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017-010-046
41 11-37-46 3338-89B,P,E,M LAUER, Abbie .53z12 Z17 101-1,9 yl? r Chico Contr:' Western Sierra Const (hew single family) J 011-370-046 02-00 HARTHORN, Allen 4&,; 5342 LaPlaya Court, Chico New Pri.- Detached Garage 017-010-046 05-1131 HARTHORN, ALLEN 5342 'LA PLAYA CT, CHICO Cont: REAL GOODS SOLAR ROOF MNT SOLAR '05 I rM 9" RIES RESIDENTIAL PERMIT NO. _ 017-010:01�, _ OS -1131 HATHORN, ALLEN 5342 LA PLAYACT, CHICO Cont: REAL GOODS SOLAR ROOF MNT SOLAR SPECS CONDITIONS CHECKED' BY SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER -a?- 5_7 41140,01, W. , - . - , - Q i V ti i JOB FINALED (Date) '<, Signature J=OK 0 = Not OK Not Applicable a = NtReay MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support Sketch 3. Sewer, Location -Test -Fall -C/O -Concrete 4. Water; Location -Test -Easement Needed (Sketch) 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete 6. Gas; Location -Test -Wrap;-/ /" L'ft. / P Nat. or/ /" L "ftJ P LPG 7. Well Clearance & Disconnect 8. Utility Clearance 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s Date 1. Zoning Requirements -Setbacks -Easements Date 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch 11. Cert. of Occupancy 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 Date PERMANENT END SYSTEM (ONLY) Date 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Blocking 4. Gas; MH Test -Demand -Valve 5. Electricity; MH Test 6. Water; MH Test 7. Water and Sewer Connected 8. Gas and Electricity Tagged 9. Exits 10. License Decals 11. Verify #'s with Office Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks, Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts-Beams-Rftrs-Connectors Shthg-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date POOLS (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes -Enclosures- Panelboards- Ins. to Main Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche 12. Enclosure; Fencing -Alarms Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 J=OK 0 = Not OK - = Not Applicable . = Not Ready RESIDENTIAL, (Single & Duplex) Date UNDERFLOOR (Plans) OK except #'s 1. Zoning -Setbacks -Easements -Flood -Slope 2. Ftg., Main; Soils-Elec. Grnd.-/ /" Ftg. Depth 3. Ftg., Garage; Soils-Steel-Elec. Grnd.-/ P' Fig. Depth 4. Ftg., Porches & Decks; Soils -Steel-/ /" Ftg. Depth 5. Stemwalls, Main; Steel-Blockouts-Wrapped 6. Stemwalls, Garage; Steel-Blockouts-Wrapped 6a. Hold Downs and Special Anchors 7. Slab, Steel -Wrapped 8. Piers -Fireplace Ftg.-Steel 9. D.W.V.; Fall -Fitting -Test -2 Way C/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. Plenums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts-Joists-Vents-Crippies 15. Access & Ventilation 16. Insulation Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except #'s 17. Water Htr.; Vent -Access -Combustion Air Baffle 18. Water Pipe; Test & Anchor -Nail Protection 19. D.W.V.; Test Fittings & Anchor -Nail Protection 20. Shower Pan; Test, First Floor -Tub Access 21. Test Tub & Shower, Second Floor -Tub Access 22. Gas Pipe; Sixe & Anchors 23. Fire Sprinkler; Test Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s 24. Fixture & Transformer Clearance -Ins. Protection 25. Elec. Receptacles Spacing -Lights & Switches at Doors 26. Size Boxes & No. of Conductors Stapled 27. Romex Installed Close to Edge of Studs & C.J. 28. Equip. Ground made up w/Mech Fasteners -Bond Gas & Water 29. 2 Appliance Circuits in Kitchen & Conductor Size GFI 30. Subfeed Wire Size/ /ga. Cu or AI-A.C. Wire Size/ /ga Cu or AI 31. Range Circle/ /ga Cu or AI -Oven Circ. / /ga Cu or AI Insulated Neutral 0 Yes O No 32. Service -Riser Conductors & Ground Main Disconnect 33. Equip. Clearances Panels-Motors-Mech. Equip. 34. Clothes Closet Light -Shower Light -Spa Light 35. Smoke Detector Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s 36. A.C. Ducts Insulation & Support 37. Vent Fan, Exhaust above insulation 38. Condensate Drain & Overflow, Size & Grade 39. Furnace -Vent Access -Comb. Ait-Return Air Vent 115 Outlet 40. 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 (Permit) OK except #'s 41. Sills Proper Materials & Anchors 42. Walls Studs -Nailing Spacing & Braces -Plates -Sound 43. Bearing Walls over Girders & Floor Nailing 44. Draft Stop in Walls (rat proof) 45. Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs 46. Headers & Beams -Size & Bearing Date FRAMING (Continued) 47. Hangers -Post Caps -Anchors -Connectors 48. Cling. Joist-Rftr. Ties-Purlin-Roll Brac.-Truss-Shting.-Rtng. 49. Fireplace Ties or Type A Flue -Fireplace Throat Clearance 50. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 51. Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 52. Garage Fire Protection Framing -RC Channel 53. Property Line Firewall & Openings 54. Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 55. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 56. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 57. Siding -Nailing Veneer 58. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 59. Glazing Area -Glass Protection -Skylights -Plastic 60. Shear Walls; Nailing -Bolts 61. Brace Interior/Exterior Wall Panels 62. Insulation -Walls -Ceilings 63. Infiltration -Walls -Windows Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 64. Ext. Steps -Door & Sidelight Protection -Landings 65. Smoke Detector 66. Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 67. Bedroom Exiting 68. G.F.I. & Bath Fixtures & Tub Access -Spa 69. Elec. Trim & Subpanel, Breaker Sizes & Labels 70. Stairs & Rails 71. Fireplace or Stove, Clearance -Hearth 72. Elec. Outlets at Wood Panel, Int. & Ext. 73. Kit. Fixt. & Appliance; Ground -Air -Gap -Cooking Clearance 74. Elec. Outlets & Receptacles at Kit. Counter 75. Garage Fire Door; Swing -Landing -Closure 76. A.C. Duct in Garage -Damper 77. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 78. Plb.; Elec. & Mech. Equip. Listed for Location 79. Elec. Receptacles in Garage (F F.I.)-Romex Protection 80. Insulation -Foam -Looked in Attic 81. Guard Rails & Deck Construction -Post Caps 82. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth _ Clearance Looked under Floor ❑ Yes 83. Following InstldJ0rive 0 Yes O No/Walks O Yes 0 W131anters 0 Yes 0 No 84. Stucco Brown -Finish 85. A.C. Unit Disconnect, Electrical -Plumbing 86. Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 87. Water Well, Disconnect, Electrical, Plumbing 88. Exterior Elec. Trim, G.F.I. Receptacle -Underground 89. Ventilation Throughout House 90. Glass Protection 91. Corrections from Previous Inspections 92. Gas Test -Meters Tagged, Gas -Electric 93. Water & Sewer Connected -C/O to Grade -HD Approval 94. Energy Compliance Certificate -Other Certificates 95. Address Posted 96. Fire Sprinkler Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: BUTTE COUNTY PERMIT NO, DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT BP051139' 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (630) 638-7541 LICENSED CONTRACTORS DECLARATION , I hereby affirm under penally of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of Issued Date: 04/29/2005 APN: 017-010-046-000 the Business and Professions Code, and my license Is in full force and effect. License Class : C License Number: $ Site Address: 5342 LA PLAYA CT. CHI Date: Contractor: 9,?Al, C W&- . SOL M Map Index: - 'OWNER -BUILDER DECLARATION I hereby affirm under penally of perjury that I ant exempt from the Description: roof mount solar Contractors' Slate License Law for the following reason (Sec. 7031.5 Business and Professions Code'. Any city or county which requires a permit to construct, alter. Improve, demolish, or repair any structure, prior Owner: HARTHORN, ALLEN to its Issuance, also requires the applicant.for such permit to rile a 5342 LAPLAYA CT signed statement that he or she Is licensed pursuant to the provisions of the Contractors Slate License Law (Chapter 9 commencing with Section CHICO, CA 7000) of Division 3 of the Business and Professlons Code) or that he or 95928 she is exempt therefrom and the basis for the alleged exemption. Any (530)893-0360 violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penally of not more than five hundred dollars ($500).): ❑ I, as owner of the property, or my employees wllh wages as their sale compensation, will do the work, and the structure is not Intended or offered for sale (Sec. 7044, Business and Professions Applicant: REAL GOODS SOLAR Code: The Contractors' Slate License Law does not apply to an pp owner of properly who builds or Improves thereon, and who does PO BOX 593 such work himself or herself or through his or her own employees, HOPLAND, CA. provided that such Improvements are not Intended or offered for sale. "If however, the building or improvements are sold within one 95449 year of completion, the owner-bullder will have the burden of 800-919-2400 proving that he or she did not build or Improve.for the purpose of 4 sale.). . ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Pro(essions Code. The Contractors' Slate License Ladoes Law not apply to an owner of property who builds or Improves thereon, Contractor: REAL GOODS SOLAR and who contracts for such projects with a.conlractor(s) licensed PO BOX 593 pursuant to the Conlracibrs' Stale License Law.). HOPLAND, CA. ❑ 1 am Exempt under Article 3 of the Business and Professions Code 95449 800-919-2400 Dale: Owner: WORKERS' COMPENSATION DECLARATION License #: 840934 - I 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 Architect: Is Issued. I have and will maintain workers' compensation Insurance, as Engineer: required by Section 3700 the Labor Code, for the performance of the work for which this permit Is Issued. My workers' compensation Insurance carrier and policy number are: Carrier: E"U-AL NStkW_4 cf, C.0 Total Square Ft: 0 S. F. Policy M 79 2 Valuation: $0.00 Census Code: ❑ 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 the workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Date: 4JQ S Applicant: WARNING: Failure to secure workers' compensation coverage Is unlawful, and shall subject an employer to criminal penalties and one ((// hundred thousand dollars ($100,000), In addition to the cost of l compensation, damages as provided for In Section 3706 of the Labor code, Interest, and attorney's fees. CONSTRUCTION LENDING AGENCY This permit Is he y Issued under theapplicable provisions of the Butte County Code and/or I hereby affirm that there Is a construction lending agency for the Resolutions do work I"dlcal abov foiV. h fees have been paid. p performance of the work for which this permit Is Issued (Sec 3097 CIV.) By. Date: Name:PER MIT EXPIRES ON: Address: Date ❑ I hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safely Code, which regulate the storage, , handling and use of hazardous materials. ❑ Notification In accordance with Section 19627.5 of California Health & Safely Code is not. applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A..notl0callon forms. I hereby certify that I have read this application, that the above Information is correct, and that I am the owner or t e duly authorized agent of the owner. ['agree to comply with all county and slate laws relating to building construction. I acknowledge it Is unlawful to alter the substance of 8 iclal form or d ument of Butte County. I hereby authorize re1reatIves,.f of Butte l nter upon the above mentioned property for Inspection purposes. PrIhI Name: i/✓ Signature: Date: � .10 "Owner 1k Contractor ❑ Agent for Owner ❑ Agent for Contractor B. C. Bulldinn Permit 01-16-04 pn 1 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION AND SUBMITTAL REQUIREMENTS 24 HOUR INSPECTION#: OROVILLE: (530) 538-7636 • CHICO: (530) 891-2834 OFFICE #: (530) 538-7541 A FEE WILL BE REQUIRED AT TIME OFAPPLICA TION Website: www.buttecounty.net/dds "PLEASE PRINT CLEARLY" OWNER Last N a.r O ►^ v� Address 110-% S. Wwy iol L Address 3 z/ Zip y City Fax E-mails, Lic. # Phone Map Book Fax E-mail a ✓' d 5= 7" r CONTRACTOR Name Qf'L 600w OG Address 110-% S. Wwy iol City "CAWD State 019 Zip y Phone 900-30 _.2 q00 Fax E-mails, Lic. # Class APPLICANT SIGNATURE X a ---- For office use only: ARCHITECT/ENGINEER Name Flood Zone Address SRA City I No State Zip Phone Map Book Fax E-mail Planner State License Number APPLICANT SIGNATURE X a ---- For office use only: APPLICANT NAME Name Flood Zone Address SRA City I No State Zip Phone Map Book Fax E-mail Planner APPLICANT SIGNATURE X a ---- For office use only: Zoning Property Address a y�n�C Flood Zone Cross Street f�l� SRA I Yes I No Occ. Type Const. Subdivision Name Map Book Page Lot # Planner Date Approved: OVER FOR SUBMITTAL REQUIREMENTS PERMIT NO. It / BIN # LOCATION / Property Address a y�n�C �y/ o Cross Street f�l� WORKER'S COMPENSATION Policy Number ZIY66612, Carrier ff&CAS 1tjXaX4?1C£ CC) If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name Address Description or Scope of Work: r g �� Letn�nec� 5-010,1 U o I -�� t G �-2 r �i e 57 $ hrt Sq. Footage 'r6 mCJ� 6 ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be required. REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. Received- Amount: ,% Bldg LX SRA Receipt#: r co Sheriff L� �1 SMIP Other Date: Total K:\FORMS\BUILDING FORMS\BldgApplSubRgmts.doc Page 1 of 2 REV 2-24-05 * PL,14 S E Ca►iy-cr snrc #Aoft j Tot - 391- 31 S% SUBMITTAL & PERMIT REQUIREMENTS The following drawings and specifications must be submitted to the Building Division in order to apply for a permit. INCOMPLETE SUBMITTALS WILL NOT BE ACCEPTED. ALL PLANS MUST BE LEGIBLE AND IN INK. ❑ 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. No graph paper! ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans (No graph paper!) OR Engineered plans, 3 & 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 3. Engineered truss details and layouts in duplicate (if required). No faxes! ❑ 4. Energy compliance design and supporting documentation in duplicate. ❑ 5. Statement of Intent for Non -heated and AIC for Non -Residential Buildings. ❑ 6. Manufactured homes: (A) installation inst, (B) Marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate. ❑ 7. Metal bidgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. ❑ 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate (if required). ❑ 9. Site plan and business. license approval from the City of Biggs. ❑ 10. Letter of intent for non-residential buildings. ❑ 11. Detached Accessory Building'Form filled out by the owner (if required).` ❑ 12. Hazardous Material Form (for Commercial Buildings only). �. e Remaining items needed to issue the permit. Additional items may be required after Plan Check and Planning` review (May require additional plan review upon receipt of the following items.) ❑ 1. Agricultural Buffer clearance and site plan approval from the Ag Commissioner's office (if -required). ❑ 2. Impact Fees. ❑ 3. California Department of Forestry plan approval (if required). ❑ 4. NPDES Form. ❑ 5. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). ❑ 6. Contractor's license information. (Number,'Name Style, Classification). ❑ 7. Worker's Compensation Carrier and Policy Number. ❑ 8. Owner -Builder Verification (if required). ❑ 9. Letter of Signature authorization (if required). ❑ 10. Recorded copy of Agricultural Acknowledgment Statement. ❑ 11. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts. ❑ 12. Sanitation and site plan approval from the Environmental Health Department. If you have questions or would like additional information regarding this process, please contact a Permit Assistant at (530)538.7541. EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after date of application. In order to renew action on an application after expiration, a new application, plans and fees will be required. REQUEST FOR FEE REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made within two years from the date of fee payment on permits not issued, and two years from the date of permit issuance for permits issued; however, on issued permits refunds can only be made if no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. OVER FOR BUILDING PERMIT APPLICATION KAFORMS\BUILDING F0RMS\B1dgApp1SubRgmts.doc Page 2 of 2 REV 2-24-05 Solar Intertie Plan 011-370-046 Allen Harthorn 5342 La Playa Ct. Chico CA 95928 §;Q 893-0360- 017-!/0- OSl� Solar intertie connection �U4�E C4U9�TY Bu9`D1 p ��� �p� �►p Drawing Not to Scale DC Poslive AC Line 1 2.5 kW Solar Electric System DC Negative AC Line 2 Gaiam,' Real Goods (17) Sharp 167 PV Modules t.4-' Ground Site Address: 5342 La Playa Ct. Wire Type #14 USE -2 from Solar, Array to DC disconnect Chico, CA 95928 drawn by: Steve Rogers 800-919-2400 x6901 Array Series String NA -1 DC Disconnect - Nine Sharp 167 watt PV modules 0 amp Main Square D HU361RB Electrical Service rated for 600 VDC _ -- -- 30 amp AC Array Series String AA -2 i — — — -- E1ghtSharp 167Watt Pv Disconnect modules Square D Part I Ll L2 fUL2 r .: -4 .. ZQA i L7 ^ Breaker ' 20 amp , fuses Sharp Sunvlsta 3500 watt Inverte DC AC •Ground Neubal Wire Type #12 AC Distribution THHN L1 I Panel 314' EMT Conduit + + + o - - o i Wire Type #12 - THHN 240vACaa -__-_ -_ -_ -__� 3/4" Liquid Tight conduit i - Drawing Not to Scale DC Poslive AC Line 1 DC Negative AC Line 2 Gaiam,' Real Goods #10 AWG Equipment— - - — AC Neutral Ground Site Address: 5342 La Playa Ct. .._S. Chico, CA 95928 drawn by: Steve Rogers 800-919-2400 x6901 UNI -RAC TOP MOUNT CLAMP\ 3/8" SS BOLT AND NUT H PURLIN HARDWARE MOUNTING DETAIL SOLAR INTERTIE PLAN 011-370-0406 ALLEN HARTHORN 5342 LA PLAYA COURT CHICO, CA 95928 SELF DRILLING/TAPPING SHEET METAL SCREW SOLAR PANEL UNI -RAC RAILS ROOF DECKING SELF DRILLING/TAPPING SHEET METAL SCREW 3/8" SS BOLT AND NUT PURLIN RESIDENTIAL SYSTEM MODULE POWERFUL. ATTRACTIVE. RELIABLE. MULTI -CRYSTAL SILICON PHOTOVOLTAIC MODULE WITH 167W MAXIMUM POWER Designed specifically for peak roofs, Sharp's ND -167U1 photovoltaic modules offer industry-leading performance and aesthetics. These residential modules give the clean, attractive appearance of a high-tech skylight while the black anodized aluminum frames and trim strips blend beautifully with the home's exterior. In addition, an "L" hook design located along the frame's perimeter ensures easy integration with the residential system mounting hardware. Perfected by Sharp's nearly 45 years of research and development, these modules allow.for maximum usable power. An anti -reflective coating provides a uniform blue color and increases light absorption in all types of weather conditions. Sharp's ND -167U1 modules are a breakthrough in technology and aesthetics. The laminated glass module is glazed Sharp's residential modules with black frames into a high torsion black anodized and trim strips are ideal forpeak roofs, and aluminum frame. allow for the seamless integration of the system into the home's design. u t _ aDa9Q�1D9 FEATURES • High-power mod51i7( 67W) using 48 square multi -crystal silicon solar cells with 12.6% module conversion efficiency. • Bypass'diode minimizes tthe power drop caused by shade • Black anodized aluminum frame and" L" hook design located along frame perimeter for easy integration with residential system mounting hardware • Water white, tempered glass, EVA laminate, and a weather- proof film yield long -life modules while enhancing cell performance Maaaiaea red in ISO 9001 c,_ctltied facilities 14�-year lire"d warranty 0.1 power output (see dealer for details) • UL Listings: UL 1703, cUL HMM I RESIDENTIAL SYSTEM MODULE ELECTRICAL CHARACTERISTICS Cell Multi -crystal silicon No. of Cells and Connections 48 in series Open Circuit Voltage (Voc) 29.OV Maximum Power Voltage (Vpm) 23.5V Short Circuit Current (Isc) 7.91A Maximum Power Current (Ipm) 7.1A Maximum POwer(Pm)' 167W Minimum Power (Pm)' 150.3W Encapsulated Solar Cell Efficiency (Tic) 14.39 Module Efficiency (rim) 12.60% PTC Rating (W)" 146.63 Maximum System Voltage 60OVDC Series Fuse Rating 15A Type of Output Terminal Lead Wire with MC Connector IV CURVES Cell Temperature: 25'C 9 1B0 I000(W/m') B I50 BOO IW/m7 6 120 5 600 [WMf 3 v :4 c v o. 3 60 2 30 1 0 0 0 5 10 15 20 25 30 Voltage IV] - Current vs. Voltage - Power vs. Voltage Current, Power vs. Voltage Characteristics MECHANICAL CHARACTERISTICS Dimensions (A x B x C below) 52.28 x 39.53 x 1.81"/ 1328 x 1004 x 4600 Weight 35.27lbs / 16.Okg Packing Configuration 2 pcs per carton Size of Carton 56.3 x 42.52 x 5.12'/ 1430 x 1080 x 130mm ABSOLUTE MAXIMUM RATINGS Operating Temperature -40 to 194'F / -40 to +90'C Storage Temperature -40 to 194'17 / -40 to +90'C Dielectric Isolation Voltage 2200 VDC max. B F DIMENSIONS A A B C D E F G 52.2871328mm 39.5371004mm 1.81'/46mm 10.2'/259mm 15.75'/400mm 37.13'/943mm 25.16'/639mm Specifications are subject to change without notice. " (STC) Standard Test Conditions: 25°C,1 kW/m', AM 1.5 •• (PTC) Pacific Test Conditions: 20°C,1 kW/m', AM 1.5,1 m/s wind speed o.,� In the absence of confirmation by product manuals, Sharp takes no responsibility for any defects that may occur in equipment using any Sharp devices. �,, . Contact Sharp to obtain the latest product manuals before using any Sharp device. tttAi V:6 CON1%14 . 02003 Sharp Electronics Corporation SH/&TI-1rum-, I be sharp" Sharp Electronics Corporation • 5901 Bolsa Avenue, Huntington Beach, CA 92647 TelA-800-SOLAR-06 • E-mail: sharpsolar@sharpusa.com • www.sharpusa.com/solar SSD -03-009 Printed in the USA MULTI -STRING INVERTER 3500W Inverter RELIABILITY. FLEXIBILITY. EFFICIENCY. SHARP'S UNIQUE SUNVISTA- MULTI -STRING POWER CONDITIONER IS THE HEART OF THE PV SYSTEM More than just an inverter, the JH -35000 is a versatile power conditioner engineered to blend energy from up to three input strings, each varying by number, model, and angle of modules. Now architects and installers can design systems that meet exact power requirements while creating a clean, professional look on the roof. Plus, with its active cooling and ultra-high efficiency, Sharp's inverter maintains stable power output even in extreme temperatures. Perfectly matched to Sharp modules and mounting hardware, the JH -35000 is also compatible with many other manufacturers'systems, and is ideal for both residential and commercial applications. With over 60,000 units in the field, the Sharp Sunvista has proven to be among the most dependable and flexible inverters in the world. : NEI 2.S - The Sharp solar power LCD display monitor blends beautifully with the homeowner's decor and displays instantaneous and cumulative electricity generation and CO2 reduction levels. Sharp's 3.SkW inverter is designed with a neutral -toned NEMA 31? housing that integrates into the look of almost ' any style home. I 1 su_r�sre �.� Qzl�__ -- FEATURES MEM MULTI -STRING INVERTER350OW nverter' ELECTRICAL CHARACTERISTICS Maximum system voltage (DC) 380V Rated input voltage (DC) 240V Range of operating DC voltage (DC) 110V - 350V Maximum array short circuit current (DC) 10A Maximum operating current (DC) 22.5A (7.5A per DC input x 3) Nominal output voltage (AC) 240V Operating voltage range (AC) 211V - 264V Nominal output frequency (AC) 60Hz Operating frequency range (AC) 59.3Hz - 60.5Hz Maximum continuous output current (AC) 15A Maximum continuous output power (AC) 350OW (at OC input 160-32oV) Maximum input power (DC) 450OW Peak conversion efficiency 92.4% Power factor More than 0.95 Total harmonic distortion (THD) Less than 5% Operating temperature Inverter: LCD Display: -4'F to 104'F / -20°C to +40°C 32'F to 104'F / 0°C to +40°C MAIN CIRCUIT Solar power conditioner system Fixed voltage current control system Switching system PWM(pulse width modulation) system Isolation system Built-in high frequency isolation transformer system Electric system 1 -phase 2 -wire system (connected to 1 -phase 3 -wire system) PROTECTION Grid -connected protection AC Over Voltage / Under Voltage, AC Over Frequency / Under Frequency detection anti-islanding component (IEEE929) Ground fault protection DC detector / interrupter ELl MECHANICAL CHARACTERISTICS Dimensions (WxDxH) Inverter: 23.7x17.8x7.85'/600x450x192mn LCD Display: 5.4x4.61x0.8'/137x117x20mm Weight Inverter: Approx. 