@r-c-e.com 76.03 psi CANTILEVERED RETAINING WALL DESIGN Page 1 oft _GENERALj I SOIL DATA Retained Height = 5.00 ft Allow Soil Bearing = 1,400.0 psf Wall height above retained soil 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall 10.00: Active Soil Pressure - Heel Side = 35.0 psf Height of Soil over Toe 12.00 in Active Soil Pressure - Toe Side = 35.0 pcf Passive Pressure = 250.0 pcf Soil Density = 110.00 pcf Water table height over heel = O.Oft FOOTING DATA SLIDING DATA Toe Width = 1.50 ft Friction Factor @ Footing & Soil 0.300 Heel Width = 1.00 ...neglect ht. for passive O.00in Total Footing Width = 2.50 Footing Thickness = 12.00 in Lateral Sliding Force 570.5 less Passive Pressure Force - 500.01bs KEY DATA less Friction Force = 387.91bs Distance from Toe = 0.00 ft Added Restraint Force Required = 0.0 lbs Width = 0.00 in Depth = 0.00 in FOOTING DESIGN RESULTS f'c = 2,000 psi Minimum Footing Rebar Options...... Fy = 40,000 psi Toe Side...... Heel Side.... Minimum As % = 0.0018 Rebar Cover @ Top = 2.00 in Not req'd Not req'd Rebar Cover @ Bottom = 3.00 in Mu < S * Fr Mu < S .x Fr DESIGN SUMMARY Total Bearing Load = 1,293 lbs Summary of Stem Section Designs.... ...resultant ecc. = 7.10 in Top: 6 in Conc, #4@12.00 in@Cntr, From 5.5 ft to 0.0 ft Soil Pressure @ Toe = 1,309 <= Toe Heel ACI Factored Soil Press6re = 1,852 0 psf Mu' : From Upward Loads = 1,556 0 ft-# Mu' : From Downward Loads = 410 178 ft-# Mu: Used For Design = 1,147 178 ft-# Key Reinforcement: Not Req'd = Mu<S*Fr Actual One -Way Shear = 8.67 5.27 psi Allowable One -Way Shear = 76.03 76.03 psi DESIGN SUMMARY Total Bearing Load = 1,293 lbs Summary of Stem Section Designs.... ...resultant ecc. = 7.10 in Top: 6 in Conc, #4@12.00 in@Cntr, From 5.5 ft to 0.0 ft Soil Pressure @ Toe = 1,309 <= 1,400 psf Soil Pressure @ Heel = 0 <= 1,400 psf ACI Factored Press @ Toe = 1,852 psf ACI Factored Press @ Heel = 0 psf Footing Shear @ Toe = 8.7 <= 76.0 psi Footing Shear @ Heel = 5.3 <= 76.0 psi WALL STABILITY RATIOS Overturning Stability Ratio = 1.68 Sliding Ratio Ratio = 1.56 RetainPro V4.Oa (c) 1989.96 ENERCALC R. C. E. Title Dowd Residence 336 Broadway Suite #7 Job # : R.C.E. 99- Dsgnr: JSS Date:NOV 24,1999 Chico, CA 95928 Description.... (530) 894.8801: fax (530) 894.8805 4' retaining walls in driveway area email: cj@r-c-e.com CANTILEVERED RETAINING WALL DESIGN Page 2of2 SUMMARY OF OVERTURNING & RESISTING FORCES & MOMENTS .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-.# Heel Active Pressure = 640.5 2.02 1,291.8 Soil Over Heel 275.0 2.25 618.8 Sloped Soil Over Heel = 1.4 2.33 3.2 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 0.00 Toe Active Pressure = -70.0 0.67 -46.7 Soil Over Toe 165.0 0.75 123.8 Surcharge Over.Toe = Stem Weight(s) = 412.5 1.75 721.9 Earth @ Stem Transitions = Footing Weight = 375.0 1.25 468.7 Key Weight = Vert. Component = 64.1 2.50 160.1 Added Lateral Load = Load @ Stem Above Soil = TOTALS = 570.5 O.T.M. _" 1,245.1. 