61.7 lbs / 28 kg LCD Display: Approx. 0.44 lbs / 0.2 kg Enclosure type NEMA 3R AC Tmm B k OC TortnNol e'xx DIMENSIONS INVERTER LCD DISPLAY 0.456711.4.. 7.857192mm 23.77600mm 5.4'/137mm ELl r �, C:/ V Il V V Eu U d V E E 0 AC Tmm B k OC TortnNol e'xx 0 a Nqn Shan _ AA�^.rM^M^ LCD DISPLAY l Jugago .I.Y� PANEL 0.aaa 0 U POWE O BUTTON RESET BUTTON G� �IwCm�v�e FwM F BACK LIDCO2 BUTTON BUTTON KT I ® DSPLAY MODE BIUrrON Specifications are subject to change without notice. In the absence of confirmation by product manuals, Sharp takes no responsibility for any defects that may occur in equipment using any Sharp devices. . Contact Sharp to obtain the latest product manuals before using any Sharp device. SH/URN&U I be sharp" Sharp Electronics Corporation • 5901 Bolsa Avenue, Huntington Beach, CA 92647 Tel:1-800-SOLAR-06 • E-mail:sharpsolar@sharpusa.com • www.sharpusa.com/solar Cover photo: Solar installation by Akeena Solar, Los Gatos CA SSD -03-010 @2003 Sharp Electronics Corporation Printed in the USA RMOUNTSOLA U.S. and other patents pending. Code -Compliant Planning and Assembly with California Building Code Certification Installation Manual 214 y Contents Letter of certification........................................2 Part L Scope, certification, and installer responsibility .. .. 3 Part II. Procedures for code -compliant installations using the SolarMount Module Mounting System ......:4 .®. f Part III. Installing SolarMount with top mounting clamps .......9 I' fes,. Part IV. Installing SolarMount with bottom mounting clips ....15 Warranty.................................................20 NMAUC Installation Manual 214 SolarMount Code -Compliant Planning and Assembly TECTO i 29 March, 2004 Mr. John Liebendorfer UniRac, Inc. 3201 University Blvd SE, Suite 110 Albuquerque, NM 87106-5635 Subject: Engineering Certification for UniRac's SolarMountTM Universal PV Module Mounting System Dear Mr. Liebendorfer, 1600 MARX AVFNdF. A4FRYVII I F C.ALIFORN-.A 94G08 3551 TEL 51.,0,_7;_0__24-0'0 FAX 510 740 24C5 N•WW Iectcnic3•,ie.COm Attached is the [JniRac Calculation worksheet and Installation Manual #214, Pub. 040316-1ii, Copyrighted by UniRac, Inc., March 2004,20 pages. I have reviewed these calculations, and certify their results are accurate.. The calculations determine the design level forces for wind, as prescribed in the California Building Code. The adequacy of the UNIRAC structure is demonstrated by the calculations. The calculations also correctly determine the anchorage requirements for the itistallation, and this requirement is properly represented in Installation Manual 9214. The calculations are'based upon: 1; "The 2001 California Building Code, California Code of Regulations", based on the 1997 "Uniform Building Code, Volume 2: Structural Engineering Design Provisions", by International Conference of Building Officials, Whittier, Ca, 1997, and California Building Standards Commission, Sacramento, California, 2001. 2. `Makua. of Steel Construction: Load Resistance Factor Design", 3rd Ed, Americau Institute of Steel Construction, Chicago, Il.•, 2001. 3. "Aluminum Design Manual: Specifications and Guidelines for Aluminum Structures":, The Aluminum Association, Washington D.C., 2000 4. Mechanical Properties of UNIRAC extruded rails and related components based on data - pbtained from Walter Gerstle, PE, Department of Civil Engineering, University of New Mexico, Albuquerque, NM. With this letter, I certify that UniRac SolarMount products will be structurally adequate and will satisfy the building codes listed above when they are installed per the "SolarMount Code - Compliant Planning and Assembly", Installation Manual #214, Pub. 040316-1 ii, Copyrighted by UniRac, Inc., March 2004. Please call me if you erwy questions`or concerns..- ` o �.`' N9� Sincerely 03 372 ^_ G7 Architects_ " ' Brian Sp ri EXP b' ,p• PInns TECTON3,CS =.,,r r •..�?1J•,,•(rJ(\C` Engineers Architects / Planners / 1�6'-" SAN FRANCISCO _ EMERYVILLE Pa ge Pa 2 � SAN DIEGO Installation Manual 214 SolarMount Code -Compliant Planning and Assembly. UNIRAW, , Part I. Scope; certification, and installer responsibility Please review this Manual thorThe Mstaller4is solely responsiblef rg d� 3x` .e, z,.. a E [ ,..,, Y b .�. ac, a "w,y*-a 4 G^ y Ytf k 4g` z oughly before installing;your r 4 �$� z • Complywith�all applicable local or SolarMount system. national building s ing s ,PAY ( codes; includingany{that�mayFsuper�cede thismanual; This manual provides 1 sup-�� ,,y!@ r p l ) .„5 � .� �pv < v �. ��- �Ca porting documentation, for; 'Ensu ing that UniRa An other products are appropriV atOfor�the�particular�installation�and the ins�taEllation building permit applications �, 4 r relatin to UniRac s Solar - g environment, ,€i ;{ { ' . y �`.”` `z� f��' ��� gh t .t'v' ¢Ks b sta F [ ,, Mount' Universal PV Module • Ensuring that the4roof, its rafters, connections, and Mounting system, and (2) plan gf others structural�g ppo_71r members ci-aL. wop, ,kupport the array ning and assembly instructions ; under<buldingh e`loadconditions(tliis�itotal'assernbly ,�'rn-��' for SolarMount. his hereafter referrea6toFasithe roof-rafter=�I embly) F � SolarMount products; when•�Using onlyUniRacparts and'installer suppliedkparts as� 2 '�Y E installed in accordance with 4s,ecified by UnrRac (subsntution of partsimay,void a���s..4 g;��t ..err ��a� �`4...r ,. 'C✓..� k this bulletin, will be structurwarranty and muandate theletter of certification on? To ally adequate and will meet .¢ U�� K the 2001 California Building EEN �nsurin g dv.,.la �screwsT aueadeq uate� llout strength r g < g� q �P Code and the Uniform Building' sand shear`caacities as installedEkFOP ��e ` Code, 1997, hereafter UBC 1997 ° E e ' � � 4 • Maintainmgghe waterproof ntegrity of th`e roof, includ UniRac also provides a limited u ingselection ofappropriate flashi grand warranty on SolarMount prod- 7 `� XEYR z ucts (see p. 20).•Ensuringsafe installation of all electrical aspects of�the`� jce�rtMsx PVarraY 3 NNMAC• Installation Manual 214 SolarMount Code -Compliant Planning and Assembly Part II. Procedures for code -compliant installations using the SolarMount Module Mounting System This bulletin is designed to support applications for build- ing permits for installations using SolarMount- PV Module Mounting System, manufactured by UniRac, Inc. Follow the six steps below and the installation instructions on pages 9-20 to install SolarMount in compliance with the 2001 California Building Code and the UBC 1997 Before proceeding, note the following: • This bulletin addresses only wind loads on the as- sumption that wind produces the maximum load factor affecting an installation. Verify that other local factors, such as snow loads and earthquake effects, do not ex- ceed the wind loads. Give precedence to any factor that does. Wind loads are considered to act on the entire projected area, or may be perpendicular to any surface. • The roof on which the SolarMount will be installed must have the capacity to resist the combined Design Dead Load and Live Load per footing listed in Tables 2 and 3 on pages 6-7. too 0o 80 1. Determine the Basic Wind Speed at your installation site For the United States, see "Minimum Basic Wind Speeds in Miles per Hour," reproduced below. If your installation is outside the United States or if you need further assistance, consult a local professional engineer or your local building authority. 2L r"I puffiff , I PEP Figure I. Minimum Basic Wind Speeds. Reproduced from UBC, Vol. 2, Structural Engineering Design provisions, Chap. 16, Div. III, Wind Design, Fig. 16.1, `Minimum Basic Wind Speeds in Miles per Hour," p. 36. The map has been adopted by the 2001 California Building Code (Fig. 16-1, vo12. p. 36). 4 Installation Manual 214 SolarMount Code -Compliant Planning and Assembly UN®RAC 2. Determine the exposure category of your installation site The California Building Code* defines wind exposure catego- ries as follows: EXPOSURE B has terrain with buildings, forests or sur- face irregularities, covering at least 20 percent of the ground level area extending 1 mile (1.61 km) or more from the site. EXPOSURE c has terrain that is flat and generally open, extending 1/2 mile (0.81 km) or more from the site in any quadrant or having scattered obstructions extending one-half mile or more from the site in any full quadrant. This category includes flat or gently rolling open country and grasslands. Sites normally considered as Exposure B, but which are subject to topographic amplification or channelization, such as ridgetops or draws, shall be considered as Exposure CJ EXPOSURE D represents the most severe exposure in ar- eas with basic wind speeds of 80 miles per hour (mph) (129 km/h) or greater and has terrain that is flat and unobstructed facing large bodies of water over 1 mile (1.61 km) or more in width relative to any quadrant of the building site. Exposure D extends inland from the shoreline 1/4 mile (0.40 km) or 10 times the building height, whichever is greater. 3. Determine Design Wind Pressure required for your installation Design Wind Pressure is the amount of wind pressure that a structure is designed to withstand, expressed here in pounds per square foot (psf). To determine the Design Wind Pressure required for your installation, apply the following factors using Table 1: • your Basic Wind Speed (determined in step 1), • your exposure category (determined in step 2), and • the height of your roof above the ground. If your values fall significantly outside the range of the table, or if your Design Wind Pressure requirement exceeds 50 psf; consult UniRac, a professional engineer, or your local building authority. *2001 California Building Code, vol. 2, chap. 16, Structural Engineer- ing Design Provisions, Div. III, Wind Design, p. 38.10. tEmphasis in the original, indicating material inserted by California into definitions adopted from the UBC. Table 1. Design Wind Pressure (pso by Wind Speed and Exposure Category Design force applies to surface pressure and/or uplift (withdrawal) Source:These Design Wind Pressure (P) values are based on the formula P = C� * C * q, * lw (2001 California Building Code, vol. 2, chap. 16, Structural Engineering Design Provisions, Div. III, Wind Design, p. 38.10). Assump- tions:l = I and C = 1.3. q 4a. Determine Minimum Design Dead and Live Loads for standard rafter spacing... Foot spacing refers to the space between L -feet (or standoffs, if applicable) along the same SolarMount rail (see Fig. 2, p. 8). If you are spacing feet to match a standard rafter spacing, con- sult Table 2 to determine your Minimum Design Live and Dead Loads per footing. (If you prefer to maximize foot spacing to minimize roof penetrations, skip to Step 4b on p. 8.) Locate the make and model of the PV module that you plan to install and the rafter spacing at your installation site. Read the Minimum Design Dead Load and read or extrapolate the Mini- mum Design Live Load for the Maximum Foot Spacing and the Design Wind Pressure you determined in step 3. To meet code, you must verify that the roof rafter assembly at your installation site has the capacity to resist the sum of the Design Dead and Live Loads. If they do not, try smaller footer spacing. (In this case, you may elect to use the procedures outlined in Step 4b.) If the result is still not acceptable, relocate the array to a stronger area of the roof or strengthen the inadequate framing elements. For assistance, consult a local professional engineer. Go to step 5 on page 8. NZ, 5 70 80 Basic Wind Speed (mph) 90 100 110 120 130 Category B 15' roof height 10 13 17 21 25 30 35 20' roof height I 1 14 18 22 27 32 38 25' roof height 12 15 19 24 29 35 41 30' roof height 12 16 21 25 31 36 43 Category C 15' roof height 17 23 29 35 43 51 60 20' roof height 19 24 31 38 46 54 64 25' roof height 19 25 32 40 48 57 67 30' roof height 20 26 33 41 50 59 69 Category D 15' roof height 23 30 38 46 56 67 78 20' roof height 24 31 39 48 58 70 82 25' roof height 25 32 41 50 60 72 84 30' roof height 25 33 42 51 62 74 87 Source:These Design Wind Pressure (P) values are based on the formula P = C� * C * q, * lw (2001 California Building Code, vol. 2, chap. 16, Structural Engineering Design Provisions, Div. III, Wind Design, p. 38.10). Assump- tions:l = I and C = 1.3. q 4a. Determine Minimum Design Dead and Live Loads for standard rafter spacing... Foot spacing refers to the space between L -feet (or standoffs, if applicable) along the same SolarMount rail (see Fig. 2, p. 8). If you are spacing feet to match a standard rafter spacing, con- sult Table 2 to determine your Minimum Design Live and Dead Loads per footing. (If you prefer to maximize foot spacing to minimize roof penetrations, skip to Step 4b on p. 8.) Locate the make and model of the PV module that you plan to install and the rafter spacing at your installation site. Read the Minimum Design Dead Load and read or extrapolate the Mini- mum Design Live Load for the Maximum Foot Spacing and the Design Wind Pressure you determined in step 3. To meet code, you must verify that the roof rafter assembly at your installation site has the capacity to resist the sum of the Design Dead and Live Loads. If they do not, try smaller footer spacing. (In this case, you may elect to use the procedures outlined in Step 4b.) If the result is still not acceptable, relocate the array to a stronger area of the roof or strengthen the inadequate framing elements. For assistance, consult a local professional engineer. Go to step 5 on page 8. NZ, 5 VNOMC` Installation Manual 214 SolarMount Code -Compliant Planning and Assembly Table 2. SolarMountTm Loads (lbs) per Footing at Standard Rafter Spacings To meet code, your Design Loads must be at or above those indicated.You, the installer, are solely responsible for verifying that the roof can withstand these design loads. For specifications based on Design Wind Pressure values greater than 50 pounts per square foot, contact UniRac. Minimum Minimum Design Live Load as o Minimum Minimum Design Live Load as a Design Function of Design Wind Pressure Design Function of Design Wind Pressure Dead Load 20 psf 30 psf 40 psf 50 psf Dead Load 20psf 30 psf 40 psf 50 psf AstroPowerAP65,AP7S RWE Schott ASE 300 48" rafter (foot) spacing 33 157 236 315 393 48" rafter (foot) spacing 58 248 373 497 621 64" rafter (foot) spacing 43 210 315 420 524 64" rafter (foot) spacing 77 331 497 662 828 72" rafter (foot) spacing 49 236 354 472 590 72" rafter (foot) spacing 87 373 559 745 NA AstroPower AN I 10,APi120 RWE Schott SAPC165 (See Sharp NE -165U1) 48" rafter (foot) spacing 33 194 291 387 484 Sanyo HIT190 64" rafter (foot) spacing 44 258 387 516 646 48" rafter (foot) spacing 29 173 260 347 433 72" rafter (foot) spacing 50 291 436 581 726 64" rafter (foot) spacing 39 231 347 462 578 AstroPowerAPi165 72" rafter (foot) spacing 44 260 390 520 650 48" rafter (foot) spacing 31 194 291 387 484 Sharp NE -80U 1 64" rafter (foot) spacing 41 258 387 516 646 48" rafter (foot) spacing 33 158 237 315 394 72" rafter (foot) spacing 46 291 436 581 726 64" rafter (foot) spacing 44 210 315 420 526 BP Solar 375, 380, 580, S85 72" rafter (foot) spacing 49 237 355 473 591 48" rafter (foot) spacing 31 158 237 316 395 Sharp ND -123U 1 64" rafter (foot) spacing 41 211 316 421 527 48" rafter (foot) spacing 38 197 295 393 492 72" rafter (foot) spacing 46 237 356 474 593 64" rafter (foot) spacing 50 262 393 525 656 BP Solar 3125 72" rafter (foot) spacing 56 295 443 590 738 48" rafter (foot) spacing 33 198 297 396 495 Sharp ND-NOECU (140W) 64" rafter (foot) spacing 44 264 396 528 660 48" rafter (foot) spacing 26 153 230 306 383 72" rafter (foot) spacing 50 297 446 594 743 64" rafter (foot) spacing 34 204 306 408 510 BP Solar 3160, 4150, 4160, 4170 72" rafter (foot) spacing 39 230 344 459 574 48" rafter (foot) spacing 33 209 314 418 523 Sharp NE -165U I, NT 17SU1, NT 18SUI 64" rafter (foot) spacing 44 279 418 557 697 48" rafter (foot) spacing 35 207 310 413 517 72" rafter (foot) spacing 50 314 470 627 784 64" rafter (foot) spacing 47 276 413 551 689 Evergreen EC 102, EC 110, EC 115 72" rafter (foot) spacing 53 310 465 620 775 48" rafter (foot) spacing 35 208 312 416 520 Sharp ND -167U1 64" rafter (foot) spacing 46 277 416 555 693 48" rafter (foot) spacing 28 174 262 349 436 72" rafter (foot) spacing 52 312 468 624 780 64" rafter (foot) spacing 37 232 349 465 581 First Solar FSSOD 72" rafter (foot) spacing 41 262 392 523 654 48" rafter (foot) spacing 35 158 236 315 394 Shell SM 110 64" rafter (foot) spacing 47 210 315 420 525 48" rafter (foot) spacing 32 173 259 345 432 72" rafter (foot) spacing 52 236 354 473 591 64" rafter (foot) spacing 43 230 345 460 576 Kyocera KC80 72" rafter (foot) spacing 49 259 389 518 648 48" rafter (foot) spacing 29 128 192 256 320 Shell SQ70, SQ75, SQ80 64" rafter (foot) spacing 39 171 256 341 427 48" rafter (foot) spacing 31 157 236 315 393 72" rafter (foot) spacing 44 192 288 384 480 64" rafter (foot) spacing 41 210 315 420 524 Kyocera KC 120, KC 125G 72" rafter (foot) spacing 46 236 354 472 590 48" rafter (foot) spacing 34 187 281 374 468 Shell SQ 140, SQ 1 S0, SQ 160 64" rafter (foot) spacing 45 249 374 499 623 48" rafter (foot) spacing 36 213 320 426 533 72" rafter (foot) spacing 51 281 421 561 701 64" rafter (foot) spacing 48 284 426 568 710 Kyocera KC 158G, KC 167G 72" rafter (foot) spacing 54 320 479 639 NA 48" rafter (foot) spacing 28 169 254 339 423 SunWize SW85, SW90, SW95 64" rafter (foot) spacing 37 226 339 452 564 48" rafter (foot) spacing 35 190 285 380 474 72" rafter (foot) spacing 42 254 381 508 635 64" rafter (foot) spacing 46 253 380 506 633 Photowatt PW750 72" rafter (foot) spacing 52 285 427 569 712 48" rafter (foot) spacing 30 162 244 325 406 SunWize SW 115, SW 120 64" rafter (foot) spacing 40 216 325 433 541 48" rafter (foot) spacing 34 190 285 380 474 72" rafter (foot) spacing 45 244 365 487 609 64" rafter (foot) spacing 45 253 380 506 633 Photowatt PW 1250 72" rafter (foot) spacing 51 285 427 569 712 48" rafter (foot) spacing 30 163 245 327 409 UniSolar 64 64" rafter (foot) spacing 39 218 327 436 545 48" rafter (foot) spacing 25 179 269 359 448 72" rafter (foot) spacing 44 245 368 490 613 64" rafter (foot) spacing 33 239 359 478 598 Photowatt PW 1650 72" rafter (foot) spacing 37 269 403 538 672 48" rafter (foot) spacing 31 162 244 325 406 64" rafter (foot) spacing 41 216 325 433 541 72" rafter (foot) spacing 46 244 365 487 609 I Installation Manual 214 SolarMount Code -Compliant Planning and Assembly YNARAC Table 3. SolarMount"' Loads per Footing at Maximum Foot Spacing To meet code, your Design Loads must beat or above the Design Wind Pressure indicated.You, the installer, are solely responsible for verifying that the roof can withstand these design loads. For specifications based on Design Wind Pressure values greater than 50 pounds per square foot, contact UniRac, Design Wind Pressure Design Wind Pressure 20 psf 30 psf 40 psf 50 psf 20 psf 30 psf 40 psf 50 psf AstroPowerAP6S, AP75 RWE Schott ASE 300 Maximum Foot Spacing (inches) 131 107 93 83 Maximum Foot Spacing (inches) 104 85 74 66 Minimum Foot Design Live Load (lbs) 429 526 610 680 Minimum Foot Design Live Load (lbs) 538 660 766 854 Minimum Foot Design Dead Load (lbs) 89 73 63 56 Minimum Foot Design Dead Load (lbs) 126 103 89 80 Astro PowerAPiI 10, AN 120 RWE Schott SAPC165 (See Sharp NE -165U1) Maximum Foot Spacing (inches) 118 96 83 75 Minimum Foot Design Live Load (lbs) 476 581 670 757 Sanyo HIT 190 Minimum Foot Design Dead Load (lbs) 82 67 58 52 Maximum Foot Spacing (inches) 125 102 88 79 Minimum Foot Design Live Load (lbs) 451 553 636 713 AstroPowerAPi 165 Minimum Foot Design Dead Load (lbs) 76 62 54 48 Maximum Foot Spacing (inches) 118 96 83 75 Minimum Foot Design Live Load (lbs) 476 581 670 757 Sharp NE -80U Minimum Foot Design Dead Load (lbs) 75 61 53 48 Maximum Foot Spacing (inches) 131 107 92 83 Minimum Foot Design Live Load (lbs) 430 527 604 682 BP Solar 375, 380, 580, S85 Minimum Foot Design Dead Load (lbs) 90 73 63 57 Maximum Foot Spacing (inches) 131 107 92 83 Minimum Foot Design Live Load (lbs) 431 528 606 683 Sharp ND -123U I Minimum Foot Design Dead Load (lbs) 84 68 59 53 Maximum Foot Spacing (inches) 117 96 83 74 Minimum Foot Design Live Load (lbs) 480 590 680 758 BP Solar 3125 Minimum Foot Design Dead Load (lbs) 92 75 65 58 Maximum Foot Spacing (inches) 117 95 82 74 Minimum Foot Design Live Load (lbs) 483 588 677 763 Sharp ND-NOECU (140W) Minimum Foot Design Dead Load (lbs) 81 65 56 51 Maximum Foot Spacing (inches) 133 108 94 84 Minimum Foot Design Live Load (lbs) 424 516 599 669 BP Solar 3160, 4150, 4160, 4170 Minimum Foot Design Dead Load (lbs) 72 58 51 45 Maximum Foot Spacing (inches) 114 93 80 72 Minimum Foot Design Live Load (lbs) 496 607 697 784 Sharp NE -1651.111, NT 17SU 1, NT 18SU I Minimum Foot Design Dead Load (lbs) 79 64 55 50 Maximum Foot Spacing (inches) 114 93 81 72 Minimum Foot Design Live Load (lbs) 491 601 698 775 Evergreen EC 102, EC 110, EC I I S Minimum Foot Design Dead Load (lbs) 83 68 59 53 Maximum Foot Spacing (inches) 114 93 80 72 Minimum Foot Design Live Load (lbs) 494 605 693 780 Sharp ND- 167UI Minimum Foot Design Dead Load (lbs) 82 67 58 52 Maximum Foot Spacing (inches) 124 102 88 79 Minimum Foot Design Live Load (lbs) 450 556 639 717 First Solar FSSOD Minimum Foot Design Dead Load (lbs) 71 58 50 45 Maximum Foot Spacing (inches) 131 107 92 83 Minimum Foot Design Live Load (lbs) 430 527 604 681 Shell SM 110 Minimum Foot Design Dead Load (lbs) 95 78 67 60 Maximum Foot Spacing (inches) 125 102 88 79 Minimum Foot Design Live Load (lbs) 450 550 633 710 Kyocera KC80 Minimum Foot Design Dead Load (lbs) 84 69 59 53 Maximum Foot Spacing (inches) 145 118 103 92 Minimum Foot Design Live Load (lbs) 387 472 549 613 Shell SQ70, SQ7S, SQ80 Minimum Foot Design Dead Load (lbs) 88 72 63 56 Maximum Foot Spacing (inches) 131 107 93 83 Minimum Foot Design Live Load (lbs) 429 526 610 680 Kyocera KC 120, KC 12SG Minimum Foot Design Dead Load (lbs) 84 69 60 53 Maximum Foot Spacing (inches) 120 98 85 76 Minimum Foot Design Live Load (lbs) 468 573 662 740 Shell SQ 140, SQ I SO, SQ 160 Minimum Foot Design Dead Load (lbs) 85 69 60 54 Maximum Foot Spacing (inches) 112 92 80 71 Minimum Foot Design Live Load (lbs) 497 612 710 788 Kyocera KC I S8G, KC 167G Minimum Foot Design Dead Load (lbs) 84 69 60 53 Maximum Foot Spacing (inches) 126 103 89 80 Minimum Foot Design Live Load (lbs) 445 545 628 706 SunWize SWBS, SW90, SW9S Minimum Foot Design Dead Load (lbs) 73 60 52 46 Maximum Foot Spacing (inches) 119 97 84 75 Minimum Foot Design Live Load (lbs) 470 575 664 741 Photowatt PW750 Minimum Foot Design Dead Load (lbs) 86 70 61 54 Maximum Foot Spacing (inches) 129 105 91 81 Minimum Foot Design Live Load (lbs) 436 533 616 685 SunWize SW 115, SW 120 Minimum Foot Design Dead Load (lbs) 80 65 57 50 Maximum Foot Spacing (inches) 119 97 84 75 Minimum Foot Design Live Load (lbs) 470 575 664 741 Photowatt PW 1250 Minimum Foot Design Dead Load (lbs) 84 69 59 53 Maximum Foot Spacing (inches) 128 105 91 81 Minimum Foot Design Live Load (lbs) 436 536 620 689 UniSolar 64 Minimum Foot Design Dead Load (lbs) 79 65 56 50 Maximum Foot Spacing (inches) 123 100 87 78 Minimum Foot Design Live Load (lbs) 459 560 650 728 Photowatt PW 1650 Minimum Foot Design Dead Load (lbs) 64 52 45 40 Maximum Foot Spacing (inches) 129 105 91 81 Minimum Foot Design Live Load (lbs) 436 533 616 685 Minimum Foot Design Dead Load (lbs) 83 68 59 52 Po8. 7 UNMIMC` Installation Manual 214 SolarMount Code -Compliant Planning and Assembly 4b.... Or verify Maximum Foot Spacing and Determine Minimum Design Dead and Live Loads To minimize roof penetrations, consult Table 3 (p. 7) to deter- mine Maximum Foot Spacing allowable for the Design Wind Pressure that you determined in Step 3. Find the make and model of the PV module you plan to install, then read or extrapolate Foot Design Live Loads and Dead Loads at the maximum spacing. To meet code, you must verify that foot spacing is at or below the dimension listed and that the roof rafter assembly at your installation site has the capacity to withstand the sum of the Design Dead Load and Design Live Load for the speci- fied spacing. If they do not, try smaller footer spacing. If the result is still not acceptable, relocate the array to a stronger area of the roof or strengthen the inadequate framing elements. For assistance, consult a local professional engineer. 