1,292.9 R. M. = 2,096.5 Vertical component of active pressure used for soil pressure Toe Surcharge Not Used To Resist Overturning Resisting/Overturning Ratio 1.68 Heel Surcharge Not Used To Resist Overturning STEM CONSTRUCTION & DESIGN Top Stem Stem OK Design at this height above ftg O.00ft Wall Material Above "Ht" Concrete Not Used Thickness 6.00 in 8.00 Rebar Size # 4 Rebar Spacing 12.00 in Rebar Placed at Cente Design Data fb/FB + fa/Fa 0.731 Total Force @ Section 714.0 lbs lbs Moment.... Actual 1,229.7ft-# Moment..... Allowable 1,682.Oft-# Shear..... Actual 19.831bs Shear..... Allowable 76.03 psi Bar Embed ABOVE Ht. #####.## in Bar Embed BELOW Ht. 6.00 in " Wall Weight 75.0psf Rebar Depth 'd' 3.00 in Masonry Data f' m ' Fs = Solid Grouting Special Inspection Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Concrete Data f'c 2,000 psi 2,000 psi Fy 40,000 psi 40,000 psi RetainPro V4.Oa (c) 1989-96 ENERCALC "I jj� 1309.psf 12f k3 6" Conc w/ #4 e #4 Horiz as shown + 2,_6,. 10. 4 , R. C. E. 336 Broadway Suite #7 Chico, CA 95928 (530) 894.8801: fax (530) 894.8805 email: cj@r-c-e.com Title Dowd Residence Py Job # : R.C.E. 99- Dsgnr: JSS Description.... 5.5' retaining wall at garage Date:NOV 24,1999 Soil Density = 110.00 pcf FOOTING DATA CANTILEVERED RETAINING WALL DESIGN Page 1 of2 = 1.75 ft Heel Width OIL DATA Total Footing Width GENERAL Footing Thickness Retained Height = 5.00 ft Allow Soil Bearing = 1,200.0 psf Wall height above retained soil 0.50 ft Rankine Soil Presure calculation Depth Slope Behind Wall 10.00 : Soil Friction Angle = 30.0deg Height of Soil over Toe 12.00 in Active Pressure: Ka*Gamma = 37.2 pcf Passive Pressure:Kp*Gamma = 330.0 pcf Soil Density = 110.00 pcf FOOTING DATA 606.8 Toe Width = 1.75 ft Heel Width = 1.00 Total Footing Width = 2.75 Footing Thickness = 12.00 in KEY DATA 181 ft-# Distance from Toe = 0.00 ft Width = 0.00 in Depth = 0.00 in SURCHARGES = 76.03 Surcharge Over Heel = 0.0 psf Surcharge Over Toe = 0.0 psf LSLIDING DATA Friction Factor @ Footing & Soil 0.300 ...neglect ht. for passive O.00in Lateral Sliding Force = 606.8 less Passive Pressure Force = 900.O1bs less Friction Force 549.61bs Added Restraint Force Required = 0.0 lbs AXIAL LOAD APPLIED TO STEM Axial Dead Load = 470.01bs Axial Live Load = 224.01bs Axial Load Eccentricity = 0.0 in FOOTING DESIGN RESULTS Toe Heel f'c = 2,000 psi Minimum Footing Rebar Options...... Fy = 40,000 psi Toe Side...... Heel Side.... Minimum As clo = 0.0018 181 ft-# Rebar Cover @ Top = 2.00 in Not req'd Not req'd Rebar Cover @ Bottom = 3.00 in Mu < S * Fr Mu < S * Fr. DESIGN SUMMARY Total Bearing Load = 1,832 lbs Summary of Stem Section Designs.... ...resultant ecc. = 1.89 in Top: 6 in Conc, #4@12.00 in@Cntr, From 5.5 ft to 0.0 ft Soil Pressure @ Toe = 1,005 <= Toe Heel ACI Factored Soil Pressure = 1,450 708 psf Mu' : From Upward Loads = 0 94 ft-# Mu' : From Downward Loads = 0 181 ft-# Mu: Used For Design = 1,308 87 ft-# Key