5. Verify acceptable Rail End Overhang Rail End Overhang (Fig. 2) must equal 50 percent or less of foot spacing. Thus, if foot spacing is 72 inches, the Rail End Overhang can be up to 36 inches. In this case, two feet can support a rail of as much as 144 inches (72 inches between the feet and 36 inches of overhang at each end). 6. Ensure that Live Loads do not exceed Pull -Out Capacities Based on the characteristics of your roof rafter or truss lumber and the lag screws, consult Table 4 to determine the lag pull- out capacity per 1 -inch thread depth. Compare that value to the minimum design live load per footing determined in Step 4a or 4b. Based on these values, determine the length of the lag -screw thread depth you require to resist the design live load. To ensure code compliance, the lag pull-out capacity per footing must be greater than the footing design live load. If your SolarMount requires standoffs, always use at least two lag screws to secure the standoff to the rafter. Figure 2. SolarMount foot spacing refers to the distance between feet on the same rail. Over- hang, the distance from end of the rail to the first foot may be no more than half the foot spacing. Table 4. Lag pull-out (withdrawal) capacities (lbs) in typical roof truss lumber Lag screw specifications Douglas Fir, Larch Douglas Fir, South Engelmann Spruce, Lodgepole Pine (MSR 1650 f & higher) Hem, Fir Hem, Fir (North) Southern Pine Spruce, Pine, Fir Spruce, Pine, Fir (E of 2 million psi and higher grades of MSR and MEL) Specific gravity s/6-shaft, * 2'/: -thread depth s/6"" shaft,* per I "" thread depth '/8- shaft* per I -thread depth 0.50 665 266 304 0.46 588 235 269 0.46 588 235 269 0.43 530 212 243 0.46 588 235 269 Thread depth 0.55 768 307 352 0.42 513 205 235 0.50 665 266 304 Sources: Uniform Building Code; American Wood Council. Notes: (1) Thread must be embedded in a rafter or other structural roof member. (2) Pull-out values incorporate a 1.6 safety factor recommended by the American Wood Council. (3) See UBC for required edge distances. *Use flat washers with lag screws. S ELF O P. ILL,) Iv6 /� PPi rv6 Page U �i 8 i Insf'O c -F f u R R 1- `1 TQS SNEE a me"(, SU2ews Installation Manual 214 SolarMount Code-Compliarit Planning,and Assembly M_ ' Part III. Installing SolarMount with top mounting clamps This section covers SolarMount assembly where the installer has elected to use top mount- ing clamps to secure modules''�� to the rails. Irdetails the �.. procedure for flush mounting SolarMount to a pitched roof. �� � , � � x 4 • � «� Contents I��� Laying out the installation area ......... 10 Laying out L -feet .......... 11 w � Installing L feet .......... 11 m Laying out standoffs ...... 12x °z , Installing standoffs ....... 12 t a Installing SolarMount` �' „ �'w. `°;s1*Ury� rails .................... 13 , Installing the modules .... 14#X,7 SolarMount roil Figure 3. Exploded view of..'a low -profile installation mounted flush to the roof with L feet. Table 5. Part quantities 2 Table 6.Wrenches and torque . 'SMR Series SolarMount Rail Sets (model no. = rail length in inches) Wrench Recommended_ CT3 4 3 , /s- footing /s"" flange size .torque (ft -lbs) Rails y .. : L -feet bolo nuts 1-Y.- hardware -- . ---'/6— -----15 -- SMR48 thru 106 2 4 4 4 'Is" •hardware 6" 30 • SMR 120 thru 180 2 6 6 6 8 1 -11th ru 216 2 8 ___6 - - - ? 8 8 14 Caution: Stainless steel hardware can seize up, a process called ' _. __ _ 16 llin To significantly reduce the likelihood of galling,SAF-T-EZE fig• g y 12 — CT Series Clamp Sets (model no. = modules accommodated) -- -2 anti -seize lubricant has been included with your hardware. C78, _ 4_ End Mid %," module %."x S/e %,"" flange _ 2 Apply a very small drop to the threads. of all bolts before in - clamps clamps clamp bolts safety bolo nuts stallation. If more anti -seize is needed, substitute any lubricant CT2 4 2 6 2 8 CT3 4 4 8 2 10 CT4 4 6 10 2 12 CT5 4 8 12 2 14 CT6 4 10 14. 2 16 CT7_,-_`4- --- 12 — --16--- -- -2 18 C78, _ 4_ 1418 _ _ 2 20 I, Po8c 9 UNORAC Installation Manual 214 SolarMount Code -Compliant Planning and Assembly Laying out the installation area The width of the installation area is equal to the length of one The installation can be laid out with rails parallel to the rafters module. (high-profile mode) or perpendicular to the rafters (low -pro- The length of the installation area is equal to: file mode). Note that SolarMount rails make excellent straight • the total width of the modules, edges for doing layouts. • plus 1 inch for each space between modules (for mid - Center the installation area over the rafters as much as pos- damp) sible. • plus 3 inches (11/2 inches for each set of end clamps). Leave enough room to safely move around the array during installation. r,8. 10 Figure 4. Rails maybe piacedparallel orperpendicular to rafters. Installation Manual 214 SolarMount Code -Compliant Planning and Assembly VNO C* Laying out L feet L -feet (Fig. 5) are used for installation through existing roofing material, such as asphalt shingles or sheet metal. Use Figure 6 or Figure 7 below to locate and mark the `- L -feet lag bolt holes within the installation area. To meet code, you must use the foot spacing deter- mined in procedural steps 4a or 4b (pp. 5, 8). Figure 5 When determining the distance be- tween the rails in high-profile mode, keep in mind that the center of each rail will be offset from the L -foot lag bolt holes by 13/4 inches. If multiple high-profile rows are to be installed adjacent to one another, it will not be possible for each row to be centered above the rafters. Adjust as needed, following the guidelines in Figure 7 as closely as possible. Figure 6. Low -profile layout 25% maximum 50% minimum typical typical each end II p 1-3/4" I 1-314" I II i t" I II I II I p foot _ 4 spacing I II Lower roof edge I II Overhang iI Rafters 2__,,1 d Figure 7. High-profile layout Installing L feet Drill pilot holes through the roof into the center of the rafter at each L -foot lag bolt hole location. Consult procedural step 6 and Table 4 (p. 8) to select the lag bolts that you must use to meet building code wind load requirements. Lag bolts are not provided with SolarMount rail sets. Squirt sealant into the hole, and on the shafts of the lag bolts. Seal the underside of the L -feet with a suitable weatherproof sealant. Securely fasten the L -feet to the roof with the lag bolts. Ensure that the L -feet face as shown in Figure 6 or Figure 7. The single -slotted square side of the L -foot must always lie against the roof with the double -slotted side perpendicular to the roof. Page 11 UNORAC Installation Manual 214 SolarMount Code -Compliant Planning and Assembly Laying out standoffs Standoffs (Fig. 8) are used for flashed installations, such as those with tile and shake shingles. Use Figure 9 or Figure 10 to locate and mark the standoff lag bolt holes within the installation area. To meet code, you must use the foot spacing determined in procedural steps 4a or 4b (pp. 5, 8). Remove the tile or shake underneath each standoff location, exposing the roofing underlayment. Ensure that the standoff base lies flat on the underlayment, but remove no more material than required for the flashings to be installed properly. Use the standoff base as a template to mark lag bolt hole locations on underlayment above the center of the rafters (Fig. 9 or Fig. 10). Figure 8. Raised flange standoff (left) and flat top standoff used in con- junction with an L foot. When determining the distance be- tween the rails in high-profile mode, keep in mind that the center of each rail will be offset from the standoff lag bolt holes by '/16 of an inch. If multiple high-profile rows are to be installed adjacent to each other, it will not be possible for each row to be centered above the rafters. Adjust as needed following the guidelines in Figure 10 as closely as possible. Installing standoffs Overhangtypical � Foot spacing–.ieach end - -- - T if 5056 minimum _i typical Lower roof edge ii - _JL - —' i. k_ Rafters —f Figure 9. Low -profile layout 25% typical ,,-50% minimum each end typical II 1� I II 7/16"»� I I o l o 0 0 Foot-•J1----7Jl6" _= spacing 1I I ' I I Overhang Lower roof edge Rafters Figure 10. High-profile layout Drill 3/16 -inch pilot holes through the underlayment into the center of the rafters at each standoff location. Securely fasten each standoff to the rafters with the two S/16" x 31/2' lag bolts provided with it. Note: You must verify that the lag bolts you use are adequate for your installation by following proce- dural steps 4A or 4B (pp. 5, 8). P.Z. 12 Ensure that the standoffs face as shown in Figure 9 or Figure 10. SolarMount standoffs are designed for easiest instal- lation with Oatey®11/a"-11/z" No -Calk® flashings. They can be obtained at most plumbing and roofing supply companies. Install and seal flashings and standoffs using standard building practices. Installation Manual 214 — SolarMount Code -Compliant Planning and Assembly VN®RAC Figure 11. Splice bars slide into the footing bolt slots of SolarMount rail sections. Clomping bolt slot Footing slots to �.Movnfing bolt slot c (gyp Figure 12. Foot -to -rail splice attachment Aligning the Rail Ends. Align one pair of rail ends to the edge of the instal- lation area (Fig. 13 or Fig. 14). The opposite pair of rail ends will overhang the side of the installation area. Do not trim them off until the installation is complete. In low -profile mode (Fig. 13), either end of the rails can be aligned, but the first module must be installed at the aligned end. 1 �+—Edge of installation area Figure 13. Low -profile mode Installing SolarMount rails Keep rail slots free of roofing grit or other debris. Foreign matter will cause bolts to bind as they slide in the slots. Installing Splices. If your installation uses SolarMount splice bars, attach the rails together (Fig. 11) before mounting the rails to the foot- ings. Use splice bars only with flush installations or those that use low -profile tilt legs. If using more than one splice per rail, contact UniRac concerning thermal expansion issues. Mounting Rails on Footings. Rails may be attached to either of two mounting holes in the footings (Fig. 12). Mount in the lower hole for a low profile, more aesthetically pleasing instal- lation. Mount in the upper hole for a higher profile, which will maximize airflow under the modules. This will cool them more and may enhance performance in hotter climates. Slide the '/8 -inch mounting bolts into the footing bolt slots. Loosely attach the rails to the footings with the flange nuts. Ensure that the rails are oriented to the footings as shown in Figure 6, 7, 9, or 10, whichever is appropriate. Edge of installation area Figure 14. High-profile mode For the safest high-profile installation (Fig. 14), the aligned end of the rails must face the lower edge of the roof. Securely tighten the flange nuts on the mounting bolts after alignment is complete (28-32 ft lbs). Mount modules to the rails as soon as possible. Temperature changes may bow the rails within a few hours if module placement is delayed. ..8. 13 Installation Manua1214 SolarMount Code -Compliant Planning and Assembly Installing the modules Prewiring Modules. If modules are the Plug and Play type, no prewiring is 1/2"minimum tome required, and you can proceed directly to "Installing the First Module" below.. If modules have standard J -boxes, each module should be prewired with one end of the intermodule cable for ease of installation. For safety reasons, module mod ale bolt prewiring should not be performed on the roof. and longe nu Leave covers off J -boxes. They will be installed when the modules are installed M on the rails. Installing the First Module. In high-profile installations, the safety bolt and End clamp REo�I flange nut must be fastened to the module bolt slot at the aligned (lower) end of each rail. It will prevent the lower end clamps and clamping bolts from sliding out of the rail slot during installation. Figure 15 If there is a return cable to the inverter, connect it to the fust module. Close the J -box cover. Secure the fust module with T -bolts and end clamps at the aligned end of each rail. Allow half an inch between the rail ends and the end clamps (Fig. 15). Finger tighten flange nuts, center and align the module as needed, and securely tighten the flange nuts (15 ft lbs).. / Installing the Other Modules. Lay the second module face down (glass to J `. • ! ' •�� glass) on the first module. Connect intermodule cable to the second module and close the J -box cover. Turn the second module face up (Fig. 16). With T -bolts, �.,. mid clamps, and flange nuts, secure the adjacent sides of the first and second _J -boxes modules. Align the second module and securely tighten the flange nuts (Fig. 17). For a neat installation, fasten cable clamps to rails with self -tapping screws. Figure 16 Repeat the procedure until all modules are installed. Attach the outside edge of the last module to the rail with end clamps.,. lvtodule°frc!H 5 Trim off any excess rail, being careful not to cut into the roof. Allow half an inch between the end clamp and the end of the rail (Fig. 15). Check that all flange nuts on T -bolts are securely fastened. 114 mod.vle.tiOlt and tlo:n.ge nut Figure 17 High -lipped module ,,.. (cross section) 2Spacers Low -lipped •module Effin r (c .on) toss section) .'3x'ra°.�z„.X,c,5�'F #mz'N . Xd..�Y3,%i' .0a�mr�i%a4Y� ,+A1 - �'s.v SCr �rr�; uarr � +w�. ;n a -. tsaun _ �aay.w•»sw smsa�mrea �zrau=zs�,z�wsa�se. Z: C v d .'��Iwi Nvr;�11' l arMountarail��'wx Solar ou-�`4 ,PW'W �.„ a' `-r•iF,�: .. , .'.:.� &,.a . ' s .. d �w'�.3` }'r"m 3 ice. r.. ,,.... 3 <t`, f;' •=;a+i u::.E AN =�4. ,.r, 2 Figure 18. Mid clamps and end clamps for lipped frame modules are identical. A spacer for the end clamp is necessary only if lips are located high on the module frame. Installation Manual,214 'SolarMount Code -Compliant Planning and Assembly. ® c' Part N Installing SolarMount with bottom mounting clips This section covers SolarMount assembly where the installer has elected to use bottom mounting clips to secure modules to the rails. It de- tails the procedure for flush mount- ing SolarMount to a pitched roof. Contents Planning the installation area ... 16 Laying out and installing L -feet .. 17 Attaching modules to the rails .. 18 Installing module -rail assembly.. 19 SolarMount roil . x 's i xF .. Footing bolt slot Bottom mounting clip Figure 19. SMR and CB components Table 7. Part quantities Table $.Wrenches and torque SMR Series SolarMount Rail Sets (model no. = rail length in inches) Wrench Recommended , ": footing /e /e "flange size torque ffi-lbs) Rails L -feet bolts nuts X - hardware %s" Is hardware %s" 30 .SMR48 thru 106 2 4 4 4 SMR 120 thru 180 2 6 6 6 Caution: Stainless steel hardware can seize up, a process called SMR 192 thru 216 2 8 8 8 • galling.To significantly reduce the likelihood of galling, SAF-T-eze CB Series Clip Sets (model no. = modules accommodated) anti -seize lubricant has been included with your hardware. /. module /," flange Apply a very small drop.to the threads of all bolts before in- Clips stallation. If more anti -seize is needed, substitute any lubricant bolo nuts CB2 8 8 8 C63 12 12 12 C64 16 16 16 C85 20 20 20 CB6 24 24 24` CB7 28 28 28 CB8 32 32 32 • 15 UNMMC' Installation Manual 214 SolarMount Code -Compliant Planning and Assembly Distance between. lo,g, bolt centers- 2" 2" Distance between: module ?nountiiig holes PV module O .Module bolt Clip. Rail ;L -toot —.Laq bolt ois)once between log bolt centers — 11.4� Dlsi.once between — Module. mounting holes Figure 20. Clip Arrangements A and B o.& 16 14" 0 Planning the installation area Decide on an arrangement for clips, rails, and L -feet (Fig. 20). Use Arrangement A if the full width of the rails contact the module. Otherwise use Arrangement B. Caution: Ifyou choose Arrangement B, either (1) use the upper mounting holes of the L feet or (2) be certain that the L feet and clip positions don't conflict. If rails must be parallel to the rafters, it is unlikely that they can be spaced to match rafters. In that case, add structural supports—either sleepers over the roof or mounting blocks beneath it. These additional members must meet code; if in doubt, consult a pro- fessional engineer. Never secure the footings to the roof decking alone. Such an arrangement will not meet code and leaves the installation and the roof itself vulnerable to severe damage from wind. Secure the footings in accordance with "Installing L -feet" (p. 11). Leave enough room to safely move around the array during installation. The width of a rail -module as- sembly equals the length of one module. Note that L -feet may extend beyond the width of the assembly by as much as 2 inches on each side. The length of the assembly equals the total width of the modules. Installation Manual 214 SolarMount Code -Compliant Planning and Assembly UNMAC• Laying out and installing L feet L -feet are used for installation through existing low profile roofing material, such as asphalt shingles or sheet metal. They are also used for most ground mount installations. To ensure that the L -feet will be easily accessible during flush installation: • Use the PV module mounting holes nearest the ends of the modules. • Situate the rails so that foot- ing bolt slots face outward. Use Figure 20 to determine spacing between feet on opposite rails. Foot spacing (along the same rail) and rail overhang depend on design wind loads. To meet code, you must use the foot spacing determined in procedural steps 4a or 4b (pp. 5, 8). Install half the L -feet: • If rails are perpendicular to rafters (Fig. 21), install the feet closest to the lower edge of the roof. • If rails are parallel to rafters (Fig 22), install the feet for one of the rails, but not both. For the L -feet being installed now, drill pilot holes through the roof into the center of the rafter at each lag bolt hole location. Consult Table 4 (p. 8) to select lag bolts to meet design wind loads. Squirt sealant into the hole and onto the shafts of the lag bolts. Seal the underside of the L -feet with a weath- erproof sealant. Securely fasten the L -feet to the roof with the lag bolts. Ensure that the L -feet face as shown in Figure 21 or Figure 22. Hold the rest of the L -feet and fasten- ers aside until the panels are com- plete and ready for installation. Figure 21. Rails laid out perpendicular to the rafters. Rafters -- Mounting block: ,i Il II Install Ii l4 11 II Ii I 0 Install L -feet L -feet l now i I iI . I (. later . it I I <i '.I I 6 II -- I,L_____ 4. 'I f. Mounting Rails -1 block ra Figure 22. Rails laid out parallel to the rafters. Poge 17 UNOMC' Installation Manual 214 SolarMount Code -Compliant Planning and Assembly Attaching modules to the rails Lay the modules for a given panel face down on a surface that will not damage the module glass. Align the edges of the modules and snug them together (Fig. 19, p. 15). Trim the rails to the total width of the modules to be mounted. Place a rail adjacent to the outer mounting holes. Orient the footing bolt slot outward. Place a clip slot adjacent to the mounting holes, following the arrangement you selected earlier (Fig. 20a or 20b, p. 16). Assemble the clips, mounting bolts, and flange nuts. Torque the flange nuts to 15 foot- pounds. Wire the modules as needed. For safety reasons, module wiring should not be performed on a roof. For a neat installation, fasten cable clamps to rails with self -tapping screws. Installation Manual 214 SolarMount Code -Compliant Planning and Assembly UN®RAC` Installing the module -rail assembly Bring the module -rail assembly to the installation site. Keep rail slots free of debris that might cause bolts to bind in the slots. Consider the weight of a fully assembled panel. UniRac recom- mends safety lines whenever lifting one to a roof. Align the panel with the previously installed L -feet. Slide'/o- inch L -foot mounting bolts onto the rail and align them with the L -feet mounting holes. Attach the panel to the L -feet and finger tighten the flange nuts. Rails may be attached to either of two mounting holes in the footings (Fig. 23). Mount in the lower hole for a low, more aesthetically pleasing installation. Or mount in the upper hole to maximize a cooling airflow under the modules. This may enhance perfor- mance in hotter climates. Adjust the position of the panel as needed to fit the instal- lation area. Slide the remaining L -feet bolts onto the other rail, attach L -feet, and finger tighten with flange nuts. Align L -feet with mounting holes previously drilled into roof. Install lag bolts into remaining L -feet as described in "Laying out and installing L -feet" above. Torque all footing flange nuts to 30 foot-pounds. Verify that all lag bolts are securely fastened. clip viounfing slotsFlange Footing nut bolt slof Figure 23. Leg -to -rail attachment VN!MC` Installation Manual 214 SolarMount Code -Compliant Planning and Assembly 10 year limited Product Warranty, 5 year limited Finish Warranty UniRac, Inc., warrants to the original purchaser ("Purchaser") of product(s) that it manufactures ("Product") at the original installation site that the Product shall be free from defects in material and workmanship for a period of ten (10) years, except for the anodized finish, which finish shall be free from visible peeling, or cracking or chalking under normal atmospheric conditions for a period of five (5) years, from the earlier of 1) the date the installation of the Product is completed, or 2) 30 days after the purchase of the Product by the original Purchaser ("Finish Warranty"). The Finish Warranty does not apply to any foreign residue deposited on the finish. All installations in corrosive atmospheric conditions are excluded.The Finish Warranty is VOID if the practices specified byAAMA 609 & 610-02 —"Cleaning and Maintenance for Architecturally Finished Aluminum" (www.aamanet.org) are not followed by Purchaser.This Warranty does not cover damage to the Product that occurs during its shipment, storage, or installation. This Warranty shall beVOID if installation of the Product is not performed in accordance with UniRac's written installation instructions, or if the Product has been modified, repaired, or reworked in a manner not previously authorized by UniRac IN WRITING, or if the Product is installed in an environment for which it was not designed. UniRac shall not be liable for consequential, contingent or incidental damages arising out of the use of the Product by Purchaser under any circumstances. If within the specified Warranty periods the Product shall be reasonably proven to be defective, then UniRac shall repair or replace the defective Product, or any part thereof, in UniRac's sole discretion. Such repair or replacement shall completely satisfy and discharge all of UniRac's liability with respect to this limited Warranty. Under no circumstances shall UniRac be liable for special, indirect or consequential damages arising out of or related to use by Purchaser of the Product Manufacturers of related items, such as PV modules and flashings, may provide written warranties of their own. UniRac's limited Warranty covers only its Product, and not any related items. "8° UniRac, Inc. 3201 University Boulevard SE, Suite 110 505.242.6411 20 www.unirac.com Albuquerque NM 87106-5635 USA 505.242.6412 Fax NOTES RESIDENTIAL PERMIT NO. 02 w� 0//- 37a—oelg , Dems, Gr,-r-cA-s 4 11 SPECIAL CONDITIONS 11 CHECKED BY SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER JOB FINALED (Date) '-Z®' o �5 Signature J=OK 0 = Not OK . = NotReadyable COVERS, CARPORTS, GARAGES (Plans) OK except #'s MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s ootings; Soils -Size -Depth -Spacing -Connectors -Steel 1. Zoning Requirements -Setbacks -Easements 4. t 2. Soils; Special MH Support Sketch Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 3. Sewer; Location -Test -Fall -C/O -Concrete 7. 4. Water; Location -Test -Easement Needed (Sketch) Plumb.; Cir. Test -Water Supply Test 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete ( 12. 6. Gas; Location -Test -Wrap;-/ /" L 'ft. / P Nat. or / /" L "ft./ P LPG 7. Well Clearance & Disconnect 8. Utility Clearance Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch 11. Cert. of Occupancy Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PERMANENT END SYSTEM (ONLY) 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Blocking 4. Gas; MH Test -Demand -Valve 5. Electricity; MH Test 6. Water; MH Test 7. Water and Sewer Connected 8. Gas and Electricity Tagged 9. Exits 10. License Decals 11. Verify #'s with Office Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 MISCELLANEOUS Date DECO, COVERS, CARPORTS, GARAGES (Plans) OK except #'s 11 Z ing Requirements -Setbacks -Easements 4. ootings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks, Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. t Wood Awn.; Posts-Beams-Rftrs-Connectors Shthg-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Dat , , and B-1 �. Date Card B-1 Date Card B-1 Date Card B-1 Date POOLS (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed t 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosures -Panel boards- Ins. to Main Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test ' 11. Light Niche ( 12. Enclosure; Fencing -Alarms Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 J=OK 0 = Not OK - = Not Applicable . = Not Ready RESIDENTIAL (Single & Duplex) Date UNDERFLOOR (Plans) OK except #'s 1. Zoning -Setbacks -Easements -Flood -Slope 2. Ftg., Main; Soils-Elec. Grnd.-/ /" Ftg. Depth 3. Ftg., Garage; Soils-Steel-Elec. Grnd.-/ /" Ftg. Depth 4. Ftg., Porches & Decks; Soils -Steel-/ /" Ftg. Depth 5. Stemwalls, Main; Steel-Blockouts-Wrapped 6. Stemwalls, Garage; Steel-Blockouts-Wrapped 6a. Hold Downs and Special Anchors 7. Slab, Steel -Wrapped 8. Piers -Fireplace Ftg.-Steel 9. D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 10. UF, Gas Pipe; Size Anchors -Yard Gas Piping; Size Test 11. Water Pipe; Test -Anchors -Regulator -Service Test 12. Electric Underground 13. Plenums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts-Joists-Vents-Crippies 15. Access & Ventilation 16. Insulation Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except #'s 17. Water Htr.; Vent -Access -Combustion Air Baffle 18. Water Pipe; Test & Anchor -Nail Protection 19. D.W.V.; Test Fittings & Anchor -Nail Protection 20. Shower Pan; Test, First Floor -Tub Access 21. Test Tub & Shower, Second Floor -Tub Access 22. Gas Pipe; Sixe & Anchors 23. Fire Sprinkler; Test 72. Elec. Outlets at Wood Panel, Int. & Ext. Date 73. Card B-1 Date Card B-1 Date 74. Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s Garage Fire Door; Swing -Landing -Closure 24. Fixture & Transformer Clearance -Ins. Protection A.C. Duct in Garage -Damper 25. Elec. Receptacles Spacing -Lights & Switches at Doors Wtr. Htr; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 26. Size Boxes & No. of Conductors Stapled Plb.; Elec. & Mech. Equip. Listed for Location 27. Romex Installed Close to Edge of Studs & C.J. Elec. Receptacles in Garage (F.F.I.)-Romex Protection 28. Equip. Ground made up w/Mech Fasteners -Bond Gas & Water Insulation -Foam -Looked in Attic 29. 2 Appliance Circuits in Kitchen & Conductor Size GFI Guard Rails & Deck Construction -Post Caps 30. Subfeed Wire Size/ /ga. Cu or AI-A.C. Wire Size/ /ga Cu or Al Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth 31. Range Circle/ /ga Cu or AI -Oven Circ. / /ga Cu or Al Insulated Neutral ❑ Yes ❑ No Clearance Looked under Floor ❑ Yes 32. Service -Riser Conductors & Ground Main Disconnect Following Instid./Drive O Yes O No/Walks O Yes ❑ No/Planters O Yes ❑ No 33. Equip. Clearances Panels-Motors-Mech. Equip. Stucco Brown -Finish 34. Clothes Closet Light -Shower Light -Spa Light A.C. Unit Disconnect, Electrical -Plumbing 35. Smoke Detector Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 87. Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s 90. 36. A.C. Ducts Insulation & Support 91. 37. Vent Fan, Exhaust above insulation 92. 38. Condensate Drain & Overflow, Size & Grade 93. 39. Furnace -Vent Access -Comb. Ait-Return Air Vent 115 Outlet 94. 40. Attic Access & Platform if Furnace in Attic Date Address Posted Card B-1 Date Card B-1 Date Fire Sprinkler Card B-1 Date Card B-1 Date FRAMING (Permit) OK except #'s Date 41. Sills Proper Materials & Anchors Date 42. Walls Studs -Nailing Spacing & Braces -Plates -Sound Comments at Final: 43. Bearing Walls over Girders & Floor Nailing 44. Draft Stop in Walls (rat proof) 45. Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs 46. Headers & Beams -Size & Bearing Date FRAMING (Continued) 47. Hangers -Post Caps -Anchors -Connectors 48. Cling. Joist-Rftr. Ties- Purlin-Roll Brac.-Truss-Shting.-Rtng. 49. Fireplace Ties or Type A Flue -Fireplace Throat Clearance 50. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 51. Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 52. Garage Fire Protection Framing -RC Channel 53. Property Line Firewall & Openings 54. Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 55. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 56. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 57. Siding -Nailing Veneer 58. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 59. Glazing Area -Glass Protection -Skylights -Plastic 60. Shear Walls; Nailing -Bolts 61. Brace Interior/Exterior Wall Panels 62. Insulation -Walls -Ceilings 63. Infiltration -Walls -Windows Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 64. Ext. Steps -Door & Sidelight Protection -Landings 65. Smoke Detector 66. Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 67. Bedroom Exiting 68. G.F.I. & Bath Fixtures & Tub Access -Spa 69. Elec. Trim & Subpanel, Breaker Sizes & Labels 70. Stairs & Rails 71. Fireplace or Stove, Clearance -Hearth 72. Elec. Outlets at Wood Panel, Int. & Ext. 73. Kit. Fixt. & Appliance; Ground -Air -Gap -Cooking Clearance 74. Elec. Outlets & Receptacles at Kit. Counter 75. Garage Fire Door; Swing -Landing -Closure 76. A.C. Duct in Garage -Damper 77. Wtr. Htr; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 78. Plb.; Elec. & Mech. Equip. Listed for Location 79. Elec. Receptacles in Garage (F.F.I.)-Romex Protection 80. Insulation -Foam -Looked in Attic 81. Guard Rails & Deck Construction -Post Caps 82. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor ❑ Yes _ 83. Following Instid./Drive O Yes O No/Walks O Yes ❑ No/Planters O Yes ❑ No 84. Stucco Brown -Finish 85. A.C. Unit Disconnect, Electrical -Plumbing 86. Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 87. Water Well, Disconnect, Electrical, Plumbing 88. Exterior Elec. Trim, G.F.I. Receptacle -Underground 89. Ventilation Throughout House 90. Glass Protection 91. Corrections from Previous Inspections 92. Gas Test -Meters Tagged, Gas -Electric 93. Water & Sewer Connected -C/O to Grade -HD Approval 94. Energy Compliance Certificate -Other Certificates 95. Address Posted 96. Fire Sprinkler Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: APPLIED TESTING CONSULTANTS MATERIALS ENGINEERING TESTING AND INSPECTION CERTIFICATE OF BOLTING INSPECTION Date: 12/17/04 Project: Harthorn Shop Building Client: Allen Harthorn Inspector: A. Joiner 5342 La Playa Court Chico, CA 95928 Bolt Size in dia Req'd Tension lbs Test Torque ft -lbs Turn of the Nut (turnpast snug) Impact Test (sec) 5/8" 19,000+5% 215 N/A N/A DESCRIPTION OF WORK Arrived at the jobsite at 0815 hrs. to perform special inspection of high strength bolting at the Ridge & Haunch Connections. Before tightening the bolts we verified that the materials used in this assembly were in conformance with the requirements of section 2 (Bolts, Nuts, Washers and Paint) and section 3 (Bolted Parts) of the RCSC Specifications. The bolts used in this structure are 5/8" diameter A325 grade high strength bolts with hardened steel washers beneath hardened steel nuts. The Calibrated Wrench Tightening method was used per Section 8(d)(2) of the RCSC Specifications. A representative sample of 3 bolts from each diameter, length, and grade used in this structure were tightened in the Skidmore Wilhelm tension -indicating device using a calibrated dial -indicator torque wrench. Three readings were recorded, on the wrench, for each bolt size, in order to establish an average job'test torque to provide a tension not less than five percent in excess of the minimum tension specified in Table 4 of the RCSC Specifications. Each bolt assembly was installed and tightened to a snug -tight condition by the contractor prior to tightening. There were a total of 72 — 5/8" bolts in the structure, all were tightened using the above mentioned procedure. Based on the above mentioned procedure, it is our judgment that all A325 hi g - enoyls installed in the structure have been properly tensioned in accordance with the RCSC Specific on ttual Joints contai ed' t e AISC Manual for Steel Construction. A. Joiner Char es ,J ol3e' -s,¢P.,E' - , Inspector C-03863Lp'%l 05 ICC # 5028458-85 Staff Engineer, 3060 Thorntree Drive, Suite 10 ° Chico, CA 95973 ° Telephone: (530) 891-6625 ° Facsimile: (530) 891-4243 • COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 PERMIT NO. (Rev. 12/96) APPLICATION AND PERMIT 92-9944 ASSESSOR PARCEL NUMBER 011 - 370-046 ZONING BUILDING PERMIT OWNE�T.T.FN HARTHORN T X0360 SO. FT. OCC. BUILDING VALUATION 1200 U-1 $21,600.00 OWNERS MAILING ADDRESS CONTRACTORS NAME TELEPHONE CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER Fireplace LENDERS MAILING ADDRESS Total Valuation is ARCHITECT OR ENGINEER LICENSE NO. Filing Fee W_ 1jv 20.00 Permit Fee $ 225.00 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 146-00 BUILDING ADDRESS Energy Plan Checking Fee $ PERMIT FEE $ 371 -nn LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each as water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: _far �laTn FU)OD = x, 0375C Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home S G W @20.00 PERMIT FEE $ ELECTRICAL PERMIT Filing Fee 20.00 500VOR LE Main Service zoOA OR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect.PSING License Class LIC. NO. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for a following reason: I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service 200A TO IOOOA 46.00 NEW CONST. DW %NG OCCUP. OR ADDNS. ( a ACC. BLDS. SO 3.5¢NT. T. NON -RID. MULTH' CIR UT 97,50 a R A OUTLET CIA. OWELEPpAwLTUS Ex. Occup. OUTLET OR FIXTURES SAL @ 1 .00 .50 PLNS Ex. Occup. Dvrl��isR.,6.) E 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE $ Policy Number (The above sections need not be completed if the permit is for work of a valuation hof one hundred dollars ($100) or less.) 0/1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith compI ith those ro isions. X : Date O 7�— _ Signature of Applicant - Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ occ U CONST. TYPE VN TOTAL FEE $ 371.00 HAZ. D. FEES IMP FLOOD CDF PARCEL Po HD IASA This permit is hereby issued under of the Butte County Code and/or Indic above for which fees have By PERMIT EXPIRES ON the applicable provisions Resolutions to do work been paid. D to 6 �7/ ( a� De Receipt No. r WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK-INSPEMTOR GOLDENROD -APPLICANT _ COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-75 �O , PEMIT NO. v. 12/96) APPLICATION AND PERMIT ASSESSOR PARCEL NUMBER _ '�j / J j I b ZONN -I C BUILDING PERMIT q[^/' OWNER l vw 3, T o"E7 SO. FT. OCC. B DING VALUATION (j OWNER'S MAILING ADDRESS P' --- /• �/ _ ( J z 'U{ /lam Vl CONTRACTOR'S E / L� ln- TELEPHONE CONTRACTOR'S IUJUNQ ADDRESS CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Fee $ 20.00 —Filing Permit Fee $ ARCHITECT OR ENOINEERS MAILING ADDRESS Plan Checking Fee $ BUBAINGADDRESS pf Energy Plan Checking Fee $ PERMIT FEE $ LOT NO. SUBDIVISIONS NAME QN\ (gyp _ i, 'I PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 Each Trap 7.00 USEOPS1TR1 UCITURE 5;1 6 A Q,, SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY Solar or heat pump water heater 23.00 Water piping 15_00 — .Each gas water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation (Other %❑ 1 ' l Describe W rk / 1 l/ I Gas piping system 1 - 5 outlets 15.00 Buildingsewers 15.00 Mobile oma S G W @20.00 PERMIT FEE S ELECTRICAL PERMIT Filing Fee 20.00 Main Service z�ow oA LEss 23.00 c j p�-� `]•-(' ^ ---:- ---- '-------- �i-s - J 00 ;�jC CSI 2� , C o Main Service 200A TO Io00A 4E. 0 — NEW CONST. DWELLING OCC UP/3SO. OR ADDNS. ( 6 ACC. BLQSS .5¢FT, NEW CONS . MT NON•RESID. ULTI.OUTLE@7.50 POV ER APPARATUS .B�SMGLE OUTLET CIR. EX. Occu OUTLET OR FvruREs SAL I:w MFU(ED APPLNS. OR Ex. O u S,OO . OUTLETS RESID. EA Tem,poraryService 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEI= S Mobile Home Installation Fee $ Energy Inspection BeF$ C CONS& TV TO AL FE 0. FEES FLOG CDF p EL I HD SSUE This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. By Date PERMIT EXPIRES ON Oeta COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2140 ' PERMIT APPLICATION DATA SHEET OWNER: 4 P V4 koir r j ASSESSOR PARCEL NUMBER ' 3�_ ` v Proposed Building Use:V I ✓� Counter Technician: Date: ' ' �' o Items required in order to apply for a permit. All boxes MUST be checked OR marked NA in order to apply. 1[>� 1.. Plot plans, 3 or 4 sets, signed by the preparer of the plans. ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. �(IA 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 4. Engineered truss details and layouts in duplicate. No faxes! ❑ 5. Energy compliance design and supporting documentation in duplicate. ❑ 6. Manufactured homes: (A) Data sheets and installation instructions, (B) Marriage line information, (C) Floor Plan, (D) Tie down or foundation plans, all in duplicate. `91 7.. Metal buildings: (A) Metal Building Plans, (B) Foundation plans and calculations in triplicate, (C) Elevation views in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed b tengineer. Items required for initial plan review. If checked items have not been received, plan review cannot proceed. The permit will be indexed and returned to the plan review line-up when required items are received. Date Received By ❑ 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate ................................ ❑ 9. Plot plan and business license approval from the City of Biggs .................................... . (CA10. Letter of intent for non-residential buildings......................................................... tla 11. Detached Accessory Building Form filled out by the owner ..................................... ❑ 12. Hazardous Material Form............................................................................... ❑ 13. Other Re in� g items needed to issue the permit. (May require additional plan review upon receipt of the following items.) do � _; 4. Fees as shown on the attached Schedule of Fees Due Sheet........ s... !..' U. `�.............. ,I Statement of Intent for Non -heated and A/C Buildings ................................... .. .. ..e Sanitation and plot plan approval from the Environmental Health Department in 7. City of Chico Plumbing permit .........................} • • • • • I 02 California Department of Forestry plan approval f1/ paid. Sent b. * .I.�.�............... 19. Planning approval for (A) Use: 0 K (B)Parking: (C) Parcel Check: ❑ 20. Contact Land Development about ❑ Improvements, ❑ Drainage ............................... ❑ 21. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). ❑ 22. Pre -Inspection for required ................ ❑ 23. Contractor's license information. (Number, Name Style, Classification) ...................... ❑ 24. Worker's Compensation Carrier and Policy Number ..............:.............................. ❑ 25. Owner -Builder Verification (❑ Given to owner, ❑ Mailed to owner) ..................... ❑ 26. Letter of Signature authorization.................................................................... ❑ 27. Recorded copy of Agricultural Acknowledgment Statement .................................... ❑ 28. Manufactured home utility clearance............................................................... ❑ 29. Existing violations and/or expired permits......................................................... ❑ 30. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts, ❑ Letter from Legal Owner, ❑ Check to H.C.D. $ ❑ 31. Other: When issued Telephone and hold for pickup. I have been iefopned of the above 'ems and requirements for obtaining a building TOJ rmit. �- � Applicant: Date: 1. Index permit application for the above items numbered: 2. Additional items yequh�t( Contractor, designer wne , was advised of the above data by ❑ 79f{'e, ❑ mail, ❑ counter, by Contractor, designer, o ner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Plans reviewed by: Date:Plans approved by: _ Structural reviewed by: 'j7, l� . Date:— ?_*/ Z' Structural approved by Note transfer by: (� ,¢�, Date: �- Ye ow: PmTding Division Plan Check Letter Date: z� Date: Date: T` -F-. Date: 5 oz- Plan Z E. H. USE Y Plot Plan Attached Floor Plan Attached Sent to B.D. TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance Ownhr Location IJ AP# Plan Approved for: Sewage Disposal Water Supply: Public Private Wek- Clearance for dwelling. Other xt4 C), vyv,+a i la( I inz, y0 C -O n Hold final for: Final clearance O.K. for: (VOTE: Environ 8/96 Health Specialist J r, _ 200 Date OWNER -BUILDER VERIFICATION Attention Property Owner: An "owner -builder" building permit has been applied for in your name and bearing your signature. Please complete and return this information at your earliest opportunity to avoid unnecessary delay in processing and issuing your building permit. No building permit will be issued until this verification is received. 1. I personally plan to providethe major labor and materials for construction of the proposed property impr ement : YES g/ NO 132. I HAVE HAVE NOT ❑ signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to rovide the proposed construction: NAME: ADDRESS: LI) �r�� �,T/Y/o PHONE: 9 9 NTRA OR'S CENS NO. 4. I plan to provide portions of this work, but I have hired the following person to coordinate, supervise, and provide the major work: NAME: ADDRESS: CITY: PHONE: CONTRACTOR'S LICENSE NO. 5. I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated: NAME % ADDRESS/ PHONE (� TYPE O WORK Lk SIGNED: ` u PROPERTYOWNER: �--� / DATE: NOTE. This Owner -Builder Verification is required by Section 19831 and 19832 of the 'California Health and Safety Code. This verification must be completed and returned to our office before we are permitted to issue the permit. OVER OWNER BUILDER INFORMATION Dear Property Owner: 0 B. - 1 An application for a building permit has been submitted in your name listing yourself as the builder of property improvements specified. For your protection, you should be aware that as "owner -builder" you are the responsible party of record on such a permit. Building permits are not required to be signed by property owners unless they are personally performing their own work. If your work is being performed by someone other than yourself, you may protect yourself from possible liability if that person applies for the proper permit in his or her name. Contractors are required by law to be licensed and bonded by the State of California and to have a business license from the city or county. They are also required by law to put their license number on all permits for which they apply. If you plan to do your own work, with the exception of various trades that you plan to subcontract, you should be aware of the following information for your benefit and protection: ♦ If you employ or otherwise engage any persons other than your immediate family, and the work (including materials and other costs) is 5300 or more for the entire project, and such persons are not licensed as contractors or subcontractors, then you may be an employer. ♦ If you are an employer, you must register with the State and Federal Governments as an employer and you are subject to several obligations including state and federal income tax withholding, federal social security taxes, workers compensation insurance, disability insurance costs, and unemployment compensation contributions. ♦ There may be financial risks for you if you do not carry out these obligations, and these risks are especially serious with respect to worker's compensation insurance. ♦ For more specific information about your obligations under Federal Law, contract the Internal Revenue Service (and, if you wish, the U.S. Small Business Administration). For more specific information about your obligations under State Law, contact the Department of Benefit Payments and the Division of Industrial Accidents. If the structure is intended for sale, property owners who are not licensed contractors are allowed to perform their work personally or through their own employees, without a licensed contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons professing to be contractors is to secure an "owner builder" building permit, erroneously implying that the property owner is providing his or her own labor and material personally. Building permits are not required to be signed by property owners unless they are performing their own work personally. Information about licensed contractors may be obtained by contracting the Contractors State License Board in your community or at 1020 N Street, Sacramento, CA. 95814. Please complete the "Owner Builder Verification' on the reverse side of this form so that we can confirm that you are aware of these matters. The building permit will not be issued until the verification is returned. +1rely, Vi ira, C.B.O. ,uilding Inspection NOTE. This Owner -Builder Information is required by Section 19830 of the California Health and Safety Code - OVER COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES OWNER'S STATEMENT OF USE - DETACHED ACCESSORY BUILDING ONE: BUILDING PMT. # �- 37 r v� OR- oay OWNER: At1e-o' kla.r-lorh/Pa n'1 2le-- �QS�c'I PHONE: MAIL ADDRESS: 6-397, La- -P C�" SITE ADDRESS: S a� PROPOSED USE: ��e "� S4 �'� �/ e— , % e_4t~de- 5 7Lv l e— s7Lv e-Lz-� PLEASE ANSWER QUESTIONS 1-20. PLEASE EXPLAIN YES ANSWERS (2-10) IN THE SPACE PROVIDED ON THE REVERSE OF THIS FORM. (PLEASE PRECEDE EACH COMMENT WITH RELATED QUESTION I/) Yes: No: GENERAL INFORMATION: Yes: No: 1. Is there a primary dwelling on the property? Yes: No: Yes: 2. Is the structure already built, under construction, or under notice of code violation? Yes: No: 3. Will items produced in this building be offered for sale? Yes: No: 4. Will the public have access to this building? Yes: No: t/ 5. Will any advertising, on or off site, be associated with the use of this building? Yes: No: 6. Will this building be occupied at any time as a sleeping quarters? Yes: No: !/ 7. Will this building be occupied at any time as an eating area? Yes: No: 1/ 8. Will this building be occupied at any time as a cooking area? Yes: No: t/ —� 9. Will this building be occupied at any time as a living area? Yes: No: SITE CONDITIONS: 10. Is the structure foundation within 5' of septic tank or 10' of leach lines? Yes: No: 11. Is any portion of the proposed structure located closer than 20' to your front property line? Yes: No: 12. Do you plan to add a driveway or modify existing access to a county maintained road? Yes: No: _T 13. Will the proposed structure encroach within any recorded easement? Yes: No: !/ CONSTRUCTION FEATURES: 14. Will this building have insulated floor, walls, or ceiling? 15. Will this building be heated or cooled? 16. Will this building have a water closet/toilet? 