Reinforcement: Not Req'd = Mu<S*Fr Actual One -Way Shear = 9.65 1.93 psi Allowable One -Way Shear = 76.03 76.03 psi DESIGN SUMMARY Total Bearing Load = 1,832 lbs Summary of Stem Section Designs.... ...resultant ecc. = 1.89 in Top: 6 in Conc, #4@12.00 in@Cntr, From 5.5 ft to 0.0 ft Soil Pressure @ Toe = 1,005 <= 1,200 psf Soil Pressure @ Heel = 490 <= 1,200 psf ACI Factored Press @ Toe = 1,450 psf ACI Factored Press @ Heel = 708 psf Footing Shear @ Toe = 9.7 <= 76.0 psi Footing Shear @ Heel = 1.9 <= 76.0 psi WALL STABILITY RATIOS Overturning Stability Ratio = 2.55 Sliding Ratio Ratio = 2.39 RetainPro V4.Oa (c) 1989-96 ENERCALC RetainPro V4.Oa (c) 1989-96 ENERCALC Residence. R. C. E. Title • Dowd 336 Broadway Suite #7 Job # : R.C.E. 99- Dsgnr: JSS Date:NOV 24,1999 Chico, CA 95928 Description.... (530) 894.8801: fax (530) 894.8805 5.5' retaining wall at garage email: cj@r-c-e.com CANTILEVERED RETAINING WALL DESIGN Page 2of2 L SUMMARY OF OVERTURNING & RESISTING FORCES & MOMENTS ...OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 681.2 2.02 1,373.8 ' Soil Over Heel 275.0 2.50 687.5 Sloped Soil Over Heel = 1.4 2.58 3.6 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 470.0 2.00 940.0 Toe Active Pressure = -74.4 0.67 -49.6 Soil Over Toe 192.5 0.88 168.4 Surcharge Over Toe = Stem Weight(s) = 412.5 2.00 825.0 Earth @ Stem Transitions = Footing Weight = 412.5 1.38 567.2 Key Weight = Vert. Component = 68.1 2.75 187.3 Added Lateral Load = Load @ Stem Above Soil = TOTALS = 606.8 O.T.M. = 1,324.2 1,832.0 R. M. = 3,379.0 Vertical component of active pressure used for soil pressure Toe Surcharge Not Used To Resist Overturning Resisting/Overturning Ratio 2.55 Heel Surcharge Not Used To Resist Overturning STEM CONSTRUCTION & DESIGN Top Stem Stem OK Design at this height above ftg O.00ft Wall Material Above "Ht" Concrete Not Used Thickness 6.00 in 8.00 Rebar Size # 4 Rebar Spacing 12.00 in Rebar Placed at Cente Design Data fb/FB + fa/Fa 0.778 Total Force @ Section 759.41bs lbs Moment.... Actual 1,307.8 ft-# Moment ..... Allowable 1,682.0 ft-# Shear ..... Actual 21.091bs Shear..... Allowable 76.03 psi Bar Embed ABOVE Ht. 12.00 in Bar Embed BELOW Ht. 6.00 in Wall Weight 75.0psf Rebar Depth 'd' 3.00 in Masonry Data f' m Fs = Solid Grouting Special Inspection = Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Concrete Data f'c 2,000psi 2,000 psi Fy 40,000psi 40,000 psi RetainPro V4.Oa (c) 1989-96 ENERCALC DL= 470., LL= 470.#, Ecc= O.in l 10. W490.43psf 1004.8psf #4 Horiz as shown 2'-9" K R. C. E. Title Dowd Residence R 336 Broadway Suite #7 Job # : R.C.E. 99- Dsgnr: JSS Date:NOV 24,1999 Chico, CA 95928 Description.... (530) 894.8801: fax (530) 894.8805 8.5' retaining wall at lower patio email: cj@r-c-e.com CANTILEVERED RETAINING WALL DESIGN Page 1 oft GENERAL SOIL DATA Li Retained Height = 7.50 ft Allow Soil Bearing = 1,400.0 psf Wall height above retained soil 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall 0.00 : Active Soil Pressure - Heel Side = 35.0 psf Height of Soil over Toe 6.00 in Active Soil Pressure - Toe Side = 35.0 pcf Soil Density = 110.00 pcf FOOTING DATA 1 Toe Width = 2.50 ft Heel Width = 3.00 Total Footing Width = 5.50 Footing Thickness = 18.00 in KEY DATA 4,002 ft-# Distance from Toe = 0.00 ft Width = 0.00 in Depth = 0.00 in SURCHARGES = 85.00 Surcharge Over Heel = 0.0 psf Surcharge Over Toe = 0.0 psf Passive Pressure = 250.0 pcf Water table height over heel = 0.0 ft SLIDING DATA Friction Factor @ Footing & Soil 0.300 ...neglect ht. for passive O.00in Lateral Sliding Force = 1,347.51bs less Passive Pressure Force = 500.0 lbs less Friction Force = 1,613.0 lbs Added Restraint Force Required = 0.0 lbs AXIAL LOAD APPLIED TO STEM Axial Dead Load = 1,360.0 lbs Axial Live Load = 680.0 lbs Axial Load Eccentricity = 0.0 in FOOTING DESIGN RESULTS Toe Heel fc = 2,500 psi Minimum Footing Rebar Options...... Fy = 40,000 psi Toe Side...... Heel Side.... Minimum As % = 0.0018 4,002 ft-# Rebar Cover @ Top = 2.00 in Not req'd Not req'd Rebar Cover @ Bottom = 3.00 in Mu < S -* Fr Mu < S x- Fr DESIGN SUMMARY t Total Bearing Load = 5,377 lbs Summary of Stem Section Designs.... ...resultant ecc. _ 2.25 in Top: 8 in Conc, #5@12.00 in@Cntr, From 7.5 ft to 3.0 ft Soil Pressure @ Toe = 1,326 <= Toe Heel ACI Factored Soil Pressure = 1,901 1,256 psf Mu' : From Upward Loads = 0 3,668 ft-# Mu': From Downward Loads = 0 4,002 ft-# Mu: Used For Design = 3,650 334 ft-# Key Reinforcement: Not Req'd = Mu<S*Fr Actual One -Way Shear = 10.64 0.97 psi Allowable One -Way Shear = 85.00 85.00 psi DESIGN SUMMARY t Total Bearing Load = 5,377 lbs Summary of Stem Section Designs.... ...resultant ecc. _ 2.25 in Top: 8 in Conc, #5@12.00 in@Cntr, From 7.5 ft to 3.0 ft Soil Pressure @ Toe = 1,326 <= 1,400 psf Soil Pressure @ Heel = 876 <= 1,400 psf ACI Factored Press @ Toe = 1,901 psf ACI Factored Press @ Heel = 1,256 psf Footing Shear @ Toe = 10.6 <= 85.0 psi Footing Shear @ Heel = 1.0 <= 85.0 psi WALL STABILITY RATIOS Overturning Stability Ratio = 4.23 Sliding Ratio Ratio = 1.57 2nd: 8 in Conc, #5@12.00 in@Edge, From 3.0 ft to 0.3 ft RetainPro V4.Oa (c) 1989-96 ENERCALC R. C. E. Title : Dowd Residence 336 Broadway Suite #7 Job # : R.C.E. 99- Dsgnr: JSS Date:NOV 24,1999 Chico, CA 95928 Description.... (530) 894.8801: fax (530) 894.8805 8.5' retaining wall at lower patio email: cj@r-c-e.com CANTILEVERED RETAINING WALL DESIGN Page 2o/2 SUMMARY OF OVERTURNING & RESISTING FORCES & MOMENTS .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft_# lbs ft ft-# Heel Active Pressure = 1,417.5 3.00 4,252.5 Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem Toe Active Pressure Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions Footing Weight Key Weight Vert. Component Added Lateral Load Load @ Stem Above Soil 1,925.0 4.33 8,341.7 1,360.0 2.83 3,853.3 -70.0 0.67 -46.7 137.5 1.25 171.9 716.7 2.83 2,030.6 1,237.5 2.75 3,403.1 TOTALS = 1,347.5 