17. Will this building have a sink? 18. Will this building have a water heater? 19. What type of floor covering will the building have? _ 20. What type of wall covering will the building have? Yes: No: Yes: No: y Yes: No: Yes: No: v Yes: No: 0 ADDITIONAL INFORMATION: I hearby affirm under penally of perjury the above IMromation is true and correct. I understand that any changes to the use, or character of use, of this building will require permits from the `permitting authority. I understand that Real Estate Disclosure laws require disclosure of this information If or when offered for sale. C—� /e -/o / OWNER'S SIGNATURE DATE OWNER'S SIGNATURE DATE FOR DEPARTMENTAL USE REVIEWED BY: DATE: COMMENTS: te- n 74,.) C� �dv� terA r.�ed Faa��� N v � PER 11-37-46 3338-89B,P,E,M PEFi LAUER, Abbie 13505 Helltown Rd, Chico Contr: ti Ow Western Sierra Const - (new single family) COQ..... ASSESSOR PARCEL LOCATION a J 2 - 2 0 � R � �� : t��-�-�t %?tx�'L f5. c11r�' . ;' ?' 'I 7 - �j. o - No 1} PP,2o � i� �'�,lk•,IS i /1�.rl.�l_ it Vlo 474D Or Temp. Power Pole Called PG&E Temp. Elec. ServiceJZ Called PG&E Temp. Gas Service Called PG&E JOB FINALED (Date) d Signature = CCK t 0=Not OK - MOBILE HOMES MISCELLANEOUS = Not Readyiable o Date MOBILE HOME UTILITIES (Plans) OK except #'s Date DECKS,COVERS,CARPORTS,GARAGES, (Plans)Ota except #'s 1. Zoning Req uirements-Setbacks- Ease men ts* 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support -Sketch 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Sewer; Location -Test -Fall -C/O -Concrete 3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Water; Location -Test -Easement Needed (Sketch) 4. Wood Awn.; Posts-Beams-Rftrs.-Connec.-' 5. Electricity; Location-Clearances-Grnd.-/ / Amp -Concrete Shthg.-Rfg.-Bracing 6. Gas; Location -Test -Wrap: / PV ft 5. Alum. Awn.; Columns-Connections-Splice=Decal-Enclosures / /"Nat. or/ /"L"ft./ /"LPG 6. Carports; Windows -Doors - 7. Utility Clearance 7. Elec. 8. Frmg; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh Card -81 Date Card -131 Date 10. Roof; Shthg-Roofing Card -131 Date Card -131 Date 11. Ext.; Steps -Doors -Landings Date MOBILEHOME INSTALLATION (Plans) OK except #'s - 1. Zoning Requirements -Setbacks -Easements Card -131 Date Card -131 Date 2. Footings; Size -Spacing -Marriage Line Card -131 Date Card -131 Date 3. Gas; MH Test -Demand -Valve -Connector , 4. Electricity; MH Test -Crossovers -Breakers -Clearances Date POOLS (Plans) OK except `#'s 5. Drain; MH Test -Fall -Flex Connector 1. Setbacks -Easements 6. Water; MH Test -Regulator -Connector 2. Soils; Compaction -Structure Stability 7. Water and Sewer Connected -C/O to Grade -HD Approval 3. Pool Structure; Steel -Connections -Thickness - 8. Gas and Electricity Tagged Dead Men -Lining I, 9. Exits; Insp.-Sketch 4. Elec.; Receptacles and Lighting, Distances-GFI 10. Cert. of Occupancy 5. Elec.; Pool Lighting; 15 volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater Card -131 Date Card -131 Date 8. Elec.;Ground ing; Equip. w/5' -circulating Equip. -Pool Lghtg. Boxes-Enclosures-Panel boards- Ins. to Main in Conduit Card -131 Date Card -131 Date 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test Card -81 Date Card -131 Date Card -131 Date -- Card -131 Date t (U is 0=Not OK - = Not Applicable Not. Ready, Date UNP FLOOR (P OK e g -Set cks;-Easeme Poo`Ftg.,jMain; Soils-Steel-Ele g., Garage; Soils -Steel-/, 4 Ft Porches & Decks; S S'IjAmwalls, Main; St I( Stemwalls, Gar e; Steel - 8. Piers- fireplace Ftg.-Steel .V.; F ittp s-Tq0 1OXGas Pipe; Size -Anchors 1deWater Pipe; Tes`fA r: 1ZKElectric; Underground RESIDENTIAL (Single and Duplex) )t #'s Date JWMING (Continued) Floo -Slppe gers-Post Ca - - ectors d.-//2 /" Ftg. DepthsT} Cing. Joist-Rft Ties -P -Roof rac.-Truss-Shthng.-Rfng. /" Ftg. Depth Zc;fAq,15 47!;Fireplace Ties or Type A Flue -Fireplace Throat Clearance , iteel-/ /"Ftg. Depth . Atty ccess; Size & Romex Protec n -Draft ns. B_aKes uts, trapped d Windows or Exiting Do -Sill Hgt. imensions outs -Wrapped 5 argg ire Protection Framing Date,- Card -B1 Date 5-T-Fropefty Line Firewall & Ooeninos 1A,,* -Girders -Sills -Anchor Bolts -Joists -Vents -Cripples 1,,KIInsulation Card -B1 Date ffCard-B1 Date Card -131 Dat .-7-gp Card -131 Date Date PLUMBING (Permit) OK except #'s 16 Wate . Ht. ent- ccess-Combustion Air-wle a Pipe; est & Anc it PjoklEtip2 .V.; Test-Fttngs & ors -Nail PuAction h er Pan; Test, First Floor -Tub Access Test Tub & Shower, 2nd Floor -Tub Access . as Pipe; Size & A ors Card -131 Dato-J%QD Card- B 1 GSA Date.' -%r_ 3 Card -131 L)0 Date3 Z 4U Card -131 Date Date ELECT CAL (Permit) OK except #'s 2 xtu & Transformer Clearance-1pi. Protec n 2 . W. Receptacles Spacing-Ligkrs & Swit es at Doors 2 . ize oxes & No. of Con ctors-S led 2 x Installed Close to EdgaoOTStuds & C.J 26 q . Ground made up w/Mech. Fasteners- rtd jags& wfter 2L.TAppliance Circuts in Kitchen & Con ctor Size/G.F.I. 28.5 Cu „_ ire Size / / ga. Cu or AI-A.C. Wire Size / /ga. 2 . ange C c. / / ga. Cu or AI -Oven Circ. / / ga. Cu or Al. Ins ed Neutral Yes No 39!Servips-Riser Conductors & Ground -Main Disconnect 3 uip._Plearances Panels-Motors-Mech. Equip. 6�4rL L6�C77,772* C es Closet Light -Shower Light -Spa Light QWSmoke Detector Card -81 Date,- Card -B1 Date Card -B1 Date Card -B1 Date Date MECH AL (Permit) OK except #'s 3*(<Q.,DucjeInsuIation & Support e an; Exhaust above insulation on sate Drain & Overflow; Size rade 3 ace -Vent; Access- b. Air- eturn Air Vent -1,f5 outlet ttic Access & PlatfoKn if Furnace in Attic Card-BDate�� .V PCard-131 Card -B1 Date Date Card -131 Date Date FRANAG (Plans)'OK except #'s ills, Proper Material & Anchors 40. Walls uds-Nailing, Spacing ra Plates -Sound 4 nyWalls over Girders & Floor ailing c)p in Walls (rat proof) ps; Furred Ceilings -Stairs -Chases -Tub r & Beam -Size & Beari xt. Doors -One - exits tairs; Width -Headroom -Rise -Run -Landing -Fire Protection ' Plywood on Roof Overhang -Attic Vents -Rafter Outriggers . Siding -Nailing Veneer Stucco Me6h-Drip geed -Fd. Ven - derflr. Access j COAT' . Glazing Area -Glass Protection k li hts- astic 58. Shg ails; Nailing -Bolts 3 Z-qO nsulation-Walls-Clg. 60. Infiltration-Walls-Wndws Card-B1VfS Date_1jR'QdCard- B1 CG Date Card -81 [1� Date3-72-e7A Card -B1 Date Date FI AL (Plans) OK except #'s ,Ext. Steps -Door & Sidelight Protection -Landings fit Smoke Detector 6arF,tnraee;_.Vents-Clearance-Comb. Air -Connector - n Garage; Above Floor-Ducts-Mech. Protection V.Aedlaom Exiting V.I. & Bath Fixtures & Tub Access -Spa . ec. Xm & Subpanel; Breaker Size St ,* s & Rails ireplace or Stove; Clearances 4 ..,Elec. Outlets at Wood Panel; Int. & Ext. 'VAit.•Fixt. & Appliance; Grnd. -Air Gap -Cooking Clearance V. lec. Outlets & Receptacles at Kit. Counter arage Fire Door; Swing -Landing -Closer C. Duct in Garage -Damper a tr. Htr.; Vents -Clearance -Comb. Air-Connector-P.R.V.- n Garage; Above Floor-Mech. Protection Ib., Elec. & Mech. Equip. Listed for Location Elec. Receptacles in Garage; (G.F.I.)-Romex Protec. S i `(T sulation-Foam-Looked in Attic ITYes C, 4. Guard Rails & Deck onstruction-Post Caps i Fdn. Vents &ra ole -Drainage & Wood -Earth_ ' Clearance Loo loor ❑ Yes Following instld.; Drive ❑ Yes ❑ No; Walks ❑ Yes ❑ No; Planters ❑ Yes ❑ No Stucco; Brown -Finish C. Unit; Disconnect, Electrical, Plumbing Vents Above Roof; Plbg.-Appliance-Firepl.-Clearance to Openings. 84. Water Well; Disconnect, Electrical, Plumbing f'rxterior Elec. Trim; G.F.I. Receptacle -Underground mentilation throughout House "-. ss Protection 88. orrectio from Previous Inpections W TIO -Meters Tagged; Gas -Electric WWater & Sewer Connected -C/O to Grade -HD Approval Energy Compliance Certificate -Other Certificates Card -131 Csi Date S' / B r' Card -61 Date Card -131 So Date '% Card -B1 Date Card -B1 _5A Date Card -131 Date Comments, Flnal: 6�4rL L6�C77,772* (NOTE: An entry must he made Parh time vnu visit inh site) COUNTY OF BUTTE DEPARTMENT OF PUBLIC WORKS 196 Memorial Way, Chico — Phone: 891-2751 7 County Center Drive, Oroville — Phone: 538-7541 747 Elliott Road, Paradise— Phone: 872-6307 CORRECTION. NOTICE' /I C4aer 337*�y OWNER PERMIT NO. A routine inspection indicates that the following violations of County, Ordinance exist at the above address and should be corrected. Please notify this office when correction of work is completed. If you have any question pertaining to this mattery or need additional explanation, please contact this office immediately. m Z:Q use un -1 ,11-� Date -9 — 2�—�� Inspector COUNTY OF BUTTE DEPARTMENT OF PUBLIC WORKS 196 Memorial Way, Chico — Phone: 891-2751 7 County Center Drive, Oroville — Phone: 538-754T r 747 Elliott Road, Paradise — Phone: 872-6307 CORRECTION NOTICE 33 OWNE IT NO. A routine inspection indicates that the following violations of County Ordinance exist at the above address and should be corrected. Please notify this office when orrection of work is completed. If you have any question pertaining to this matt r, or need additional explanation, please contact this office immediately. /l 1 n Date A/'v Inspector lt. .r COUNTY OF BUTTE DEPARTMENT OF PUBLIC'WORKS ' 196 Memorial Way, Chico — Phone: 891-2751 7 County Center Drive, Ordville — Phone: 538-7541 747 Elliott Road, Paradise— Phone: 872-6307 CORRECTION NOTICE fin- 3331 Cl OWNER PERMIT NI A routine inspection indicates that the following violations of County Ordinance exist at the abo el'address and should be corrected. Please notify this office when corre ' n of w Kis completed. If you have any question pertaining to this matter r need ditional explanation, please contact this office Immediately. �J v Wi✓I!n r.� 4. , Inspector C a Date " .•, ..�- � �ti.. _ .. �.- �. ^bra:... J.g,Ws.+�'E."'a=_.....+� :.`� .� �. .� ...:u-- «: :.. .� ..,.�� _.,. i COUNTY OF BUTTE DEPARTMENT OF PUBLIC WORKS 196 Memorial Way, Chico — Phone: 89(1-2751 7 County Center Drive, Oroville — Phone: 538-7541 • 747 Elliott Road, Paradise — Phone: 872-6307 CORRECTION NOTICE 4'l 40- V QM-, nA--s . . n��/l p A JrJ� T NO �Ik/l e 1 6�eR d� _ OJ A routine inspection indicates that the following violations of County Ordinance exist at the above address and should be corrected. Please notify this office when correction of work is completed. If you have any question pertaining to this matter, or n efl additional explanation, please contact this office immediately. 1 y. way ��YC, - �' 3 A , A v r /n /--\„ - /�S "La Inspec or Date 12 -zo �� -1 TO ..Building Department FROM: Environmental Health SUBJECT: Sani'tation Clearance �er LI( o Plk,bcaiion AR Plan A0p.roved for: Sewage Dispobal ._Jef!o-::�� Water Supply Final clearance O.K. for: Clearance for bedroom mobile home. Other ---------- Water Sur)r)lv Water Supply .1. ,F CERJIFICAT'OF �A C� CONFORMANCE /HE UNDERSIGNED MANUFACTURER HtR&3Y CERTIFIES that the products identified below and on attached sheets Nos. are marked with the Collective Mark of the AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (RITC) and were manufactured in conformance with applicable provisions of AmeFican National Standard ANSUAITC A190.1-1983, Structural Glued Laminated Timber, and that such manufacture has been at our plant in Drain, OR , which plah'i has $ 4il;ality Control system approved by the Inspection Bureau of the AMERICAN INSTITUTE OF TIMBER CONSTRUCTION and inspected periodically by such Bureau. The manufacture of these members complies with --the manufacturing and fabricating provisions of Chapter 25 of the Uniform Building Code. JOB NAME: Keller Lumber Sales for Stock JOB LOCATION: Redding, CA CUSTOMER'S ORDER NOF-CA3743 DATE _7-31-89 iAFGR'S ORDER NO. 6366-D• SIGNATURE COMPANY DuCO-Lam TITLEQUality Control ADDRESS P08 2976 Drai in i OR DAti 8-10-89 A/TC HEREB Y CERT/F/ES that the said company at'lts skid plant i`s licensed by the AMERICAN INSTITUTE OF TIMBER CONSTRUCTION to use the A(TC Colledlive IV1ark in respect of product's which comply with applicable provision§ of said Standard, that the Adeclbacy of the quality control system in effect at said plant is periodically inspected and verifi9d by.the Inspection bureau of the AMERICAN INSTITUTE OF TIMBEI# CONSTRUCTION, and that, in" tiie judgriient of AITC, said company is capable of complying with applicable m6nufacturin4 and testin j brovi§ions of said Standard in respect of products manufactured at said plant. Conformance with tha.Standard in respect of any specific or particular product is the sole responsibility of the manufacturer; AITC's guarantee hereunder being that the said company is tlualified to bioduce a product zeatin§ tH6 §aid Standard and that its plant is periodically inspected and verified by the AITC Inspection Bureau. AITC FORM IBCA AITC Certificate lvo. 5 6 914 A AMERICAN INSTITUTE OF TIMBER CONSTRUCTION RECigIVED 14 1989 KELLER LBR. SALE© 1983 AMERICAN INSTITUTE OF TIMBER CONSTRUCTION Owner: Perm,ft No. G J ENERGY C E R .'I' I F I C A T ION ,(DU?! ICATEE)) 13505 Helltown_ Road. Chico. -- LOCATION A.P. No., ROOF . Material Tit ickneee(lnches)_ DESCRIPTION OFj INS111ATION EXTERIOR WALL ' , - Mat6rial_ Fiberglass Batts_ Th ickness(inchee) 3 5/8" CEILING Batt or Blanket 'Type Fiber lass Batts Thickness(inches) 12" Loose Fill Type Minimum Thicknes301)(lkee) 16" Area covered(ft. ) 1 nn FLOOR. ELEVATED Material Fiberglass Batts Th ickness(I.nches) FLOORII SLAB Material Thickness(inches) Wldtli(lnches) __ FOUNDATION WALL Material Thickneee(inches) Brand Name Thermal Resistance (R Value) Brand Name Owens-Cornina 'thermal Reelstance(R Value) R13 '4 Brand Name nwenc-rnminq 'rhennal Resistance(R Value) R38 Brand Name _ovens -f prninn plumber of Bags 94 Wt. er beg lb. Thermal Resistance(R Value) R38 Prand Name Owens-Corning 'i'hermal Reaistance(R Value) Rap Ilrand Name 'rhermal Resistance(R Value) Brand Name Thermal Reststance(R Value) ------_!_,_ I hereby certify that the above insulation was installed in the above bulldins In conformance with the State of California Energy Requirements. Loerke Insulatlun Co. 49915_0 FIRM NAME/OWNEit STATE CONfRACTOR'S LICENSE NO. (/ — August 23, 1990 SIG TUBE OF INSTALIA'I'' N APPI.ICATOR DATE I hereby certify the above insolation and all regijired items as shown on the Building Department approved plane and atEaciunents have been installed as required by the State of California Energy Requirements. All equipment, devices and materials are of the quality prescribed or are specifically approved by Like State of California. FIRM NAME/OWNER Please prLit) OF/QENERAL CONTRACTOR/OwNrR 51 ST ") 9 9 -- STATE CONTRACTORS LICENSE NO. .2 3-� DATE THIS CERTIFICATE musT DE ON FII.E WITH THE BUILDING DEPARTMENT PRIOR TO FINAL INSPECTION APPROVAI. AND A COPY SIIAI.I. BE POSTED WITHIN THE BI)ILDING . January 1984 COUNTY OF BUTTE -'DEPARTMENT OF PUBLIC WORKS PERMIT NO. 7 County Center Drive - Oroville, California 95965 - Telephone: 916/538-7541�3� APPUCATION AND PERMIT ASSESSOR P CEL NUMBER / — ZONING BUILDING PERMIT OWNER T LEPHONE SO. FT. OCC. BUILDING VALUATION OWNER'S AILING ADDRESS GV - f G 7 -7b CONTRA NAME c %� , t , W&.7 I, J COV TELEPHONEE _/ � CD 700 O ww CONTRACTOR'S MAILING ADDRESS 20/$ j//$ Fireplace /D4 2.) CONSTR CTION LENDER UNKNOWN Total Valuation $ 7, Filing Fee $ 10.00 LENDER'S MAILING A.+RESS Permit Fee $ (o ARCHITECT OR ENGINEER LICENSE NO. Plan Checking Fee $ r TO, g Energy Plan Checking Fee $ ARCHITECT OR ENGINEER'S MAILING ADDRESS Penalty $ BUILDING ADDRESS Permit fee $ PLUMBING PERMIT Filing Fee 10.00 ��� Each Trap 191 2.00 Ig DO •'' Solar or heat pump water heater 20.00 LOT NO. SUBDIVISION NAME .1 ', PARCEL MAPS Water piping 5.00 Each qas water heater or vent 5.00 SOs USE OF STRUCTURE SF)o Duplex❑ Mobilehome❑ Other SPECIFY Gas piping system 1 - 5 outlets 5.00 a� Building sewer 5.00 ®� Mobile Home S I G I W 0.00e TYPE OF WORK NewAdditionRemodel iIities❑ Instal lation❑ Other E] y Describe work: Permit Fee $ as Contractor ELECTRICAL PERMIT Filing Fee 10.00 OR L Main service 10000 AMP ORSLESS 10.00 1,0 ao Main service EA. ADD•L 100 AMP 2.50 Ste' CONTRACTORS LICENSE LAW I declare under penalty of perjury (check o e): ,I d� ��;• •; ❑ I am licensed under provisions`~.64,•Chapt. 9{•.bi, 3 of the Business and Professions Ode and my11i'cense A.s,*n f -for ancVffect. License No. I' 2 Classification ❑ I, as the owner, or my employees with wages as their�•sole compen- sation, will do the work,and the structure is not intended or offered for sale. (Sec. 7044) ❑ I, as the owner, am exclusively contracting with licensed contract- ors. (Sec. 7044) ❑ I am exempt under Sec. , Business and Professions Code for this reason NEW CONST. DWELLING Oc : , OR ADDNS. ACC. BLDGS. /zQsgft NEW CONSTR ULT I -OUTLET 2.50 ea NON-RESID BRANCH CIRC ITS POWER APPARATUS e SINGLE OUTLET CIR. 20 ®50t EX. OCcup(OUTLETS OR FIXTURES eAL030 Ex. Occup. OUTLETS FIXED PIRESID IREA.) 1 2.00 Temporary service 10.00 O v Mobile Home Facilities 15.00 Misc. �yirin 15.00 9 Permit Fee $ 15, O WORKMEN'S COMPENSATION INSURANCE I declare under penalty of perjury (check one): ❑ he permit is for $100.00 (valuation) or less. I have placed on file with the County of Butte Building Department a Certificate of Workmen's Compensation Insurance or a Certificate of Consent to Self -Insure. ❑ I shall not employ any person in any manner so as to become subject to the W. C. laws of California. Notice to Applicant: If after making this statement, should you become subject the W. C. provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. Contractor MECHANICAL PERMIT FiIingFee 10.00 Heating OBS �D e Cooling g Hood 3.00 Ventilation. EL Permit Fee $ -,7-,7to Contractor I certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby authorize representatives of the County of Butte to enter upon the above-mentioned property for inspection purposes._rR/IJ I also agree to save, indemnify and keep harmless the County of Butte against all liabilities, ments, costs, nd expenses which may in any way accrue against said unt in c nseque ce of the granting of this permit. X d ::4r �, /Datesins Signature of Applicant — Owner ❑ Contractor Lel' Agent ❑ An OSHA permit is required fo excavations ove 5'0" deep and demolition or co struct- ion of structures over 3 storie in height. Mobile Home Installation Fee $ Energy Inspection Fee c e D TOTAL F rlAz CUA T-- PARK is FLD AR PD D Is u This permit is hereby issued under the applicable provi- of the Butte County. Code and/or resolutions to do ork ated abo a for hich fees have been paid. `� E OR PUBLIC WORKS By ` Date EXPI ES Date Receipt No.235 �V g�� S WHITE-D.P.W., YELLOW -AS ESSOR, PINN-INSP ' R. GOLDENROD -APP CANT COUNTY OF BUTTE - DEPARTMENT OF`AUBLIC WORKS - BUILDING 7 COUNTY CENTER DRIVE - OROYU.,L-E�ALIFORNIA 95965 - TELEPHONE: 916/538-7541 PERMIT APPLICATION DATA SHEET Permit No. ION OWNER /.1.F -//-(P CZau. A. P. No. & 37 "q(. Proposed Building Use �� w Building;lnspector oell, Datelh ,&F At time of permit application, I was advised the following data must be submitted prior to permit processing and/or issuance: DATE RECEIVED �., APPROVED 1. All items have been submitted . .................................... 2. Plot plans in duplicate/triplicate, signed by preparer of plans........ 3. Complete plans in duplicate/triplicate, signed by preparer of plans .. 4. Complete engineered plans and calcs, with wet signature on plans .. 5. Hazardous Material Form .......................................... 6. Energy Design Compliance and supporting documentation ......... 7. Stat�,ep t gJ„,Do for NeonHeated �p QC�uildings .............. E/,ngineer d tru�sy details and ayout in duplicate (required prior to plan check) .SA�bile� i(s`ta�i�on �Tincluding manufacturer's installation instructions ............................................ Fees of $l ........................ 1. Chico Urban Area fees paid ..................................... 12. Park fees paid ...................................... aw I C- aSchool District fees paid .............. i Sanitation approval from L'? Health Department 15. City of Chico plumbing permit ..................................... 16. Plot plan and business license approval from City of (see City for other requirements) 17. Planning approval for (A) Use: (B) Parking: 18. Improvements may be required. Contact Land Development Section DPW ___0W. Driveway permit (construction approval required prior to occupancy) 20. Pre -Inspection for required Pre-Inspec.request to Building Inspector (Date) 21. Contractor's license information (No., Name Style, Classifications ... 22. Certificate of Workmans Compensation Insurance .................. qnil Owner -Builder Verification (Given to owner ❑, Mail to owner ❑) ..... jlRpcorded copy of Agricultural Acknowledgment Statement ......... 8 Letter of signature authorization ................................... 26. 27. When you issue the permit, process as follows: Mail to owner. Mail to contractor. Telephone Y95- 5y54- and hold for pickup at _office. Deliver w/inspector. Other Applicant Date Copy of plans sent Health Dept., Fire Dept., Other Date The following data must be submittedio pe m' issuan e: (Circle new i em not checked above). 1. Index permit for above items No. 2. Additional items required: PV 1pv— Co esigner, owner, was advised of above required data by_pFsone--nail_counter by date ontractor, esigner, owner, was advised of above required data by_phone —mal l—counter by date to'Z� F`1411s checked by (" Date Plans approved by -Date Sets of plans on hold in . File cabinet AP folderk11� v Ar- Copy—DPW A. P. BUTTE COUNTY—S:CROOL.S,DEVELOPMENT FEE CERTIFICATION � ��rOn 9 �Fo= m per Building) Number. Building Department No. School District -CA //VO City n County [Z�] Jurisdiction Property Owner Lod e R Project Location/Address 44,0_// 4WD r FORM Subdivision Lot Number Residential Development: /�. Sq. Footage %.6 0 # of Living MHI Addition (Group R) �Y'�Units Commercial/Industrial: D Sq. Footage New Addition (Including Exterior Roofed Areas) ``''Building'Department Representative Date ******************************************************************* (Floor Plans reviewed by School District Personnel) District Id No. `UO "B/o / (LA1.4ICY School District certifies that (Applicant Name) (Phone Number) qi to I LC344 ed (Street Address) �tkc,v✓1 C C�.5G (City) (State) (Zip Code) - has -complied with the requirements of Resolution No. by they payment of $ O (9�•� representing IJ �50 square feet. /C;� -/9 School District Representative Date PAID BY CHECK NO. ` ' REMARKS: l,u��I �(A,((� ►'1 P BANK NO 6-- 3sa� PAID BY CASH white -applicant, yellow -building department, pink -school district SCHOOL.FEE (8/88) AFTER RECORDING MAIL TO: aD DPW Escrow No. 105270 TRB .ti 89-41599 89-041599 1 Re c Fee 7.00 : Total 7.001 Recorded 1 Official Records 1 ; , County of Butte ; MIDV LLEV TITLE CO. Candace J. Grubbs 1 Recorder 1 8:00am 24 -Oct -89 1 ji. 2 Return to DPW AGRICULTURAL STATEMENT OF ACKNOWLEDGEMENT FOR RESIDENTIAL DEVELOPMENT , Section 26-8.1 of the Butte County Code requires this acknowledgement be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural plrposes, and residents of this property may be subject to inconveniences or discomfort arising from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally.generate dust, smoke, noise, and odor. Butte County has established agricultural zones_, which have as a priority use for productive agricultural purposes, and residents within said zones and on adjacent property should be prepared to accept such inconvenience or disconform from normal, necessary farm operations. All that real property situate in the. County of Butte, State of California, described as follows: SEE ATTACHED LEGAL DESCRIPTION Date:�- , PROPERTY OWNERS: Abbie Lauer State of CA. ) On this the 23rd day of Oct. 19 89 , before SS. me, the undersigned Notary Public, personally appeared County of .Butte ) Abbie Lauer Personally known to me. /X/, Proved to me on the basis iOIIIIp71t6011(Ilplti11t111ltltlllltllIIItilitl6tllu11t111t11111B111Yt of satisfactory evidence. OFFICIAL SEAL a - to be the person(s) whose names) is subscribed to TAMIBARLOW s the within instrument and acknowledged that she NOTARY PUBLIC - CALIFORNIA B' PRINCIPAL OFFICE IN executed the same for the purposes therein contained. BUTTE COUNTY IN WITNESS WHEREOF, I hereunto set my hand and official seal. My Commiselon Expires October 24,1992 flnmtuncusw®nuuwlumilmnunwtuuuuutllletull� � � �� Tami Barlow Notary .Public Present A.P. No. 011-37-0-046-0 r.` wi f4 , t Ja SC AAtER �? C EXHIBIT "A" ORDER NO. BU -105270 TB ALL THAT CERTAIN LAND SITUATE IN THE STATE OF CALIFORNIA, COUNTY OF BUTTE, AND IS DESCRIBED AS FOLLOWS: PARCEL I: PARCEL 1, AS SHOWN ON THAT CERTAIN PARCEL MAP, RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON JUNE 10, 1985, IN BOOK 99 OF MAPS, AT PAGE(S) 44 AND 45. PARCEL II• A DRIVEWAY EASEMENT AND A NON-EXCLUSIVE EASEMENT FOR INGRESS AND EGRESS OVER PARCEL 2, AS SHOWN ON THAT CERTAIN PARCEL MAP, RECORDED IN THE OFFICE OF THE RECORDER 'OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON JUNE 10, 1985, IN BOOK 99 OF MAPS, AT PAGE(S) 44 AND 45. PARCEL III• AN EASEMENT FOR PEDESTRIAN INGRESS AND EGRESS FOR ACCESS TO BUTTE CREEK OVER PORTIONS OF PARCEL 1 AND PARCEL 2, AS SHOWN ON THAT CERTAIN PARCEL MAP, RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON JUNE 10, 1985, IN BOOK 99 OF MAPS, AT PAGE(S) 44 AND 45, AND MORE PARTICULARLY DESCRIBED AS FOLLOWS: A STRIP OF LAND 300.00 FEET IN WIDTH LYING 150.00 FEET ON EACH SIDE OF THE FOLLOWING DESCRIBED CENTERLINE: BEGINNING AT THE NORTHWEST CORNER OF SAID PARCEL 1, IN THE CENTERLINE OF BUTTE CREEK; THENCE ALONG SAID CENTERLINE,'SOUTH 36 DEG. 52' 59" WEST, 315.50. FEET; THENCE SOUTH 35 DEG. 03' 22" WEST, 308.50 FEET TO THE WEST LINE OF THE AFORESAID PARCEL 2; THE SIDE LINES OF SAID EASEMENT SHALL BE SHORTENED OR LENGTHENED TO INTERSECT THE BOUNDARIES OF SAID PARCEL MAP. END OF DOCUMENT 5/89 RESIDENTIA.?, PLAN.CHECKING GUIDE (S.F.., DUPLEX & MISC. ONLY) Bldg. Permit # 3336-69 OWNER .E VE A. P. # 11- 3'7 —4(o GENERAL �oning requirements: (sideyards .luation. Plans signed by designer. Energy Design and Compliance. ,-5-.-� Existing violations on property. (i) Items on data sheet. and number of permitted living units). PLOT PLAN Complete parcel size and dimensions. Setbacks, sideyards, easements, etc. Other buildings or structures. Grading, fills, drainage. Flood hazard. Special conditions on creation map or compliance FAU & FAS road setback. FLO. R PLAN 1 ,k'. Complete to scale plan with dimensions. Required windows for light and ventilation (Sec. Required windows for second exit (Sec. 1204). -4-. Skylights (Chapter 34 & Sec. 5207). 1 (S 5406) document. 1205). Human impact g assJec. 6'/. Required room sizes, ceiling heights (Sec. 1207). �• GFCIs in baths, garage•, and exterior outlets (Article 210-8).. ,,,8-rLight fixtures, switches, receptacles, and exterior receptacles for maintenance of mechanical equipment. ,9: Locations of water heater, heating and cooling equipment, other electrical or gas equipment, and plumbing fixtures. �0: Garage firewall, door size, and closer (Sec. 503(d)(3)). 1 - 3'0" exterior exit door (Sec. 3304(e)). -1-2' Fireplace and wood stove location, alcoves, and.clearance. .1. Smoke detectors (Seca 1210). STRUCTURAL DETAILS . Foundation plan complete enough to construct building. Floor construction details complete enough to construct building. Elevations and wall construction details complete enough to construct building. Roof construction details complete enough to construct building. ,,5-.1 Fireplace construction details and talcs if necessary. MISCELLANEOUS ITEMS TO LOOK OUT FOR ilk Stairway details: landings, rise and run, head clearance, handrails (Sec. 3306). r2 Guardrail details (Sec. 1711 & 3306(j)). �-.—Brick or stone veneer (Chapter 30). ILL ` 5/89 RESIDENTIAL PLAN.CHECKING GUIDE MISCELLANEOUS ITEMS TO LOOKOUT FOR (CONY D) .,- Exterior plaster - weep screeds (Sec. 4706). Proper roof pitch for roof covering (Chapter 32). ,(6.�oof covering type - (fire hazard). after ties or bearing ridge beam. -.4r-Garage door or porch header sizes. A: Adequate bracing. ),O'Living area over garage - complete 1 -hour separation required on garage side including supporting walls and posts, etc. --1'i-- Two exits on three-story dwellings (Sec. 3303 & see Mezannines - 1716). _J2! Attic access and ventilation (Sec. 3205). 3: Underfloor access and ventilation (Sec. 2516). ►� Combustion air for fuel burning appliances. ;-5r'.-Noise requirements on duplexes. - 16' Adobe soils - special foundation design. .1 -7 -.'-Retaining walls requiring design. j,8� Unusual shape, site, or split level house requiring lateral design. Flashing at all exterior openings. I, M 1SC/. -1: S O N DiTR S HEE- AA_E: R_ F_CR D .s McCLELLAND AIR CONDITIONING, INC. "INW690 THUNDERBOLT ST., CHICO, CA 95926 Lauer Res. Steve Deadmond - Contractor Premier HBA080ND4R Furnace AFUE = 80.1 CSE = 75.5 York H2CB048 Condensing Unit SEER = 9.30 •f Fc) � 9 Ac-r=-'�� -Lf— Z ' � (,AD c (xj , �� cq v�2 ` may Po n, (916) 891-6202 SERVING THE AREA SINCE 1947 LIC. #345121 DESCRIPTION The H'CB Series condensing unit is the outdoor part of a versatile system of air conditioning. It is designed to be custom -matched with one of YORK's complete line of evaporator sections, each designed to serve a specific function. Matching Air Handlers are available for upflow, counterflow or horizontal application to provide a complete system. Electric heaters are available if required. Add -On coils are available for use with upflow, counterflow or horizontal furnaces. Systems are available for residential and commercial applications. FEATURES QUALITY CONDENSER COIL — The coil is constructed of copper tube and hardened aluminum fins for durability and long lasting efficient operation. PROTECTED COMPRESSOR — The compressor is internally protected against high pressure and temperature. This is accomplished by the simultaneous operation of a high pressure relief valve and a temperature sensor which protect the compressor if undesirable operating conditions occur. HIGH QUALITY FINISH — 9 step processing guarantees high adhesive, baked -on finish on all exterior surfaces. Earth tone colors blend with any decor. 550.15 -TG 1 Y (588) YORK@ STELLAR 2000TM SPLIT SYSTEM AIR CONDITIONERS "CB" SERIES - 9.0 SEER Models: H'CB012 THRU H'CB060 Nominal Capacities: 12 thru 60 MBH LOWER INSTALLED COST — Installation time and costs are reduced by easy power and control wiring connections. Both quick connect and sweat connect models are available. The unit contains enough refrigerant for matching indoor coils and 25 feet of interconnecting piping. The small base dimension means less space is required on the ground or roof. TOP DISCHARGE — The warm air from the top mounted fan is blown up away from the structure and any landscaping. This allows compact location on multi -unit applications. LOW OPERATING SOUND LEVEL — The upward air flow carries the normal operating noise up away from the living area. The radial louver top panel effectively isolates any motor sound. Isolator mounted compressor and the rippled fins of the condenser coil muffle the normal fan motor and compressor operating sounds. LOW MAINTENANCE — Long life permanently lubricated motor bearings need no annual servicing. EASY SERVICE ACCESS — Fully exposed refrigerant connections and a single panel covering the electrical controls make servicing easy. FOR DISTRIBUTION USE ONLY - NOT TO BE USED AT POINT OF RETAIL SALE 550.15 -TG 1 Y COOLING CAPACITY UNIT MODEL H'CB WITH HORIZONTAL FURNACE COILS MODEL - ELEC. - COIL MODEL HlCB018 U LIN - - RATED NET MBH _ SEER - M21-ID024 825 22.2 16.2 2.64 9.00 M2HD036 875 23.8 18.0 2.64 9.00 H1C8030 NHEAT W - - CFM I TOTAL SENS. KW (EER) 1 PHASE H'CB WITH AIR HlCB042 HANDLER COILS - - M2HD048 1515 40.5 32.0 4.85 9.00 1-12CB048 _ _ H1CB012 M2HD048 1740 46.5 36.7 5.61 9.30 N2AHD06 H2CB060 5,8,10,13 12FG2A9F024 - 480 12.8 9.4 1.49 9.00 480 12.8 9.3 1.55 9.10 N2AHD06 5,8,10,13 12 655 17.5 12.8 2.09 9.00 HICB018 656 17.5 13.8 2.08 9.00 N2AHD10 5,8,10,13,15 16 G2HCO24 695 18.6 14.7 2.09 9.10 G2AF032 845 22.6 1 16.5 2.70 9.00 HICB024 N2AHD10 5,8,10,13,15 16 G2HCO24 845 22.6 17.9 2.70 9.10 G2HC030 875 23.4 18.5 2.73 9.10 N2AHD10 5,8,10,13,15 16 G2AF032. 1050 28.6 20.9 3.29 9.00 HlCB030 G2HC030 1070 28.6 22.6 3.43 9.00 N2AHD14 5,10,15,20,25 22 G2HC036 1070 28.6 22.6 3.48 9.00 G2AF044 1275 34.0 •26.9 4.02 9.10 1-12CB036 N2AHD14 5,10,15,20,25 22 G2HC036 1290 34.6 27.3 4.02 9.20 G2HC042 1300 35.0 27.7 4.06 9.20 N2AHD14 5,10,15,20,25 22 G2AF044 1500 40.0 29.6 4.87 9.00 HlCB042 G2HC042 1515 40.5 30.0 4.88 9.00 N2AH016 8,10,15,20,25,30 261 G2HC048 1575 42.0 1 31.1 4.90 9.10 H2CB048 N2AHD16 8,10,15,20,25,30 26 G2HC048 1760 47.0 37.1 5.69 9.20 G2HC060 1800E48.0 37.9 5.78 9.20 H2CB060 N2AHD20 8,10,15,20,25,30 26 G2HC060 200056.5 41.9 15.311 9.10 3 PHASE H'CB WITH AIR HANDLER COILS G2AF044 1275 34.0 26.9 14.02 8.70 1-12CB036 N2AHD14 5,10,15,20,25 22 G2HC036 1290 34.6 27.3 4.02 (8.80) G2HC042 1300 35.0 27.7 4.06 (8.80) H2CB048 N2AHD16 8,10,15,20,25,30 P6 G2HC048 1760 47.0 37.1 5.69 (8.70) 1 G2HC060 1800 48.0 37.9 5.78 jLn H2CB060 I N2AHD20 8,10,15,20,25,30 26 G2HC060 2000 56.5 41.9 r, 71 (8.20) 1 PHASE H'CB WITH HORIZONTAL FURNACE COILS HlCB012 - - - M21-ID024 480 13.0 1 10.3 1.58 9.10 HlCB018 - - - M2HD024 670 17.9 1 14.1 2.11 9.10 HlCB024 _ _ - M21-ID024 825 22.2 16.2 2.64 9.00 M2HD036 875 23.8 18.0 2.64 9.00 H1C8030 - - - M2HD036 1050 28.6 22.1 3.40 9.00 1-12CB036 - _ _ M2HD036 1275 34.0 26.9 14.00 9.10 M21-ID048 1300 35.0 27.7 4.03 9.10 HlCB042 - - - M2HD048 1515 40.5 32.0 4.85 9.00 1-12CB048 _ _ _ M2HD048 1740 46.5 36.7 5.61 9.30 M2HD060 1780 47.5 37.5 5.64 H2CB060 - - - M2HD060 2000 56.5 41.2 5.33 9.20 3 PHASE H'CB WITH HORIZONTAL FURNACE COILS H2CB036 _ _ _ M21-ID036 1275 34.0 26.9 4.00 (8.80) M2HD048 1300, 35.0 27.7 4.03 8.80 H2CB048 _ _ M2HD048 1740 46.5. 36.7 5.61 8.90 M2HD060 1780 47.5 37.5 5.64 (8.90) H2CB060 - - - M2HD060 1 2100 1 56.5 41.2 5.33 8.30) All Yak Horizontal Gas Furnaces and Horizontal Coils are 23 1/8" high (21 3(8 high flange). Width transitions are required In all cases. 2 Central Environmental Systems 1�1 • • PREm�ER HIGH EFFICIENCY HORIZONTAL GAS FURNACES FEATURES HBA SERIES Five Models with input rates from 40,000 to 120,000 BTU/HR tlw�t✓- ,. ama TA Induced Draft combustion system gives high efficiency -80.1 % AFUE efficient. — Pilot relight electronic ignition system eliminates waste of the more common standing pilot. — 100% shut off redundant gas control ensures safe operation. — Textured, zinc coated casing and foil faced fiberglass insulated cabinet reduces wasted heat. — Aluminized steel heat exchanger—with 25 -year Limited Warranty gives assurance of long life. — Aluminized steel burners are corrosion resistant for long life. — Easy field reversibility of electrical controls, gas control and induced draft assembly gives application flexibility. — Multi -speed direct drive blowers and cooling relay are standard for heating and cooling flexibility. Blower motors are permanent split capacitor (PSC) for energy conservation. — Four point rubber mounted, suspended blower assures quiet operation. — All models are American Gas Association design certified and efficiency rating certified by Gas Appliance Manufacturers Association. — Every horizontal gas furnace is quality checked and fire tested before shipment to ensure reliability. — All models meet California Seasonal Efficiency requirements. Models that meet Oxides of Nitrogen (NOx) requirements in effect in parts of California are also available. OPTIONAL FEATURES — LP Conversion Kit — Filter Frame Assembly 800 Sagamore Parkway S. - P.O. Box 7800 T02100 6/88 - Lafayette, Indiana 47903 - 317/447-1194 ,ROUGH -IN DIMENSIONS AND INFORMATION �E� B 371� 211 22 1 U ftu� L_ 2i C d :: —544. D 55 i SHIPPING VENT INDUCED PLENUM FURNACE SUSPENSION MODEL WEIGHT PIPE DRAFT SIZE WIDTH LOCATION NUMBER (Pounds) 1"A") 1"a''1 121"■ "C"1 1"13"1 1374'• ■ "E") HBAO4O1ND3R 167 3 7-1/4" 9.3/4" 1 1 "' 9.1 /2" HBA06OND3R 178 3 7.1/4" 12.1/4" 13.1/2" 12" H9AO8OND4R 187 3 7-1/4" 14-3/4" 16" 14-1/2" HBAIOOND5R 210 3 7-1/4" 17-1/4" 184/2" 17" H8Al20N05R 234 3 7.1/4" 19.3/4" 21" 19-1/2"" HEATING OUTPUT AND EFFICIENCY DATA NATURAL AND PROPANE GAS MODEL BTUH BTUH AFUE- CSE NUMBER NUMBER INPUT OUTPUT- EFFICIENCY EFFICIENC" 2 11,000'5) (1,000'5) % % HBA040ND3R 40 31 80.1 74.3 HBA060ND3R 60 47 80.1 73.7 HBA080ND4R 80 100 63 78 80.1 5.5 HBA100ND5R 801 74.1 HBA120ND5R 120 94 80.1 75.5 DATA SUBJECT TO CHANGE WITHOUT NOTICE. Annual Fuel Utilization Efficiency. This Isolated Com- bustion System output and efficiency rating are typical of attic or crawlspace applications. Indoor efficiency is higher California Seasonal Efficiency Models which meet Oxides of Nitrogen (NOx) emissions level requirements DATA SUBJECT TO CHANGE WITHOUT NOTICE. are also available. BLOWER PERFORMANCE APPLICATION DATA (C.F.M. is based on units less filters) MODEL NUMBER HP M 0 T 0 R SPEED TYPE BLOWER SIZE TEMP RISE MOTOR FLA MOTOR SPEED EXTERNAL 880112 C. F. M. STATIC PRESSURE (IN. W.C.) 2 3 4 5 HBA040ND3R 1/4 3 PSC 10-4 35-65 6.1 HIGH MED LOW 1380 1110 890 1330 1075 875 1540 1425 1245 1275 1015 825 1210 985, 805 H8A060ND3R 1/4 3 PSC 10-6 30-60 8.2 HIGH MED LOW HIGH MED LOW 1565 1455 1285 1505 1385 1230 1450 1330 1215 H8A080ND4R 1/3 3 PSC 10-8 25-55 5.0 1780 1520 1250 1745 1500 1240 1700 1475 1230 1630 1425 1215 HBA100ND5R 1%2 3 PSC 10-10 35-65 9.9 HIGH MED LOW 2220 1750 1525 2145 1715 1500 2055 1675 1465 1955 1620 1415 HBA120ND5R 1/2 3 PSC 10-10 45-75 9.9 HIGH MED LOW 2300 1760 1540 2210 1730 1520 2110 1690 1495 1985 1630 1445 DA rA SUBJECT TO CHANGE WITHOUT NOTICE. Before purchasing this appliance, read important energy cost and efficiency information available from your retailer Type of gas will not change blower AFUE — Annual Fuel Utilization Efficiency Performance data. BTUH — British Thermal Units per Hour C.F.M. —,Cubic Feet Per Minute Full load amps may vary up to 10% CSE FLA — California Seasonal Efficiency — Full Load Amps depending upon motor manufacturer. HP — Horsepower IN. W.C. — Inches water column NorthStar ENGINEERING Civil Engineers • Planners • Surveyors STRUCTURAL CALCULATIONS PROJECT: Ginno Construction -Hartshorn LOCATION: Chico. CA OWNER: Allan Harthorn JOB NUMBER: 7606 DATE: December 11, 2001 CODES: California Building Code, 1998 Edition CODE ENFORCEMENT: Butte County Building, Department -[� FSB 4 2002 BUTTE COUNTY PLANNING DIVISION LOADS: Seismic Zone: 3 Na: N/A. Nv: N/A Pf. N/A Wind Speed: 80 nhplh Exposure: C (Method 2 used, u.n.o.) Soil Bearing: 1500 psf (per CBC TABLE 18 -I -A) Min. Footing Depth: 12 inches NOTES: Are Special Inspections required for Engineering Elements Designed by NorthStar Engineering? No NorthStar Engineering is not responsible for these calculations unless this sheet is stamped by a registered professional engineer and wet signed with RED or BLUE ink. -ooh GENERAL: Any structural or non-structural items that are not specifically addrNMI " the following ckalculations and/or details are designed by othersaiaft DEPARTM&M the responsibility of NorthStar Engineering. Page 1 of o APPROY_.pD 2-`S /o A=i L1155 By: SPM Date: 12/11/01 Job No: '/ 60 Co Page - —Z of General Notes: NorthStar ENGINEERING 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 1. The engineer is responsible for the structural items as noted in the following calculations. Should any changes be made to the design as detailed in these calculations without written approval from the engineer then the engineer assumes no responsibility for the entire structure or portions thereof. 2. All water proofing and flashing (roofs, foundations, retaining walls, decks, garage floors, etc.) is the responsibility of the contractor or owner. 3. These calculations are based on a completed structure. Should an unfinished structure be subject to loads then the engineer shall be contacted for an interim design or if not, will assume no responsibility. 4. Building sites are assumed to be drained and free of clay or expansive soil. Any other conditions must be brought to the attention of the engineer. 5. These calculations assume stable, undisturbed soils, and level stepped footings. Any other conditions encountered must be brought to the attention of the engineer. 6. All footings shall bear on undisturbed soil with a footing depth below frost line (per local requirements). ASSUMED ALLOWABLE SOIL BEARING PRESSURE (q) = 1.5 KSF By: SPM Date: 12/11/01 Job No: '7 %6 J Page -� of NorthStar ENGINEERING FOOTING AT METAL BUILDING COLUMNS AT GRID 2 COLUMN FORCES: Vmax 8.6 KIPS Vup 5.7 KIPS Hout 5.0 KIPS TRY: 2.5 FT. WIDE BY 6 FT. LONG BY WITH A PEDESTAL 2.5 FT. WIDE 6 FT. LONG 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 1 FT. THICK 0.66 FT. THICK CHECK UPLIFT: INCLUDE 3.05 FT. OF 0.33 FT. SLAB IN ALL DIRECTIONS & 2 FT. OF CONTINUOUS FOOTING 1 FT. WIDE BY 1 FT. THICK (NOTE: IF PEDESTAL THICKNESS IS EQUAL TO ZERO, THEN A CONCRETE PEDESTAL IS NOT REQUIRED) WHERE: L = 6 FT (LENGTH OF THE FOOTING) W = 2.5 FT (WIDTH OF THE FOOTING) T = 1 FT (THICKNESS OF THE FOOTING) Lslab. = 3.05 FT (LENGTH OF THE SLAB) Tslab . = 0.33 FT (THICKNESS OF THE SLAB) Lped = 6 FT (LENGTH OF THE PEDESTAL) Wped = 2.5 FT (WIDTH OF THE PEDESTAL) Tped = 0.66 FT (THICKNESS OF THE PEDESTAL) Lcont = 2 FT (LENGTH OF THE CONTINUOUS FOOTING) Wcont = 1 FT (WIDTH OF THE CONTINUOUS FOOTING) Tcont = 1 FT (THICKNESS OF THE CONTINUOUS FOOTING) Wdl = 5.70 KIPS DEAD WEIGHT OF CONCRETE RESISTING UPLIFT) RT7= 5.70 KIPS < 5.7 KIPS v !< Wdl = [(L * W *.T) + (Lped * Wped * (Tped - Tslab)) + (Lped + Lslab) * (Wped + Lslab) * Tslab + (Lcont * Wcont * (Tcont - Tslab)] * 0.15kcf CHECK FOR SOIL BEARING: q = (Vmax) / (W * L) q = 0.57 KSF <= 1.50 KSF OK By: SPM NorthStar 20 DECLARATION DRIVE Date: 12/11/01 ENGINEERING CHICO, CA 95973 Job No: i G c�' (�, . 530-893-1600 Page of FAX 530-893-2113 FOOTING REINFORCEMENT REQUIRED: b= .30 IN M=q*(L/2)^2*W/2 M= 6.45 FT - K d = 8 IN Mu = 1.4 * DL + 1.7 * LL ASSUME: Mu = 1.6 * M Mu = 10.32 FT - K TRY: row = 0.002 WHERE: row = 0.002 Fy = . 40 KSI b = 30 IN f'c = 2.5 KSI d = 8 IN Mu(allow)=0.9* row *b*d*Fy*[d-0.5*(row *d*Fy) /(0.85*f'c ))/12 Mu(allow) : 11.30 FT - K >= 10.32 FT _ K OK INCREASE BY 1/3 IF row < row(min) 1.333 row = 0.0027 As(reqd) = row * b * d As(reqd) _ 0.64 IN^2 3.2 (NO. OF LONGITUDINAL BARS REQ'D.) #4 REBAR REQUIRED = As(reqd) / 0.20 in^2= HAIRPIN REQUIRED: OUTWARD FORCE (Hout) = 5.0 K NOTE: USE CONCRETE SHEAR ON ONE SIDE ONLY (ASSUME SLAB THICKNESS OF 0.33') 0.33' EDGE OF SLAB 0.5' 30 DEG. TRY: LENGTH. OF HAIRPIN (L) = 8 FT ALLOWABLE OUTWARD FORCE (Ha) = (Vconc) * / 1.7 LENGTH (L) WHERE Vconc = 2 * (f'c * 1000)^0.5 * 0.8 * (4" + (L * 12) * COS(30)) * t / 1000 = 27.88 K SLAB THICKNESS (t) = 4 IN YIELD STRENGTH OF CONCRETE (f'c) = 2.5 KSI STRENGTH REDUCTION FACTOR (�) = 0.85 Ha= 13.9K > 5.0K OK TENSION IN STEEL (T) = (Hout / 2) / COS(30) = 2.9 K AREA OF STEEL REQUIRED (Asti) = T / (Ft) = 0.14 IN^2 WHERE USE: YIELD STRENGTH OF STEEL (Fy) = 40 KSI TENSION STRENGTH OF STEEL (Ft) = 20 KSI 2.5 FT WIDE 6 FT LONG 1 FT THICK NITH A PEDESTAL . 2.5 FT. WIDE 6 FT. LONG 0.66 FT. THICK 4- # 4 EACH WAY (3" CLEAR FROM BOTTOM) #4 BY 17 FT LONG HAIRPIN (TOTAL LENGTH) 4 %cm By: SPM Date: 12/11/01 Job No: -7 U r� Page of d an ®rthStar ENGINEERING FOOTING AT METAL BUILDING COLUMNS AT GRIDS 1 AND 3 Cde]itilp, :iii73oT*5 Vmaz 4.0 KIPS Vup 3.5 KIPS Hout 2.3 KIPS TRY: 3.5 FT. WIDE BY WITH A PEDESTAL 3.5 FT. LONG BY 1.5 FT. WIDE 3.5 FT. LONG 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 1 FT. THICK 0.66 FT. THICK CHECK UPLIFT: INCLUDE 3.05 FT. OF 0.33 FT. SLAB IN ALL DIRECTIONS & 0 FT. OF CONTINUOUS FOOTING 0 FT. WIDE BY 0 FT. THICK (NOTE: IF PEDESTAL THICKNESS IS EQUAL TO ZERO, THEN A CONCRETE PEDESTAL IS NOT REQUIRED) WHERE: L = 3.5 FT (LENGTH OF THE FOOTING) W = 3.5 FT (WIDTH OF THE FOOTING) T = 1 FT (THICKNESS OF THE FOOTING) Lslab = 3.05 FT,(LENGTH OF THE SLAB) Tsiab = 0.33 FT (THICKNESS OF THE SLAB) Lped = 3.5 FT (LENGTH OF THE PEDESTAL) Wped = 1.5 FT (WIDTH OF THE PEDESTAQ- Tped = 0.66 FT (THICKNESS OF THE PEDESTAL) Lcont = 0 FT (LENGTH OF THE CONTINUOUS FOOTING) Wcont = 0 FT (WIDTH OF THE CONTINUOUS FOOTING) Tcont = 0 FT (THICKNESS OF THE CONTINUOUS FOOTING) Wdl = 3.59 KIPS DEAD WEIGHT OF CONCRETE RESISTING UPLIFT) Wdl = 3.59 KIPS >= 3.5 KIPS OK Wdl = ((L * W * T) + (Lped * Wped * (Tped - Tslab)) + (Lped + Lslab) * (Wped + Lslab) * Tsiab + (Lcont * Wcont * (Tcont - Tslab)) * 0.15kcf CHECK FOR SOIL BEARING: q = (Vmax) / (W * L) q = 0.33 KSF <= 1.50 KSF OK By: SPM North Star 20 DECLARATION DRIVE Date: 12/11/01 ENGINEERINGCHICO, CA 95973 Job No: W� 6 v. L- 530-893-1600 Page of FAX 530-893-2113 FOOTING REINFORCEMENT REQUIRED: b= 42 IN M=q*(L/2)^2*W/2 M= 1.75 FT - K d= 8 I Mu = 1.4 * DL + 1.7 * LL ASSUME: Mu=1.6*M Mu= 2.80 FT -K TRY: row = 0.002 WHERE: row = 0.002 Fy = 40 KSI b = 42 IN f'c = 2.5 KSI d = 8 IN Mu(allow)=0.9* row* b*d*Fy*(d-0.5*(row*d*Fy)/(0.85*f'c)]/12 Mu(allow) : 15.82 FT - K >= 2.80 FT - K OK INCREASE BY 1/3 IF row < row(min) 1.333 row = 0.0027 As(reqd) = row * b * d As(reqd) = 0.90 IN^2 #4 REBAR REQUIRED = As(reqd) f 0.20 in^2= 4.5 (NO. OF LONGITUDINAL BARS REQ'D.) HAIRPIN REQUIRED: OUTWARD FORCE (Hout) = 2.3 K NOTE: USE CONCRETE SHEAR ON ONE SIDE ONLY (ASSUME SLAB THICKNESS OF 0.33') 0.33' EDGE OF SLAB 0.5' 30 DEG. TRY: LENGTH OF HAIRPIN (L) = 8 FT ALLOWABLE OUTWARD FORCE (Ha) = (Vconc) * / 1.7 LENGTH (L) WHERE Vconc = 2 * (fc * 1000)^0.5 * 0.8 * (4" + (L * 12) * COS(30)) * t / 1000 = 27.88 K SLAB THICKNESS (t) = 4 IN YIELD STRENGTH OF CONCRETE (f'c) = 2.5 KSI STRENGTH REDUCTION FACTOR (�) = 0.85 Ha = 13.9 K > 2.3 K OK TENSION IN STEEL (T) = (Hout / 2) / COS(30) = 1.3 K AREA OF STEEL REQUIRED (Asti) = T / (Ft) = 0.07 IN^2 WHERE USE: YIELD STRENGTH OF STEEL (Fy) = 40 KSI TENSION STRENGTH OF STEEL (Ft) = 20 KSI n 3.5 FT WIDE 3.5 FT LONG 1FT THICK VNITH A PEDESTAL 1.5 FT. WIDE 3.5 FT. LONG 0.66 FT. THICK 5- # 4 EACH WAY (3" CLEAR FROM BOTTOM) #4 BY 17 FT LONG HAIRPIN (TOTAL LENGTH) O By: SPAR Date: 12/13/01 Job No: -7Gc)� o Page: -7 of Ll ANCHORAGE TO CONCRETE Pss = 0.9 * Ab * fut = 95426 LBS �*Pc=�*�,*4*Ap*(f'c)^0.5= Vss = 0.75 * Ab * fut = N®rthStar ENGINEERING 119993.9 LBS 79522 LBS IS "de" LESS THAN 10 * DIA? NO 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 EQUATION FOR "de" GREATER THAN 10 ANCHOR BOLT DIAMETERS � * Vc = � * 800 *Ab * ). * (f'c)10.5 = 45946 LBS EQUATION GOVERNS EQUATION FOR "de" LESS THAN 10 ANCHOR BOLT DIAMETERS � * Vc = � * 2 * n * de^2 * ), * (fc)10.5 * (4) = 103378 LBS � * Vc = 45946 LBS 1 /�*(Pu / PC) = 0.16 <= 1 /�*(Vu / VC) = 0.37 <= 1 / � * ((Pu / Pc)^(5/3) + (Vu / Vc)^(5/3) ) = wo OK 0.24 < = (Pu / Pss)^2 + (Vu / Vss)^2 = 0.09 <= 1 OK WHERE USE OTHER EQUATION OK #AB = 4 (NUMBER OF ANCHOR BOLTS IN GROUP) DIA = 0.75 IN (DIAMETER OF ANCHOR BOLTS IN GROUP) Ab = 1.77 IN^2 (STEEL AREA OF ANCHOR BOLT GROUP) fut = 60,000 PSI (MIN. TENSILE STRENGTH OF THE STEEL ANCHOR) = 0.65 (STRENGTH REDUCTION FACTOR, VALUE OF "0.65" OR "0.85") X = 1 (FACTOR FOR CONCRETE WEIGHT, IE. LIGHT, NORMAL, ETC.) f'c = 2500 PSI (CONCRETE COMPRESSIVE STRESS) Lembed = 18 IN (LENGTH OF ANCHOR BOLT EMBEDMENT) Ap = 923.0 IN^2 (PROJECTED FAILURE AREA OF CONCRETE CONE) de = 11.25 IN (DISTANCE OF ANCHOR TO EDGE) Vup = 5.7 K (REQUIRED UNFACTORED TENSILE STRENGTH) Hout = 5 K (REQUIRED UNFACTORED SHEAR STRENGTH) n = 2 (MULTIPLIER PER SECTION 1923.2) Pu = (1.7 * Vup * 1000) * n = 19,380 LBS (REQUIRED FACTORED TENSILE STRENGTH) Vu = 0.7 * Hout * 1000) * n = 17,000 LBS (REQUIRED FACTORED SHEAR STRENGTH) NOTE: SPECIAL INSPECTION NOT REQUIRED alie FIND MOMENT FOR ONE WIRE: row = As / ( b * d) row = 0.001556 Mu= phi * row* b*d*fy*[d-0.5(row*d*fy)/(0.85*f'c)] Mu = 2,218 IN - # 0.18 FT - KIPS FIND LENGTH: INCLUDE 4" OF ROUND OFF AT EDGE OF FTG., AND THE LENGTH THE REINFORCEMENT WILL SUPPORT Mn = ( WEIGHT OF CONC.) * Lreinf / 2 SOLVE FOR (Lreinf) Lreinf =[2*Mu/(b/12*Tslab/12*0.15kcf)]^0.5 Lreinf = 2.72 FT TOTAL LENGTH OF SLAB TO INCLUDE IN UPLIFT (L) = Ledge + Lreinf WHERE Ledge 0.33 FT IS THE LENGTH OF ROUND OFF AT THE EDGE OF FTG. Lreinf 2.72 FT IS THE LENGTH THE REINFORCEMENT WILL SUPPORT L = 3.05 FT USE: 3.05 FT OF CONC. SLAB IN UPLIFT CALCULATIONS ®r#hStar 20 DECLARATION DRIVE By: SPM Date: 12 CHICO, CA 95973 Job No: --I(, :% ca . 