O.T.M. = 4,205.8 5,376.7 R. M. = 17,800.5 Vertical component of active pressure used for soil pressure Toe Surcharge Not Used To Resist Overturning Resisting/Overturning Ratio 4.23. Heel Surcharge Used To Resist Overturning STEM CONSTRUCTION & DESIGN Top Stem 2nd Stem Stem OK Stem OK Design at this height above ftg 3.00ft 0.33 ft Wall Material Above "Ht" Concrete Concrete Thickness 8.00in 8.00 in Rebar Size # 5 # 5 Rebar Spacing 12.00 in 12.00 in Rebar Placed at Cente Edge Design Data fb/FB + fa/Fa 0.259 0.660 Total Force @ Section 602.41bs 1,527.2 lbs Moment.... Actual 903.7 ft-# 3,650.2 ft-# Moment..... Allowable 3,493.2ft-# 5,527.6 ft-# Shear..... Actual 12.55 lbs 20.57 psi Shear..... Allowable 85.00psi 85.00 psi Bar Embed ABOVE Ht. 12.00 in 12.00 in Bar Embed BELOW Ht. 12.00 in 6.00 in Wall Weight 100.Opsf 100.0 psf Rebar Depth 'd' 4.00in 6.19 in Masonry Data f'm Fs = Solid Grouting Special Inspection = Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Concrete Data f'c 2,500psi 2,500 psi Fy 40,000 psi 40,000 psi RetainPro V4.Oa (c) 1989.96 ENERCALC DL= 1360., LL= 1360.#, Ecc= O.in Pp= 500.# y74 w � �. ' �• � 1417.5# 876.2psf 1326.2psf F ,� k/ Z- 8" ( A #4 Horiz as shown R. C. E. 336 Broadway Suite #7 Chico, CA 95928 (530) 894.8801: fax (530) 894.8805 email: cj@r-c-e.com Title Dowd Residence Job # : R.C.E. 99- Dsgnr: JSS Description.... 8' retaining wall at rear patio Date:NOV 29,1999 Soil Density CANTILEVERED RETAINING WALL DESIGN Page 1 oft GENERAL Toe Width SOIL DATA Heel Width Retained Height = 10.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above retained soil 0.00 ft Equivalent Fluid Pressure Method 0 ft-# Slope Behind Wall 0.00 : Active Soil Pressure - Heel Side = 35.0 psf Height of Soil over Toe 12.00 in Active Soil Pressure - Toe Side = 35.0pcf Soil Density = 110.00 pcf FOOTING DATA O.Oft Toe Width = 0.50 ft Heel Width = 7.00 Total Footing Width = 7.50 Th' k = 12.00 in Passive Pressure = 0.0pcf Water table height over heel = O.Oft SLIDING DATA less Friction Force = 3,189.71bs Friction Factor @ Footing & Soil 0.350 ...neglect ht. for passive O.00in Lateral Sliding Force = 2,047.5 lbs Footing is Hess 2,000 psf _ less Passive Pressure Force - 0.0 lbs KEY DATA ACI Factored Press @ Toe = less Friction Force = 3,189.71bs Distance from Toe = 0.00 ft Added Restraint Force Required = 0.0 lbs Width = 0.00 in # 8 @ 22.25 in Depth = 0.00 in 0 ft-# FOOTING DESIGN RESULTS Mu' : From Downward Loads = 46 fc = 2,500 psi Minimum Footing Rebar Options...... Fy = 40,000 psi Toe Side...... Heel Side.... Minimum As % Rebar Cover @ Top 8 = 0.00010In = Not req'd # 4 @ 5.75 in Rebar Cover @ Bottom = 3.00 in Mu < S * Fr # 5 @ 8.75 in DESIGN SUMMARY Total Bearing Load = 9,113 lbs Summary of Stem Section Designs.... ...resultant ecc. = 8.78 in Top: 8 in Conc, #5@ 6.00 in@Cntr, From 10.0 ft to 3.0 ft Soil Pressure @ Toe = 1,926 <= 2,000 psf Soil Pressure @ Heel = 504 <= #6@12.50 in ACI Factored Press @ Toe = Toe Heel # 7 @ 17.00 in ACI Factored Soil Pressure = 2,697 706 psf # 8 @ 22.25 in Mu' : From Upward Loads = 332 0 ft-# # 9 @ 28.00 in Mu' : From Downward Loads = 46 0 ft-# # 10 @ 35.50 in Mu: Used For Design = 286 8,955 ft-# Key Reinforcement: Not Req'd = Mu<S*Fr Actual One -Way Shear = 0.00 11.32 psi Allowable One -Way Shear = 85.00 85.00 psi DESIGN SUMMARY Total Bearing Load = 9,113 lbs Summary of Stem Section Designs.... ...resultant ecc. = 8.78 in Top: 8 in Conc, #5@ 6.00 in@Cntr, From 10.0 ft to 3.0 ft Soil Pressure @ Toe = 1,926 <= 2,000 psf Soil Pressure @ Heel = 504 <= 2,000 psf ACI Factored Press @ Toe = 2,697 psf ACI Factored Press @ Heel = 706 psf Footing Shear @ Toe = 0.0 <= 85.0 psi Footing Shear @ Heel = 11.3 <= 85.0 psi WALL STABILITY RATIOS Overturning Stability Ratio = 4.56 Sliding Ratio Ratio = 1.56 2nd: 8 in Conc, #5@ 6.00 in@Edge, From 3.0 ft to 0.3 ft RetainPro V4.Oa (c) 1989.96 ENERCALC R. C. E. 336 Broadway Suite 47 Chico, CA 95928 (530) 894-8801: fax (530) 894.8805 email: cj@r-c-e.com Title Dowd Residence Job # : R.C.E. 99- Dsgnr: JSS Description.... 8' retaining wall at rear patio /0,� k/Y Date:NOV 29,1999 CANTILEVERED RETAINING WALL DESIGN Page 2ot2 SUMMARY OF OVERTURNING & RESISTING FORCES & MOMENTS .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,117.5 3.67 7,764.2 Soil Over Heel 6,966.7 4.33 30,188.9 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 0.00 Toe Active Pressure _ -70.0 0.67 -46.7 Soil Over Toe 55.0 0.25 13.8 Surcharge Over Toe = Stem Weight(s) = 966.7 0.83 805.6 Earth @ Stem Transitions = Footing Weight = 1,125.0 3.75 4,218.7 Key Weight = Vert. Component = Added Lateral Load = Load @ Stem Above Soil = TOTALS = 2,047.5 O.T.M. = 7,717.5 9,113.3 R. M. = 35,226.9 Vertical component of active pressure used for soil pressure Toe Surcharge Not Used To Resist Overturning Resisting/Overturning Ratio 4.56 Heel Surcharge Used To Resist Overturning STEM CONSTRUCTION & DESIGN Top Stem 2nd Stem Stem OK Stem OK Design at this height above ftg 3.00ft 0.33 ft Wall Material Above "Ht" Concrete Concrete Thickness 8.00 in 8.00 in Rebar Size # 5 # 5 Rebar Spacing 6.O0in 6.00 in Rebar Placed at Cente Edge Design Data - fb/FB + fa/Fa 0.521 0.845 Total Force @ Section 1,457.7 lbs 2,766.7 lbs Moment.... Actual 3,401.4ft-# 8,954.7 ft-# Moment..... Allowable 6,532.8ft-# 10,601.6 ft-# Shear..... Actual 30.37 lbs 37.26 psi Shear..... Allowable 85.00 psi 85.00 psi Bar Embed ABOVE Ht. 12.00 in 12.00 in Bar Embed BELOW Ht. 12.00 in 6.00 in Wall Weight 100.0 psf 100.0 psf Rebar Depth 'd' 4.00 in 6.19 in Masonry Data f' m Fs Solid Grouting Special Inspection Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Concrete Data f'c Fy 2,500psi 2,500 psi 40,000 psi 40,000 psi RetainPro V4.Oa (c) 1989.96 ENERCALC 504.1 2psf a } 1926.1 psf 16 8" Conc w/ #5 @ 6.in o/c 4 ,f i. r .s T -O" 101-01, 101-01, - 1 3 74'' 3,_0.. f #4 @1 t_- toe 6'-2" #4 @O.in @heel 1 #4 Horiz as shown 6„ •{ T-0" x,_6"1