530-893-1600 Page of FAX 530-893-2113 DETERMINE AMOUNT OF CONC. SLAB ALLOWED TO RESIST UPLIFT: SLAB THICKNESS: 4 IN REINFORCEMENT: 6 x 6-W1.4 x W1.4 CONSTANTS: f`c = 2,500 PSI fy = 60,000 PSI b= 121N d =. 1.5 IN As= 0.028 IN^2 FIND MOMENT FOR ONE WIRE: row = As / ( b * d) row = 0.001556 Mu= phi * row* b*d*fy*[d-0.5(row*d*fy)/(0.85*f'c)] Mu = 2,218 IN - # 0.18 FT - KIPS FIND LENGTH: INCLUDE 4" OF ROUND OFF AT EDGE OF FTG., AND THE LENGTH THE REINFORCEMENT WILL SUPPORT Mn = ( WEIGHT OF CONC.) * Lreinf / 2 SOLVE FOR (Lreinf) Lreinf =[2*Mu/(b/12*Tslab/12*0.15kcf)]^0.5 Lreinf = 2.72 FT TOTAL LENGTH OF SLAB TO INCLUDE IN UPLIFT (L) = Ledge + Lreinf WHERE Ledge 0.33 FT IS THE LENGTH OF ROUND OFF AT THE EDGE OF FTG. Lreinf 2.72 FT IS THE LENGTH THE REINFORCEMENT WILL SUPPORT L = 3.05 FT USE: 3.05 FT OF CONC. SLAB IN UPLIFT CALCULATIONS STRUCTURAL DESIGN CALCULATIONS Job No. 0805-197859 PROJECT NAME HARTHORN COUNTY CONTRACTOR BUILDING DESCRIPTION BUILDING CODE ROOF DEAD LOAD ROOF LIVE LOAD ROOF COLL. LOAD SNOW LOAD WIND LOAD SEISMIC CHICO,CA BUTTE GINNO CONSTRUCTION CHICO,CA GABLE 30'X40'X12'-"EHX3/12 SLOPE o SW BAY SPACING: 2@20' UBC -1997 WT OF METAL BLDG STRUCTURE FRAMES=20 psf , PURLINS = 20 psf 0.0 psf 0.0 psf I = 1.00 80 mph Exp. C ` I = 1.00 ZONE:3 Ca:0.36 I= 1.00 BUTTE COUNTY 301LDING DEPARTMENt APPROV FM.* TABLE OF CONTENTS SECT. -ON TITLE PAGES 1 BUILDING DESIGN SUMMARY SHEET 2 PURLINS AND EAVE STRUTS 3 GIRTS - SIDEWALL AND ENDWALL - 91-1 — 4 ENDWALL RATERS AND COLUMNS 0 3 5 BRACING 3 — 6 MAIN FRAME RUNS — 0 7 STANDARD MATERIAL PROPERTIES — C:\WINNT\Profila\Sayhan\Pcmonal\CALC COVED doc Nov 19 2001. 1. BUILDING DESIGN SUMMARY SHEETS C:\WINN\Profiles\Sayhan\PersonahCALC COVEKdoc Page I DESIGN PROFILE REV.# A Date- By: CONVERSATION RECORD ATTACHED: ❑ YES 9 0 Revised pages JOB CLASS : ❑ 1 ❑ 2 91"[14 Revised per ❑ ENGINEER ❑ CO # Customer: G1A;tjlc P.;,W5T9,UC_'f100 Job No l9-1 259 Job Site G I -EI Cor C.A Designed SONER B: AYHAN Checked By: Design Code & Edition U �C\q7 Date I I Bldg. Dimension: —3 D Modular Spa.: CLASS: rz_ Si A IJ Slope: 3 :12 Bay spacing. ROOF PANEL TYPE ❑ R Q PBR ❑ U -Panel ❑ ULTRA-DEK : ❑ UL -90 Rating ❑ Other:: ROOF DEAD LOAD 'j, psf COLL. LOAD psf OTHER ROOF LIVE LOAD: PRIMARIES psf SECONDARIES "Z,f� psf ROOF SNOW LOAD psf GROUND SNOW LOAD psf, Ce = WIND LOAD 00 mph psf Exposure C SEISMIC Zone = 3 Ca= O. S 4. Na = I.3 Aa = Av. _ Seismic Hazard Exposure Group Seismic performance.category Site coefficient 2.0 Response modification factor 4.5 / 5.6 Deflection amplification factor ( Cd) 4.0 Analysis Equivalent Basic Dual system w/ ordinary moment frames of steel and concentrically braced Procedure lateral force structural system . frames . ElN Add Std. Note #15 to sheet C1 :. I Q n % roof snow load used to calculate seismic loads. IMPORTANCE FACTORS: Wind Load = 1.0 Snow Load = 1.0 Seismic Load = 1.0 RAINFALL INTENSITY_ in / hr .( 5 -min duration , 5 yr. recurrence ) PURLIN: B 5'.0" O.C. (Std.) ❑ On -Slope ❑ Other: Sizes per run: (Start from eave to ridge) Connections: 211std. connection u.n. Up -lift strap:. ❑ Yes ErNo Knock -In Bridging C1 Yes 9<0 Tie peak -purlins ❑ Yes 2<0 Anti -Roll Clip ❑ Yes EKO EAVE STRUT: '• na.front eave C1 16ga Eave Clip SC- 17 not required anback eave [� 16ga Eave Clip SC- 17 not required ❑ 4 -bolt connection @ frame lines # spacing @ end bays @ int. bays spacing @ end bays @ int. bays ❑ 6C 16 ❑ 8C16 per bay, w/ equal spacing. Purlin # (start from eave to ridge, symmetrical unless noted.) 011'4gaA,L isAYs ❑ 120a ❑ purlins at FSW eave ❑ req. at braced bay only ❑ strut -zee required ❑ see bracing layout d114ga A L) - OYS ❑ 12ga ❑ purlins at BSW eave ❑ req. at braced bay only ❑ strut -zee required ❑ see bracing layout 3 Page 2 4 SIDE WALLS: JOB # • FRONT SIDE R BY PASS W/ ❑ SL ❑ LL ❑ XLL []FLUSH W/ ❑ L. CLIP ❑ S. CLIP sizes/laps Elevations: ❑ 3'-6" ❑ 7'4 ❑ 10'4 ❑ 11'4 ❑ 12'4 ❑ 13'-4 ❑ 15'4 ❑ 17'4 ❑ 19'4 ❑ Special spacing ❑ to remain open [2 open for collateral by other: �. !root) :5, S7UDS ❑spandrel beam: [rwith-out spandrel beam (Std. Note #5) ❑.Framed opening: ❑ DET S75 ❑ DET S76 SIZES: N �rl ❑ JAMBS 8 X 3'% C ❑ HEADER 8 X 3'/: C. BACK SIDE SIDE QBY PASS W/ ❑ SL (ALL ❑ XLL ❑ SAME AS FSW ❑ FLUSH W/ ❑ L. CLIP ❑ S. CLIP sizes/laps Elevations:� ❑ 3'-6" L1G / 4 ❑ 10'4 . ❑ 11'-4 ❑ 12'4' ❑ 13'4 [115'-4 ❑ 1T-4 ❑ 19'4 ❑ Special spacing ❑ to remain open ❑ open for collateral by other: ❑spandrel beam: ❑ with -out spandrel beam (Std. Note #5) gamed opening: ❑ DET S75 B' ET S76 SIZES: �2 x E31AMBS 8X3Y3 C16 .x !D 2EEADER: 8 X 3 % C � /o o 0 LEFT ENDWALL BBEARING FRAME ❑ MAIN FRAME ❑ To remain open . GIRTS LIFLUSH ❑ SHORT CLIP ❑ LONG CLIP ❑ BY PASS ❑ SL ❑ LL ❑ XLL JOB# 197x59 53 O'pen for collateral by 9thers P wooD � 3 i UOS (Twithout spandrel beam ( Add Std. Note # 5 ) ❑ with spandrel beam Page 3 5 sizes: N/ A Girt elevations @ ❑ 3'-6" ❑ T4 ❑ 11'-4 ❑ 13'-4 ❑ 17'-4 ❑ Other With Flange braces @ ❑ 3'-6" ❑ T4 ❑ 11'4 ❑ 13'4 ❑ 17'4 ❑ Other RAFTERS 98X3%C12❑8X3%:C13 ❑8X,3%:C14❑10X3''/AC12❑12X3%:C12 ❑ W (50 ksi) with F.B. @ column and @ 5'-0" on either side of column & every other purlin ❑ 4 - 5/8" A325 bolts column to rafter connection with 3/8" knife plate ❑ Interior EW columns ❑ All EW columns El 'A " thick full depth rafter stiffener (NS+FS) ❑ required ❑ not required BRACING VCabl, bracing ❑ Diaphragm (Add Std Note # 20) = ft ENDWALL LAYOUT AND COLUMN SIZES ENDWALL COLUMN REACTIONS EW Columns & BF Rafters : 8 X 3 Y: C unless noted. 14v� CORNER COLUMNS INTERIOR COLUMNS 7 DL + LL DL + WL DL + LL DL + WL a . 0.91 2: n , (. Sk yak oo i k LEFT ENDWALL (AS SHOWN) �) ¢ " S� A • I, BRACING REACTIONS ❑ Framed opening SIZES: ❑ JAMBS 8 X 3'h C X3C12- C,�1 N�P`� ❑ HEADER :.8 X 3'h C (2-A F-1 1FVL n L19HT ENDWALL ❑ BEARING FRAME ❑ MAIN FRAME sAME AS LEFT ENDWALL ❑ To remain open GIRTS ❑ FLUSH ❑ SHORT CLIP ❑ LONG CLIP ❑ BY PASS ❑ SL ❑ LL ❑ XLL sizes: JOB # ❑ Open for collateral by others ❑ without spandrel beam ( Add Std. Note # 5 ) ❑ with spandrel beam Girt elevations. @ ❑ 3'-6" ❑ T4 ❑ 11'-4 ❑13'4 ❑ 1T4 ❑ Other With Flange braces @ ❑ 3'-6" ❑ T-4 ❑ 1 P-4 ❑ 13'-4 ❑ 1T-4 ❑ Other RAFTERS ❑8X3%:C12 ❑8X3%:CD ❑8X3'/1C14 ❑10X3%:C12 ❑12X3%rCl2 ❑ W (50 ksi) with F.B. @ column and @ 5'-0" on either side of column & every other purlin ❑ 4 - 5/8" A325 bolts column to rafter connection with 3/8" knife plate ❑ Interior EW columns ❑ All EW columns ❑ '/. " thick full depth rafter stiffener (NS+FS) ❑ required ❑ not required BRACING ❑ Cable bracing ❑ Diaphragm (Add Std Note # 20) = ft ENDWALL LAYOUT AND COLUMN SIZES EW Columns & BF Rafters: 8 X 3 % C unless noted RIGHT ENDWALL (AS SHOWN) ❑ Framed opening SIZES: r� ❑JAMBS 8X3% C ❑ HEADER: 8 X 3 V. C Page 4 6 ENDWALL COLUMN REACTIONS CORNER COLUMNS INTERIOR COLUMNS DL + LL DL + WL DL + LL DL + WL BRACING REACTIONS BRACING: ❑ Portal frame @ (Std. Note #20) ' Roof able brace I y� bay # ❑ Diaphragm ^ tiers Front sideable brace ❑ FB @ (Q–y bay # Frame # Back [�] Cable brace FB— @ yde❑ bay # Frame # Left EW able brace ❑ MF Endwall vO bay# A_�-Z, Right EW❑ [Cable brace MF Endwall bay # A —C3 CABLE BRACING REACTION AT SW VI REACTION W H V Wind 2.43 2. o E3/Wind governs Seismic ❑ Seismic governs JOB # 19 -7 8 - ❑ Diaphragm Page 5 El -Diaphragm ❑ Portal frame @ (Std. Note #20) ' ft bay # . ❑ Diaphragm ❑ Portal frame @ _ (Std. Note #20) ft bay # ❑ Diaphragm (Std. Note #20) ft ❑ Diaphragm (Std. Note #20) ft BUILT-UP FIXED -BASE COLUMN Flange: Web: AB & Base Plate: Fixed Base column reaction 2- 5/8 Q 4'-0" O.C. Bracing Layout . ❑ Eave Clips SC -I1 required at braced bay only unless noted. Use ❑ %: �-A307 bolts, ❑ 'h �-A325 bolts ❑ Strut Purlins required at braced bay only unless noted. Use ❑ 4-1/2� A307 bolts each end, ❑ 4-1/20 A325 bolts each end 0 Page 6 8 JOB#..I............................................ •ACCESSORIES SHEETS (STD NOTES / FRAME OPENINGS / CANOPY / MANSARDS / PARTITIONS ETC.) STANDARD NOTES REQUIRED ON ERECTION DRAWINGS: ❑ Add Std Note #11 ... responsibility notes for existing structures ( Add this to: Cover Sheet ) ❑ Add Note ❑ Other conversation notes L J 9 FRAME BLDG: A 8 C 0 E J08 NUMBER: SHEET NO. _�_ or REV, _ SLCFE: i: 12 O.F. E.H.: A. BOLT W/50 I�) 1_-0 FLANGE BRACES ' ROOF: (LOW €AVE TO HIGH EAVE) 'HALL: (BASE TO EAVE) Q A325 W/ lZ �•S Job Nu*197859 At: FRM LINE#2 y: SA 11/16/2001 C:\DSNLib\197859 Page: 1 of 1 0 Hor + + i Moment + A a B Frame Reaction Schematic all reactions are in kips. I kip = 1,000pounds.) Load Combination Grid Ver Hor Mom Load Combination Grid Ver Hor Mom DEAD + LIVE LOAD A 8.5950 2.6490 0.0000 DEAD + LIVE LOAD B 8.5950 -2.6490 0.0000 DL + WLL A -0.6920 -4.7210 0.0000 DL + WLL B 0.2770 -3.6820 0.0000 DL + WLR A -2.5830. 1.5200 0.0000 DL + WLR B -5.6490 4.9290 0.0000 DL + 1/2LL + WLL A 3.0580 -3.5460 0.0000 DL + 1 /2LL + WLL B 4.0270 -4.8570 0.0000 DL + 1/2LL + WLR A 1.1670 2.6950 0.0000 DL+ 1/2LL+ WLR B -1.8990 3.7540 0.0000 DL + 1/2WLL + LL A 7.7020 0.1390 0.0000 DL + 1/2WLL + LL B . 8.1860 -4.3400 0.0000 11/16/2001 C:\DSNLib\197859 Page: 1 of 1 0 FRAME LIVE LOADS AND SNOW LOADS 1 FRAME LL = 20.00 PSF ROOF SL = 0.00 PSF SNOW IMPORTANCE = 1.00 SEISMIC LOADS Longitudinal Seismic Shear Lateral Seismic Shear SEISMIC IMPORTANCE FACTOR= 1.00 Z= 0.300 ct = 0.020 (0.035) Cv = 0.540 Nv = 1.500 (1.1) SOIL TYPE= Sd Ca = 0.360 Na = 1.300 (1.3) omega= 2.200 omega = 2.80 R= 5.60 R= 4.50 T =Ct (h)^s/4 = 0.14 TOTAL ROOF DL = 4.80 KIPS TOTAL ROOF DL = 3.00 KIPS LEFT ENDWALL DL = 0.71 KIPS FRONT SIDEWALL DL = 0.90 KIPS RIGHT ENDWALL DL = 0.71 KIPS BACK SIDEWALL DL = 0.75 KIPS TOTAL DL = 6.22 KIPS TOTAL DL = 4.65 KIPS SL FOR SEISMIC = 0.00 KIPS SL FOR SEISMIC = 0.00 KIPS Max V=(Cv I /R/T) W = 2.08 KIPS Max V =(Cv I /Rrr),W = 3.19 KIPS V=(2.5Ca/R) W= 0.50 KIPS V=(2.SCa/R) W = 0.77 KIPS Min V=(0.11 Ca 1) W= 0.12 KIPS Min V=(0.11Ca I )W = 0.15 KIPS Long. Shear V per Sidewall 11.4 = 0.36 KIPS Frame Shear per•Bay / 1.4 = 0.55 KIPS FS Diagonal Tension • omega 11.4 = 0.87 KIPS BS Diagonal Tension' omega 11.4 = 0.87 KIPS omega•(Frame Shear)/1.4 = 1.53 KIPS LONG. SHEAR GOV. BY WIND. FRAME LATERAL SHEAR GOV. BY WIND. BS DIAG. BRACING DESIGN GOV. BY WIND. FS DIAG. BRACING DESIGN GOV. BY WIND. Fr L1 197859 WIND LOADS P=Ce I qs Cq where 1= 1.00 2 qs = .00256•V^2 = 16.38 At Eave Ht. Ce = 1.06 At Mean Ht Ce = 1.06 FRAME PRESSURE P= 17.37 PSF • Cq TOTAL LONG. WIND SHEAR = 2.67 KIPS MAX. FRAME WIND SHEAR = 3.06 KIPS TOTOL FS DIAG WIND TENSION = 2.96 KIPS TOTAL BS DIAG WIND TENSION = 2.96 KIPS C1 = 0.80 C1 = 0.80 C1= Cq WINDWARD WALL C2 = -0.90 C2 = 0.30 C2= Cq WINDWARD ROOF C3 = -0.70 C3 = -0.70 C3= Cq LEEWARD ROOF C4 = -0.50 C4 = -0.50 C4= Cq LEEWARD WALL COMPONENT PRESSURE P = 17.37 PSF APPLIED TO THE BELOW COEFFICIENTS PURLINS INT ZONE SUCT. Cq = -1.00 INT. ZONES PRES. Cq = 0.00 EAVES, RAKES, RIDGES Cq = -2.30 EAVES, RAKES, RIDGES Cq = 0.00 GIRTS INT. ZONE SUCT. Cq = -0.90 INT. ZONE PRES. Cq = 0.90 CORNER REGIONS SUCT. Cq = -1.20 CORNER REGIONS PRES. Cq = 0.90 ENDWALL RAFTER INT. ZONE SUCTION Cq = -0.70 PRESSURE Cq = 0.00 RACK EDGE STRIP SUCTION Cq = -2.30 ROOF OVERHANG SUCTION Cq = -2.80 ENDWALL COL. INT. ZONE SUCT. Cq = -0.90 INT. ZONE PRES. Cq'= 0.90 CORNER REGION SUCT. Cq = -1.20 CORNER REGION PRES. Cq = 0.90 LONGITUDINAL BRACING WINDWARD ENDWALL C = 0.8 EDGE STRIP WIDTH = 3.00 FT. LEEWARD ENDWALL C =--0.5 WORK ORDER # 197859 Version 1.2 UBC97 13 9/1 4/00 ROOF PANEL AND PURLIN DEAD LOAD = 2.00 PSF FRAMING DEAD LOAD = 2.00 PSF TOTAL DEAD LOAD = 4.00 PSF FRONT (L.S.) SW DL = 3.00 PSF FRONT SW TYPE= P.WOOD BACK SW DL = 2.50 PSF BACK SW TYPE= METAL LEFT EW DL = 3.00 PSF LEFT EW TYPE= P.WOOD RIGHT EW DL = 3.00 PSF RIGHT EW TYPE= P.WOOD ROOF LIVE LOAD= 20.00 PSF LIVE LOAD RED.(Y/N N COLLATERAL LOAD = 0.00 PSF OCCUPANCY D A :Esssential facilities or Hazardous facilities. B: Primary occupancy greater than 300. C: Agicultural Buildings. D: All others. GROUND SNOW = 0.00 PSF Ce = 1.00 SEISMIC ZONE= 3 • PERCENT SNOW LOAD FOR SHEAR = 0.00 SOIL TYPE (Sa,Sb,Sc,Sd,Se) = Sd WIND (or enter nothing to default) WIND VELOCITY= 80.00 MPH EXP.= C ENCLOSED/ OPEN (E/P/0) E WIDTH = 30.00 FT. LENGTH= 40.00 FT. FRONT SW EAVE HT= 12.00 FT. DIST. TO RIDGE= 15.00' FT. TYP. BAY SPC= 25.00 FT. TYP. EW COL SPC= 15.00 FT TYP. PURL. SPC= 5.00 FT. TYP. GIRT SPC= 6.00 FT. BACK SW EAVE HT= 12.00 FT MIN. FRAME MOD. SPC = 30.00 FT. SLOPE= 3.00 :12 FSW BRACED BAYS = 1 BSW BRACED BAYS= 1 Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 ga= 0.10 MIDWEST METALLIC PAGE 1 *** PURLIN DESIGN *** JOB NUMBER :•197859 ( FULL OPTIMIZATION ) *** GEOMETRIC DATA *** BAY SPACING (FEET) :2@20.00 INSET LEFT (FEET) .667 PURLIN EXTN LEFT (FT.): .00000 ROOF SLOPE :3.000/12 PURLIN DEPTH (INCH) 8.00 TOP FLANGE BRACED AT 1.00 FEET *** DESIGN CRITERIA *** INSET RIGHT (FEET) .667 PURLIN EXTN RIGHT (FT.) .00000 HORIZONTAL SPACING (FT.): 5.00000 DEAD LOAD-(PSF) 2.00 LIVE LOAD (PSF): 20.00 WIND VELOCITY PRESSURE (q): 17.4,00_,PSF SPECIAL WIND COEFF.: -1'.30 MAX. COMBINED SHEAR AND BENDING UNITY CHECK :1.035 MAX. SHEAR OR BENDING UNITY, CHECK :1.035 MAX. DEFLECTION LIMIT PER'SPAN : L/180. *** LOADING COMBINATION *** 1. DL+LL .2. DL+WL 3. DL+0.5LL+WL 4. DL+LL+0.5WL *** CRITICAL ROW SUMMARY *** SPAN ANALYSIS LAP SIZE OF LAP # LENGTH LEFT SECTION RIGHT 1 .6667 .0000 8Z16 .0000 2 19.3333 .0000 8216 1.2291 3 1 19.3333 1.2291. 821.6 .0000 4 .6667 .0000 8216 .0000 • WIND DL + WL DL + LL COEF (KL F) (KLF) -1.3000 -.1069 .1067 -1.3000 -.1069 .1067 71.3000 -.1069 .1067 -1.3000 -.1069 .1067 15 *** FLANGE BRACE INFORMATION *** SPAN NOLENGTH OUTSIDE N NO (FT.) BRACES .667 1@.6667 2 19.333 20@1.0000 3 19.333 20@1.0000 4 .667 1@.6667 • INSIDE BRACES 1@.6667 1@19.3333 1@19.3333 1@.6667 16 *** PURLIN DESIGN *** JOB NAME: 197859 PAGE 2 17 LOADING COMBINATION -- DL+LL ------------------------=------------------------------------------ LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS DEFL ! #! ------------------------------------------------------------------------------- K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .00! 4.97 2.28 ! .00 .00 .001 !LL! .00! .00! ..00 .00 ! .00 .00 .00! 1!FM! .00! .00! .00 .00 ! .00 .00 .00! 0 !RL! .00! .00! .00 .00 ! .00 .00 .00! !RS! ------------------------------------------------------------------------------- -.02! -.07! 4.97 2.28 ! .03 .00 .00! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! ------------------------------------------------------------------------------- K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! -.02! .78! 4.97 2.28 ! .34 .00 .12! !LL! .00! ..00! .00 .00 ! .00 .00 .00! 2!FM! 2.79! .00! 4.97 2.28 ! .00 .56 .56! 397. !RL! -3.47! -1.16! 4.97• 2.28 ! .51 .70 .75! !RS! ------------------------------------------------------------------------------- -4.97! -1.29! 9.94 4.57 ! .28 .50 .33! SP!LO!MOMENT! SHEAR! ALLOWABLE.FORCES ! UNITY CHECKS ! DEFL ! #! ------------------------------------------------------------------------------- K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! -4.97! 1..29! 9.94 4.57 ! .28 .50. ..33! !LL! -3.47! 1.16! 4.97 2.28 ! .51 .70 .74! 3!FM! 2.79! .00! 4.97 2.28 ! .00 .56 .56!. 397 !RL! .00! .00! .00 .00 ! .00 .00 .00! !RS! ------------------------- -.02! -.78! 4.97 2.28 ! .34 .00 .12! SP!LO!MOMENT,! SHEAR! 7----------------------------------------------------- ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! ------------------------------------------------------------------------------- K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! -.02! , .07! 4.97 2.28 ! .03 .00 .00! !LL! .00! .00! .00 .00 ! .00 .00 .00! 4!FM! .00! .00! .00 .00 ! .00 .00 .00! 0 !RL! .00! .00! .00 .00 ! .00 ..00 .00! !RS! .00! .00! .00 .00 ! .00 .00 .00! r� L *** PURLIN DESIGN *** JOB NAME: 197859 PAGE 3 18 LOADING COMBINATION -- DL+WL --------------------------------------=---------------------------- 4V-O!MOMENT!SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! U ------------------------------------------------------------------------------- K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .00! 6.63 3.05 ! .00 .00 .00! !LL! .00! .00! .00 .00 ! .00 .00 .00! 1!FM! .00! .00! .00 .00 ! .00 .00 .00! 0 !RL! .00! .00! .00 .00 ! .00 .00 .00! !RS! --------------------------------- .02! .07! 6.63 3.05 ! .02 .00 .00! SP!LO!MOMENT! SHEAR! ALLOWABLE --------------------------------------------- FORCES ! UNITY.CHECKS ! DEFL ! U ------------------------------------------------------------------------------- K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS!* .02! -.78! 6.63 .3.05 ! .26 .00 .071 !LL! .00! .00! .00 ..00 ! .00 .00 .00! 2!FM! -2.80! .00! 4.64 3.05 ! .00 .60 .00! 396 !RL! 3.47! 1.16! 6.63 3.05 ! .38 .52 .42! !RS! ------------------ 4.98! 1.29! 13.25 6.09 ! .28 .38 .22! SP!LO!MOMENT! -------------------------------------------------------------- SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! ------------------------------------------------------------------------------- K -FT!. KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! 4.98! -1.29! 13.25 6.09 ! .28 .38 .22! !LL! 3.48! -1.16! 6.63 3.05 ! .38 .52 .421 3!FM! -2.80! .00! 4.64. 3.05 ! .00 .60 .00! 396 !RL! .00! .00! .00 .00 ! .00' .00 .00! !RS! ----7 --------------------------------------- .02! .78! 6.63 3.05 ! .26 .00 .07! SP!LO!MOMENT! SHEAR!' ALLOWABLE ----------------------------------- FORCES ! UNITY CHECKS ! DEFL ! U ------------------------------------------------------------------------------- K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND . COMB! -L/- !LS! .02! -.07! 6.63 3.05 ! .02 .00 .00! !LL! .00! .00! .00 00 ! .00 .00 .00! 4!FM! .00! .00! .00 .00 ! .00 .00 .00! 0 !RL! .00! .00! .00 .00 ! .00 .00 .00! !RS! .00! .00! .00 .00 ! .00 .00 .00! • *** PURLIN DESIGN *** JOB NAME: 197859 PAGE 4 19 LOADING COMBINATION -- DL+0.5LL+WL ------------------------------------------------------------------------------ LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS DEFL ! C ------------------------------------------------------------------------------- K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00!. .00! 6.63 3.05 ! .00 .00 .00! !LL! .00! .00! .00 .00• ! .00 .00 .00!' 1!FM! .00! .00! .00 .00 ! .00 .00 .00! 0 !RL! .00! .00! .00 .00 ! .00 .00 .00! !RS! ----------------------------- .01! .04! 6.63 3.05 ! .'01 .00 .00! SP!LO!MOMENT! SHEAR! --------------------------------------------- ALLOWABLE FORCES ! UNITY CHECKS ! ------ DEFL ! C ------------------------------------------------------------------------------- K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND .. COMB! -L/- !LS! .01! -.42! 6.63 3.05 ! .14 .00 .02! !LL! .00!- .00! .00 .00 ! .00 .00 .00! 2!FM! -1.53! .00! 4.64 3.05 ! .00 .33 .00! 725 !RL! 1.90! .63! 6.63. 3.05 ! .21 .29 .12! !RS! --------------------- 2.72! .70! 13.25 6.09 ! .15 .21 .07! SHEAR! 1: ALLOWABLE FORCES ! UNITY CHECKS ! DEFL . ! C -------------------------------------------------------------------------=----- K -FT!. KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! 2.72! -.70! 13.25 6.09 ! .15 .21 .07! !LL! 1.90! -.63! 6.63 3.05 ! .21 .29 .13! 3!FM! -1.53! .00! 4.64 3.05 ! .00 .33 .00! 725 !RL! .00! .00! .00 .00 ! .00 .00 .00! !RS! ------------ .01! .42! 6.63 3.05 ! .14 .00 .02! 7------------------------------------------------------------------ SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! C ------------------------------------------------------------------------------- K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .01! -.04! 6.63 3.05 ! .01 .00 .00! !LL! .00! .00! .00 .00 ! .00 .00 .00! 4!FM! .00! .00! .00 .00 ! .00 .00 .00! 0. !RL! .00! .00! .00 .00 ! .00 .00 .00! !RS!' .00! .00! .00 .00 ! .00 .00 .00! • *** PURLIN DESIGN *** JOB NAME: 197859 PAGE 5 20 LOADING COMBINATION -- DL+LL+0.5WL 41LO!.MOMENT!-SHEAR! ALLOWABLE FORCES ! UNITY CHECKS !-DEFL ! #! ------------------------------------------------------------------------------- K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! ' .00!. 6.63 3.05 ! .00 .00 .00! !LL! .00! .00! .00 .00. ! .00 .00 .00! 1!FM! .00! .00! .00 .00 ! 00 .00 .00! 0 !RL! .00! .00! .00 .00 ! .00 .00 .00! !RS! --------------------------------------------=---------------------------------- -.01! -.03! 6.63 3.05 ! .01 .00 .00! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! ------------------------------------------------------------------------------- K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! -.01! .35! 6.63 3.05 ! .12 .00 .01! !LL! .00! .00! .00 .00 ! .00 .00 .001 2!FM! 1.27! .00! 6.63 3.05 ! ..00 .19 .19! 875 ' !RL! -1.58! -.52! 6.63 3.05 ! .17 .24 .09! !RS! ----------------------------------------- -2.26! -.58! 13.25 6.09 ! .13 .17 .05! SP!LO!MOMENT! SHEAR! ALLOWABLE 7------------------------------------- FORCES ! UNITY CHECKS ! DEFL ! #! ------------------------------------------------------------------------------- K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !:LS! -2.26! .58! 13.25 6.09 ! .13 lj .05! !LL! -1.57! .52! 6.63 3.05 ! .17 .24 .09! 3!FM! 1.27! .00! 6.63 3.05 ! .00 .19 .19! 875 !RL! .00! .00! .00 .00 ! .00 .00 .00! !RS! ------------------------------------------------------------------------------- -.01!. -.35! 6.63 3.05 ! .12 .00 .01! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES- ! UNITY CHECKS ! DEFL ! #! ------------------------------------------------------------------------------- K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR. BEND COMB! -L/- !LS! -.01! .03! 6.63 3.05 ! .01 .00 .00! !LL! .00! .00! .00 •.00 ! .00 .00 .00! 4!FM! .00! .00! .00 .00 ! .00 .00 .00! 0 !RL! .00! .00! .00 .00 ! .00 .00 .00! !RS! .00! .00! .00 .00 ! .00 .00 .00! .7 Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14_ga= 0.070, 13 ga= 0.085, 12 ga= 0.10'. MIDWEST METALLIC PAGE 1 *** EAVE STRUT DESIGN *** JOB NUMBER : 197859 ( ANALYSIS ONLY ) *** GEOMETRIC DATA *** BAY SPACING (FEET) :2@20.00 BAY SPACING (FEET) WIND INSET LEFT (FEET) .6670 EAVE EXTN LEFT (FT.) .0000 ROOF SLOPE COEF :1.000/12 EAVE STRUT DEPTH (INCH) 8.00 TOP FLANGE BRACED AT 1.00 FEET *** DESIGN CRITERIA *.** INSET RIGHT (FEET ) . .6670 EAVE EXTN RIGHT (FT.) .0000 HORIZONTAL SPACING (FT.). 3.5000 DEAD'LOAD (PSF) : 2.000 LIVE LOAD (PSF):20.000 WIND VELOCITY PRESSURE (q): 17.400 PSF SPECIAL WIND COEFF.: .000 MAX. COMBINED SHEAR AND BENDING UNITY CHECK :1.030 MAX. SHEAR OR BENDING UNITY CHECK :1.030 MAX..DEFLECTION LIMIT PER SPAN L/100. THIS EAVE STRUT RUN.IS DESIGNED FOR AN ENCLOSED BUILDING SPAN LENGTH SECTION AREA MOMENT WIND DL + WL DL + LL ---- -FT- ------- NAME ------- IN.SQ. -------- INERTIA COEF (KLF) (KLF) .67 8ES14 1.256 ------- 12.92 ------- -1.5000 ------- -.0847 ------- '.0767 2 19.33 8ES14 1.256 12.92 -1:1752 -.0648 .0767 3' 19.33 8ES14: '1.256. 12.92 -1.1752 -.0648 .0767 4 .67 8ES14 1.256 12.92 -1.5000 -.0847 .0767 • 21 *** EAVE STRUT DESIGN *** JOB NAME: 197859 PAGE 2 22 **** DEAD + LIVE LOAD ------------------------------------------------------- LO!MOMENT! --- ---- SHEAR! -----(Ma) ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! ------------------------------------------------------------------------------- K -FT--- ! KIP--- ! MOMENT SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .00! .00 .00 ! .00 .00 .00! .1!FM! .00! .00! .00 .00 ! .00 .00 ..00! -115 RS! --------------------------------- -.02! .05! 6..96 ,3.58 ! .01 .00 .01! SP!LO!MOMENT! SHEAR! ALLOWABLE --------------------------------------------- FORCES ! UNITY -CHECKS ! DEFL ! U ------------------------------------------------------------------------------- K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB ! -L/- !LS! -.02! .74! 6.96 3.58 ! .21 .00 .21!, 2!FM!.3.58! .00! 6.95 3.58 ! .00 .51 .51!--367 RS! ------------------------------------------------------------------------------- .00! -.74! 6.96 3.58 ! .21 .00 .21! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL !'#! -----------=------------------------------------------------------------------- K -FT! KIP C MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .74! 6.96 3.58 ! .21 .00 .21! 3!FM! 3.58! .00! 6.95 3.58 !. .00 .51 .51! -367 RS! ------------------------------------------------------------------------------- -.02! -.74! 6.96 3.58 ! .21 .00 .211 SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! U ------------------------------------------- K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! -.02! -.05! 6.96 ----------------------------------- 3.58 ! .01 .00 .01!. 4!FM! .00! .00! .00 .00 ! .00 .00 .00f -115 RS! .00! -.00! -.00 .00 ! .00 .00 .00! 0 *** EAVE STRUT DESIGN *** JOB NAME: 197859 PAGE 3 23 **** DEAD + WIND LOAD **** LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! U ------------------------------------------------------------------------------- K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .00! .00 .00 ! .00 .00 .00! 1!FM! .00! .00! .00 .00 ! .00 .00 .00! 104 RS! --------------- .02! -.06! --------------------------------------------------------------- 9.28 4.77 ! .02 .00 .02! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! U ------------------------------------------------------------------------------- K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .02! -.63! 9.28 4.77 ! .18 .00 .18! 2!FM! -3.02! .00! 3.73 4.77 ! .00 .81 .81,! 435 RS! ------------------------------------------------------------------------------- .00! .63! 9.28 4.77 ! . .17 .00 .17! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! U --------------------------------- K -FT! KIP ! MOMENT(Ma) : SHEAR(Va) ! SHEAR BEND COMB! -L/- .00! -.63! 9.28 4'.77 ! .17 .00 .17! 3!FM! -3.02! .00! 3.73 4.77 ! .00 .81 .81! 435 RS! -------------- .02! .63! ------------------------------------------------------------------ 9.28 4.77 ! .18 .00 .18! SPILO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! U ------------------------------------------------------------------------------- K -FT! KIP ! MOMENT(Ma). SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .02! .06! 9.28 4.77 ! .02 ..00 .02! 4!FM! .00! .00! .00' .00 ! .00 00 .00!, 104 RS! .00! .00! .00 .00 ! .00 .00 ..00! 0 24 3. SIDEWALL AND ENDWALL GIRT S C:\WINNTProBIea\Sayhan\Pcrsonal\CALC COVER.doc Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 ga= 0.10 MIDWEST METALLIC PAGE 1 *** GIRT DESIGN *** *** BACK SIDEWALL *** JOB NUMBER 197859 ( FULL OPTIMIZATION ) *** GEOMETRIC DATA *** BAY SPACING (FEET) :2@20.00 INSET LEFT (FEET) .6667 ROOF SLOPE LEFT 3.00/12 GIRT DEPTH (INCH) 8.00 OUTSIDE FLANGE BRACED AT 1.00 FEET *** DESIGN CRITERIA *** INSET RIGHT (FEET) .6667 MAX. TRIBUTARY SPACING (FT.) 5.6667 GIRT CONDITION :BY -FRAME WIND VELOCITY PRESSURE (q) :-.jZ.4.0 PSF WIND LOAD PRESSURE COE.FF. : 1.20 WIND LOAD SUCTION COEFF. 1.20 MAX. COMBINED SHEAR AND BENDING UNITY -CHECK : 1.03 MAX. SHEAR OR BENDING UNITY CHECK : 1.03. MAX. DEFLECTION LIMIT PER SPAN :L/ 90. SPAN BAY MAX PRESSURE NO. SPACING TRIB SPA COEF ---- ------- -------- -------- 1 19.3333 5.6667 1.2000 2 19.3333 5.6667 1.2000 *** LOADING COMBINATION *** 1. ' WLP 2. WLS *** CRITICAL ROW SUMMARY *** SPAN ANALYSIS LAP SIZE OF # LENGTH ------------ LEFT SECTION 19.3333 ------ .0000 ------- 8Z16 2 19.3333 1.2291 8Z16 • SUCTION COEF -1.2000 -1.2000 LAP RIGHT 1.2291 .0000 PRESSURE (KLF) .1183 .1183 SUCTION (KLF) -.1183 -.1183 25 *** FLANGE BRACE INFORMATION *** SPAN NOLENGTH OUTSIDE INSIDE AN NO (FT.) BRACES BRACES 1 19.333 20@1.0000 1@20.0000 2 19.333 20@1.0000 1@20.0000 26 *** GIRT DESIGN *** *** BACK SIDEWAL•L *** JOB NAME: 197859 LOADING COMBINATION -- WLP PAGE 2 . 27 -------- VLO!MOMENT! ------------ --------- ------------ -------- ----- ------- --------- SHEAR! ALLOWABLE FORCES ! UNITY CHECKS---- ! DEFL ! U K -FT! ------------------------------------------------------------------------------- KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! .86! 6.63. 3.05 ! .28 Ao .08! !LL! .00! .00! .00 .00 ! .00 ..00 .00! 1!FM! 3.11! .00! 6.63. 3.05 ! .00 .47 .47! 357 !RL! -3.86! -1.28!. 6.63 3.05 ! .42 :58 .52! !RS! -5.53! ------------------------------------------------------------------------------- -1.43! 13.25 6.09 ! .31 .42 .27! SP!LO!MOMENT! SHEARf ALLOWABLE FORCES ! UNITY CHECKS !_DEFL ! U K -FT! ------------------------------------------------------------------------------- KIP ! MOMENT(Ma) . SHEAR(Va).! SHEAR BEND COMB! -L/- !LS! -5.53! 1.43! 13.25 6.09 ! .31 .42' .27! !LL! -3.86! 1.28! 6.63 3.05 ! .42 .58 .52! 2!FM! 3.11! .00! 6.63 3.05 !. .00 .47 ,.47! 357 !RL! .00! .00! .00 :00 ! .00 .00 .00! !RS! .00! -.86! 2.22 3.05 ! .28 .00 �.081 • *** GIRT DESIGN *** *** BACK SIDEWALL *** JOB NAME: 197859 PAGE 3 28 LOADING COMBINATION -- WLS 0 --------------------------------------------------------------------- SF!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS !. DEFL ! U ------------------------------------------------------------------------------- K -FT! KIP ! MOMENT(Ma) . SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! -.86! 6.63 3.05 ! .28 .00 .08! ,!LL! .00! .00! .00 .00 ! .00 .00 .00! 1!FM! -3.11! .00! .4.64 3.05 ! .00 .67 .00! .357 !RL! 3.86! 1.28! 6.63 3.05 ! .42 .58 .52! !RS! ---------------------------------- 5.53! 1.43! 13.25 6.09 ! .31 .42 .27! SP!LO!MOMENT! SHEAR! ALLOWABLE ------------- FORCES ! -------------------------------- UNITY CHECKS ! DEFL ! U ------------------------------------------------------------------------------- K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR I BEND COMB! -L/- !LS! 5.53! -1.43! 13.25 6.09 ! .31. .42 .27! !LL! 3.86! -1.28! 6.63 3.05 ! .42 .58 .52! 2!FM! -3.11! .00! 4.64 3.05 ! .00 .67 .00!. 357 !RL! .00! .00! .00 .00 ! .00 .00 .001 !RS! .00! .86! 6.63 3.05 ! .28 .00 .081 0 29 4, EW RAFTERS AND COLUMNS C:\WINNMrofiles\Sayhan\Personal\CALC COVERdoc Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 ga= 0.10 MIDWEST METALLIC PAGE 1 *** ENDWALL DESIGN *** *** LEFT ENDWALL *** *** ENDWALL RAFTER *** • JOB NUMBER : 197859 (-ANALYSIS ONLY ) *** GEOMETRIC DATA *** ENDWALL COLUMN SPACING: 2@15.000 ENDWALL COLUMN SPACING: ENDBAY (FEET) :20.0000 FRONT SIDE CANOPY (FT): .0000 FRONT SIDE ROOF SLOPE 3.00/12 PURLIN SPACING (FEET) 5.154 *** DESIGN CRITERIA *** PURLIN EXTN. (FEET) .0000 BACK SIDE CANOPY (FT) - .0000 BACK SIDE ROOF SLOPE 3.00/12 DEAD LOAD (PSF) 3.000 LIVE LOAD (PSF) 20.000 WIND VELOCITY PRESS(q): 17.400 PSF BUILDING CONDITION (E,P,O): E SPCL. GCp @ ENDBAY/2 . -1.300 -SPCL. GCp @ OVERHANG -1.300 SHEAR OR -BENDING LIMIT: 1.035 RAFTER DEFLECTION LIMIT L/180. *** LOADING COMBINATION *** 1. DL+LL 2. DL+WL 3. DL+0.5LL+WL 4. DL+LL+0.5WL *** LOADING *** ANALYSIS SPAN ----- LENGTH ENDBAY/2 -------- OH 1.0308 -------- 10.0000 1 14.4309 10.0000 2. 14.430.9 10.0000 OH 1.0308 10.0000 *** DESIGN RESULTS *** MEM SIZE LENGTH 1 8X3.5C12 14.4309 2 8X3.5C12 14.4309 0 GCp PURLIN GCpX DL+WL DL+LL COEF.• EXTN. COEF. (KLF) (KLF) -1.3000 .0000 -1..3000 -.1971 .2231 -1.3000 .0000 -1.3000 -.1971 .2231 -1.3000 ..0000 -1.3000 -.1971 .2231 -1.3000 .0000 -1.3000 -.1971 .2231 30 *** RAFTER DESIGN *** *** LEFT ENDWALL *** JOB NAME: 197859 PAGE 2 31 LOADING COMBINATION -- DL+.LL ------------------------- MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL # ! # ------------------------------------------------------------------------------ ! ! K -FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L/- 1 ! 1 !**! -.12! 1.22! 10.16! 17.75! .07! .01!. ! 1 !FM! 3.21! .00! 10.16! 17.75! .00! .32! 998 ! 1 ------------------------------------------------------------------------------ !**! 5.75! -2.00! 10.16!. 17.75! .11! .57! MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL # ! # ------------------------------------------------------------------------------ ! ! K -FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L/- 2 ! 2 !**! -5.75! 2.00! 10.16! 17.75! .11! .57! ! 2 !FM!' 3.21! .00! 10.16! 17.75! .00! .32! 998 ! 2 !**! .12! -1.22! 10.16! 17.75! .07!. .01! 0 *** RAFTER DESIGN *** *** LEFT ENDWALL *** JOB NAME: 197859'' PAGE 3 32 LOADING COMBINATION -- DL+WL •------------------------- MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL # ! # ------------------------------------------------------------------------------ ! ! K -FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L/- 1 ! 1 !**! .10! -1.08! 13.55! 23.67! .06! .01! ! 1 !FM! -2.84! .00! 11.05! 23.67! .00! .26! 1133 T ------------------------------------------------------------------------------ !**! -5.08! 1.77! 13.55! 23.67! .10! .37! MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL # ! # ----------------------------------------------------------=------------------- ! ! K -FT! KIP ! MOMENT SHEAR ! SHEAR' BEND ! -L/- 2 ! 2 !**! 5.08! -1.77!. 13.55! 23.67! .10! .37! ! 2 !FM! -2.84! .00! 11.05! 23.67!' :00! .2.6! 1133 ! 2 .!**! -.10! 1.08! 13.55! 23.67! .06! .01! *** RAFTER DESIGN *** *** LEFT ENDWALL *** JOB NAME: 197859 PAGE 4 33 LOADING COMBINATION -- DL+0.5LL+WL ---------------=--------------- MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL # ! # ------------------------------------------------------=----------------------- ! ! K -FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L/- 1 ! 1 !**! .05! -.55! 13.55! .23.67! .03! .00! ! 1 !FM! -2.84! .00! 11.05! 23.67! .00! .26! 2233 ! 1 ------------------------------------------------------------------------------ !**! -2.58! .90! 13.55! 23.67! .05! .19! MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! . UNITY RATIO ! DEFL # ! # ------------------------------------------------------------------------------ ! ! K -FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L/- 2 ! 2 !**! 2.58! -.90! 13.55! 23.67! .05!. .19! ! 2 !FM! -2.84! .00! 11.05! 23.67! .00.! .26! 2233 ! 2 !**! -.05! .55! 13.55! 23.67! .03! .00! *** RAFTER DESIGN *** *** LEFT ENDWALL *** JOB NAME: 197859 PAGE 5 34 LOADING COMBINATION -- DL+LL+0.5WL 0 ------------------------------ MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL # ! # ! ! K -FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L/- ------------------------------------------------------------------------------ 1 ! 1 !**! -.06! .60! 13.55! 23.67! .03! .00! ! 1 !FM! -2.84! .00! 13.55! 23.67! .00! .21! 2030 ! 1 ------------------------------------------------------------------------------ !**! 2.83! -.99! 13.55! 23.67! .06! .21! MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL # ! # ----------------------------=------------------------------------------------- ! ! K -FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L/- 2 ! 2 !**! -2.83! .99! 13.55! 23.67! .06! .21! ! 2 !FM! -2.84! .00! 13.55! 23.67! .00! .21! 2030 ! 2 !**! .06! -.60! 13.55! 23.67! .03! .00! • Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 ga= 0.10 MIDWEST METALLIC ++. COLUMN DESIGN *+* +*+ LEFT ENDWALL *** JOB NUMBER : 197859 ( ANALYSIS ONLY ) • GEOMETRIC DATA *** BAY SPACING (FEET) 2@15.000 BAY SPACING (FEET) FS EAVE HEIGHT (FEET) 12.00 FS TO RIDGE (FEET) 15.000 END FRAME (BF,MF) BF PURLIN DEPTH (INCHES) 8.00 ENDWALL BRACING TYPE : C *** DESIGN CRITERIA *** BS EAVE HEIGHT (FEET) FS ROOF SLOPE : 12 GIRT CONDITION RAFTER DEPTH (INCHES) # BAYS : 1 LOCATION :A 12.00 3.00 FLUSH 8.000 WIND VELOCITY PRESSURE (q): 17.40 PSF BUILDING COND. (E,P,O): E COLUMN DEFLECTION LIMIT : L/ 90. SPCL.EW COL.PRES.COEF.: 1.200 SPCL.EW COL.SUCTION COEF. -1.200 SHEAR + BENDING LIMIT : 1.03 SHEAR OR BENDING LIMIT 1.03 *** LOADING COMBINATIONS ***. 1.DL+LL 2.DL+WLP 3.DL+WLS 4.DL+0.5LL+WLP S.DL+0.5LL+WLS 6.DL+LL+O.SWLP 7.DL+LL+0.5WLS *** DESIGN RESULTS AND WIND LOADING *** COL SECTION ANAL. TRIB. MIDSPAN PRESSURE SUCTION PRESSURE SUCTION # SIZE LENGTH SPACING HEIGHT COEF. COEF. (KLF) (KLF) ----------- ------ ------- ------- -------- ------- -------- ------- 1 W8X10 11.536 7.500 12.938 1.200 -1.200 .157 -.157 2 8X7C14 15.041 15.000 . 15.750. 1.200 -1.200• .313 -.313 3 WBX10 11.536 7.500 12.938 1.200 -1.200 .157 -.157 s 35 *** COLUMN DESIGN *** *** LEFT ENDWALL *** JOB NAME: 197859 PAGE 2 *** COLUMN NUMBER : 1 SIZE : W8X10 *** OH (FEET) = 11.536 36 I I AXIAL BENDING I< ----COMPUTED STRESSES----->1<-----ALLOWABLE STRESSES----->1<---UNITY CHECK ---->1 COMB 1 MAX LOADI I FORCE MOMENT I fa fbo fbi fbw 1 Fa Fbo Fbi Fbw I OUTER INNER I UNITY 1 DEF BILOC I kips kip -ft I ksi ksi ksi ksi I ksi ksi ksi ksi !AXIAL FLGE. FLGE. 1 CHECK 1 L/ I---- I ------- -------- I ------ ----- ----------- I ------- ------ ----------- I ----- ----- ------ ------- I FM 1 1.45 .48 1 .49 .74 -.74 .001 5.51 8.87 25.20 .001 .09 .08 -.03 1 .17 1 0 1 1 OH 1 1.45 .48 1 .49 .74 -.74 s .001 5.51 8.87 25.20 .001 .09 .08 -.03 1 .17 1 2 1 FM 1 -1.28 -3.03 1 -.43 -4.66 4.66 .001 33.60 33.60 11.83 .001 -.01 -.14 .39 1 .39 1 **** 2 1 OH 1 -1.28 -3.03 1 -.43 -4.66 4.66 .001 33.60 33.60 11.83 .001 -.01 -.14 .39 1 ..39 1 3 1 FM 1 -1.28 2.18 1 -.43 3.35 -3.35 .001 33.60 11.83 33.60 .001 -.01 .28 -.10 1 .28 1 2015 3 1 OH 1 -1.28 2.18 1 -.43 3.35 -3.35 .001 33.60 11.83 33.60 .001 -.01 .28 -.10 1 .28 1 4 1 FM 1 -.65 -2.82 1 -.22 -4.34 4.34 .001 33.60 33.60 11.83 .001 -.01 -.13 .37 1 .37 1 **** 4 1 OH 1 -.65 -2.82 1 -.22 -4.34 4.34 .001 33.60 33.60 11.83 .001 -.01 -.13 .37 1 .37 1 5 1 FM 1 -.65 2.39 1 -.22 3.67 -3.67 .001 33.60 11.83 33.60 .001 -.O1 .31 -.11 1 .31 1 2015 5 1 OH 1 -.65 2.39 1 -.22 3.67 -3.67 .001 33.60 11.83 33.60. .001--.01, .31 -.11 1 .31 1 6 1 FM 1 .71 -2.37 1 .24 -3.64 3.64 .001 7.35 33.60 11.83 .001 ..03 -.11 .31 1 .34 1 **** 6 1 OH ! . .71 -2.37 1 .24 -3.64 3.64 .001 7.35 33.60 11.83 1.001 .03 -.11 .31 1 .34 I 7 1 FM I .71 2.84 1 .24 4.37 -4.37 .001 7.35 11.83 33.60 .001 .03 .37 -.13 1 .40 1 2015 7 1 OH 1 .71 2.84 1 .24 4.37 -4.37 .001 7.35 11.83 33.60 .001 .03 .37 -.13 1 .40 1 *** COLUMN NUMBER 2 SIZE : 8X7C14 *** OH (FEET) = 15.041 I I AXIAL BENDING 1<----- ALLOWABLE FORCES----->1<---UNITY CHECK ---->1 COMB ! MAX LOAD] I FORCE MOMENT ! AXIAL MOMENT MOMENT SHEAR 1 OUTER INNER 1 UNITY I DEF COMBILOC .] kips' kip -ft I kips kip -ft kip -ft kips (AXIAL FLGE. FLGE. I CHECK I L/ ----I----1------- - - ------ I ------- ------ ----------- I ----- ----- ------ ------- 1 1 FM 1 4.00 1.33 1 17.22 12.77 8.36 25.541 .23 .10 .16 1 .39 I 0 1 1 OH 1 4.00 1.33 1 17.22 12.77 8.36 25.541 .23 .10 .16 1 .39 1 2 1 FM 1 -3.53 -10.04 1101.54 17.03 11.15 34.051 -.03 .59 .90 1 .93 1-336 2 1 OH 1 -3.53 -10.04 1101.54 17.03 11.15 34.051 -.03 .59 .90 1 .93 1 3 1 FM 1 -3.53 7.68 1101.54 17.03 11.15 34.051 -.03 .45 .69 1 .65 1 336 3 1 OH 1 -3.53 7.68 1101.54 17.03 11.15 34.051 -.03 .45 .69 1 .65 1 4 1 FM 1 -1.79 -9.46 1101.54 17.03 11.15 34.051 -.02 -.56 .85 1 .87 1-336 4 1 OH 1 -1.79 -9.46 1101.54 17.03 11.15 34.051 -.02 .56 .85 1 .87 1 5 1 FM 1 -1.79 8.26 1101.54 17.03 11.15 34.051 -.02 .48 .74 1 .72 1 336 5 1 OH 1 -1.79 8.26 1101.54 17.03 11.15 34.051 -.02 .48 ..74 1 .72 1 6 1 FM 1 .1.97 -8.20 1 22.96 17.03 11.15 34.051 .09 .48. .74 1 .65 1-336 6 1 OH 1 1.97 -8.20 1 22.96 17.03 11.15 34.051 .09 .48 .74 1 .65 1 7 1 FM 1 1.97 9.51 1 22.96 17.03 11.15 34.051 .09 .56 .85 1 .94 1 336 7 I OH 1 1.97 9.51 1 22.96 17.03 11.15 34.051 .09 .56 .85 1 .94 1 *** COLUMN NUMBER : 3 SIZE : W8X10 *** OH (FEET) = 11.536 I I AXIAL BENDING I< ----COMPUTED STRESSES----->1<-----ALLOWABLE STRESSES----->1<---UNITY CHECK ---->1 COMB I MAX LOADI I FORCE MOMENT I fa fbo fbi fbw ! Fa Fbo Fbi Fbw I OUTER INNER 1 UNITY 1 DEF COMBILOC I kips kip -ft I ksi ksi ksi ksi I ksi ksi ksi ksi ]AXIAL FLGE. FLGE. 1 CHECK 1 L/ - ---I---- I ------- -------- I ------ ----- ----------- I ------- ------ ----------- I ----- ----- ------ ------- 1 1 FM 1 1.45 48 1 .49 .74 -.74' .001 5.51 8.87 25.20 .001 .09 .08 -.03 1 .17 1 0 1 1 OH 1 1.45 .48 1 .49 .74 -.74 .001 5.51 8.87 25.20 .001 .09 .08 -.03 1 .17 1 2 1 FM 1 -1.28 -3.03 1 -.43 -4.66 4.66 .001 33.60 33.60 11.83 .001 -.01 -.14 .39 1 .39 1 **** 2 1 OH 1 -1.28 -3.03 1 -.43 -4.66 4.66 .001 33.60 33.60 11:83 .001, -.01 -.14 .39 1 .39 1 3 1 FM 1 -1.28 2.18 1 -.43 3.35 -3.35 .001 33.60 11.83 33.60 .001 -.01 .28 -.10 1 .28 1 2015 3 1 OH ] -1.28 2.18 1 -.43 3.35 -3.35 .001 33.60 11.83 33.60 .001 -.01 .28 -.10 I .28 1 4 .1 FM 1 .-.65 -2.82 1 -.22 -4.34 4.34 .001 33.60 33.60 - 11.83 .001 -.01 -.13 .37 1 .37 1 **** 4 1 OH 1 -.65 -2.82 1 -.22 -4.34 4.34 .001 33.60 33.60 11.83 .001 -.01 -.13 .37 1 .37 1 5 1 FM 1 -.65 2.39 1 -.22 3.67 -3.67 .001 33.60 11.83 33.60 .001 -.01 .31 -.11 1 .31 1 2015 5 I OH 1 -.65 2.39 ] -.22 3.67 -3.67 .001 33.60 11.83 33.60 .001 -.01 .31 -.11 1 .31 1 6 1 FM 1 .71 -2.37 1 .24 -3.64 3.64 .001 ' 7.35 33.60 11.83 .001 .03 -.11 .31 1 .34 1 **** 6 1 OH 1 .71 -2.37 1 .24 -3.64 3.64 .001 7.35 33.60 11.83 .001 .03 -.11 .31 1 .34 1 7 I FM 1 .71 2.84 1, .24 4.37 -4.37 .001 7.35 11.83 33.60 .001 .03 .37 -.13 1 .40 1 2015 7 I OH ] .71 2.84 1 .24 4.37 -4.37 .001 7.35 11.83 33.60 .001 .03 .37 -.13 1• .40 1 • MIDWEST METALLIC PAGE 1 *** BRACING DESIGN *** JOB NUMBER : 197859 o O (FULL OPTIMIZATION) *** GEOMETRIC DATA *** (FEET) 2@20.00 *ACING TIER SPACES (FT) 2@15.00 FRO T EAVE HEIGHT (FEET): 12.0000 BACK EAVE HEIGHT (FEET) 12.0000 FRONT SIDE ROOF SLOPE 3.0000/12 FRONT SIDE TO RIDGE 15.0000 *** BRACING DATA *** RF BRACING TYPE CABLE # BAYS 1 LOCATION 1 FS BRACING TYPE CABLE # BAYS 1 LOCATION 1 BS BRACING TYPE CABLE # BAYS 1 LOCATION 1 LE BRACING TYPE CABLE # BAYS 1 LOCATION A RE BRACING TYPE CABLE # BAYS 1 LOCATION A *** DESIGN CRITERIA *** WIND VELOCITY PRESS'(q) 17.4000 PSF EDGE STRIP WIDTH (FEET) 20.000 INTERIOR COEFFICIENT,GCpR: 1.3000 EDGE STRIP COEFFICIENT,GCpX 1.3000 MAXIMUM UNITY CHECK RATIO: 1.0345 MAX. HORIZONTAL DEFLECTION .0000 *** LOADING COMBINATIONS 1..WIND LOAD • *** BRACING DESIGN *** JOB NUMBER 197859 *** ROOF BRACING *** PAGE 2 (FRONT TO BACK SIDE) *** BRACING RESULTS *** ]TIER I TIER I ' C' B R A C I N G- S I Z E/ T E N S I O N I I I SPACING I BAY #1 1 BAY #0 1 BAY #0 1 BAY #0 1 BAY #0 I ------------------------------------------------------------ I I 15.0000 1 1/9" DIA 1 I(FS) 1 1 1.67 1 ------------------------------------------------7------------------------------ 1 2 1 15.0000 1 1/4" DIA 1 I(BS) 1 I 1.67 1 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- I COL I P I S T R U T S- T Y P E / F O R C E 1 I # I FORCE I BAY #1 1 BAY #0 1 BAY #0 1 BAY #0 1 BAY #0 I ------------------------------------------------------------------------------- I FS 1 1.0974 1 STANDARD I IEAVE 1 I 2.43 1 ------------------------------------------------------------------------------- 1 2 1 1.3360 1 CL - 1 1 I I I 1.34 1 ------------------------------------------------------------------------------- 1 2 1. 1.3360 I CL - 1 I I 1.34 1 ------------------------------------------------------------------------------- I BS 1 1.0974 1 STANDARD 1. IEAVE 1 I 2.43 1 ------------------------------------------------------------------------------- 39 *** BRACING DESIGN *** JOB NUMBER : 197859 *** WALL BRACING *** PAGE 3 *** FRONTSIDE *** ------------------------------------------------------------------------------- I I TIER I 'C' B R A C I N G- S I Z E / T E N S I 0 N I IW L I SPACING I BAY #1 I BAY #0 1 BAY #0 1 BAY #0 1 BAY #0 1 ------------------------------------------------------------------------- I 1 12.0000 11/4" DIA I I 1 I 2.77 I ------------------------------------------------------------------------------- *** BACKSIDE *** ------------------------------------------------------------------------------- I I TIER I ' C' B R A C I N G- S I Z E / T E N S I 0 N I IWALL I SPACING 1 BAY #1 1 BAY #0 .1 BAY #0 1 BAY #0 1 BAY #0 1 ------------------------------------------------------------------------------- I BS 1 12.0000 11/4" DIA I I I I 2.77 I ------------------------------------------------------------------7----------=- *** LEFT ENDWALL *** --------------------------------------------------------------- --------------- I I TIER I 'C' B R A C I N G- S I Z E/ T E N S I 0 N I IWALL I SPACING I BAY #1 I BAY #0 1 BAY #0 1 BAY #0 1 BAY #0 1 ------------------------------------------------------------------------------- I LE 1 9.3180 .1 1/4" DIA I I 1 1 1.84 1 ---------------------------------------------------------------------- ***.RIGHT ENDWALL *** ------------------------------------------------------------------------------- I I TIER I 'C' B R A C I N G- S I Z E/ T E N S 10 N I IWALL I SPACING I BAY #1 1 BAY #0 1 BAY #0 1 BAY #0 1 BAY #0 I ------------------------------------------------------------------------------- I RE 1 9.3180 1 1/4" DIA I I. 1 I 1.84 1 ------------------------------------------------------------------------------- 0 40 140 6. MAIN FRAMES C:\WINNTPro61es\Sayhan\Personal\CALC COVERdoc 41 w•►rww►r►►►wrrr►wwrw►►►r►w►w►wwwwwww►w►r► Auto/Steel Design - A Synercom Technology, Inc. Development for NCI Building Systems Release 7, MOD 3 ' 2001.01.05.0 " www►•wwwwwr►rwww►wwwwwrww wrwrrrwr wrwww►ww Run Start Date 11/16/2001 Time 12:39:41. TITLE - GINNO CONSTRUCTION a FRM LINE#2 PROJECT - #197859 ENGR - SA TYPE - RIGID FRAME UNITS OPTIONS INPUT - English OUTPUT - English REPORT OPTIONS ANCHOR BOLTS AND CONNECTIONS FLANGE BRACE REPORT .DESIGN SUMMARY REPORT WITH DEFLECTIONS SHORT OUTPUT EXECUTION OPTIONS EXECUTION MODE - ANALYSIS ONLY MAXIMUM NUMBER OF ITERATIONS - 1 UNITY CHECK RANGE a 0.950 TO 1.050 MAXIMUM SEGMENT SIZE - 2.000 FT COEF. OF LINEAR EXPANSION - 0.0000065000/DEG.F MOD, OF ELASTICITY,E m 29000000. PSI LOCATE FLANGE BRACING - NO 0 • 42 DESIGN INPUT ECHO NCI Building Systems, L.P. G CONSTRUCTION a FRM LINE#2 GINNO CONSTRUCTION a FRM LINE#2 SA,#197859,,,,,AC,FB„DF,,,,SH SPANS 30. 12.„8.25,12.,,,12.,,,,,G b.o„ 6A,,,W1,,,6A,,,55.,,,,,,,,,,,46. 12.,,,,12.,3.,8.25,15.,;30005,P,S D14,,,,,,,,,,50., 5.,5.,1.34 ... X,X, LOAD FACTORS,25.,40. DEAD LOAD,.05 LIVE LOAD,.5 WIND LEFT,17.37,PSF,SPEC,0.8,0.3,-0,7,-0.5 WIND RIGHT,17,37,PSF,SPEC,0,8,-0.9,-0.7,-0.5 LOAD CONDITIONS 1, 2,9, 4,11, 5 END 40 PAGE 1 11/16/2001 43 MACRO INPUT ECHO 44" NCI Building Systems, L.P. CYCLE 1 G CONSTRUCTION a FRM LINE#2 11/16/2001 SPAN LENGTHS 30.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 LEFT EXTERIOR COLUMN EAVE WALL GIRT BASE MID MID KNEE BASE TEMP BASE F G HEIGHT SLOPE SIZE DEPTH DEPTH DIST. DEPTH SETTLE DIFF DISPL X R Kx 12.000 0.000 8.250 12.000 0.000 0.000 12.000 0.00 0.00 0.00 G 0.00 GIRT AND BRACE LOCATIONS 0.000 0.000 0.000 0.000 0.000 01000 0.000 0.000 0.000 0.000 6A W1 6A 55.00 0.00 46.00 RAFTER AT LEFT KNEE 12.000 0,000 0.000 0.000 12.000. 3.000. 8.250 15.000 0.0 30005 P S 0 SECTION 1 FOR RAFTER SECT FLANGE WEB /OUTER FLANGE-/------WEB-----/-INNER FLANGE-/ LENGTH FY FY Kx D14 0.00 50.00 0.00 0.00 0 PURLIN AND BRACE LOCATIONS 5.000 5.000 1.340 XX 0 SYMMETRIC FRAME GENERATED WITH CENTERLINE AT X - 13.81 FT LJ MACRO INPUT ECHO NCI Building Systems, L.P. GCONSTRUCTION a FRM LINE#2 LO FACTORS 25.000 40.000 DEAD LOAD 0.050 .0.000 0.000 0.000 0.000 LIVE LOAD 0.500 0.000 0.000 0.000 0.000 WIND LEFT 17.370 PSF SPEC 0.800 0.300-0.700-0.500 WIND RIGHT 17.370 PSF SPEC 0.800-0.900-0.700-0.500 LOAD CONDITIONS - 1 DL 1294ll5000000000 2 DL 100. LOAD 1 2 DL GLOB Y UNIF LOAD 1 2 WLL GLOB X UNIF LOAD 1 2 WLR GLOB X UNIF LOAD 2 3 LL GLOB Y UNIF LOAD 2 3 DL GLOB Y UNIF LOAD 2 3 DL GLOB Y UNIF LOAD 2 3 WLL GLOB X UNIF LOAD 2 3 WLL GLOB Y UNIF LOAD 2 3 WLR GLOB X UNIF LOAD 2 3 WLR GLOB Y UNIF LOAD 4 3 LL GLOB Y UNIF LOAD 4 3 DL GLOB Y UNIF LOAD 4 3 DL GLOB Y UNIF LOAD 4 3 WLL GLOB X UNIF LOAD 4 3 WLL GLOB Y UNIF LOAD 4 3 WLR GLOB X UNIF LOAD 4 3 WLR GLOB Y UNIF LOAD 5 4 DL GLOB Y UNIF LOAD 5 4 WLL GLOB X UNIF LOAD _ 5 4 WLR GLOB X UNIF END LOAD CONDITION ARRAY 1 DL 100. 2 DL 100. 3 DL 100. 4 DL 100. 5 DL 100, 6 DL 100. 11/16/2001 0.00 0.00 0.00 0.00 0.00000 -0.01298 0.00000 -0.01298 0.00000 0.37636 11.07669 0.37636 0.00000 -0.23522 11.07669 -0.23522 0.00000 -0.52677. 0.00000 -0.52677 0.00000 -0.05268 0.00000 -0.05268 0.00000 -0.01416 0.00000 -0.01416 0.00000 0.03431 14.23760 0.03431 0.00000 -0.13725 14.23760 -0.13725 0.00000 -0.08006 14.23760 -0.08006 0.00000 0.32025 14.23760 0.32025 0.00000 -0.52677 0.00000 -0.52677 0.00000 -0.05268 0.00000 -0.05258 0.00000 -0.01416 0.00000 -0.01416 0.00000 0.08006 14.23760 0.08006 .0.00000 0.32025 14.23760 0.32025 0.00000 0.10294 14.23760 0.10294 0.00000 0.41175 14.23760 0.41175 0.00000 -0.01298 0.00000 -0.01298 0.00000 0.23522 11.07669, 0.23522 0.00000. -0.37636 11.07669 -0.37636 LL 100. 0. 0. WLL 100. 0. 0. WLR 100. 0. 0. LL 50, WLL 100. 0. LL 50. WLR 100, 0. WLL 50. LL 100. 0. LOAD CONDITION DESCRIPTIONS 1 DEAD + LIVE LOAD 2 DL + WLL 3 DL + WLR 4 DL t 1/2LL + WLL 5 DL + 1/2LL + WLR 6 DL + l/2WLL + LL DLWT WLLX WLRX LIVE DEAD DLWT WLLX WLLY WLRX WLRY LIVE DEAD DLWT WLLX WLLY WLRX WLRY DLWT WLLX WLRX 0 0 45 FRAME DESIGN DATA NCI Building Systems, L.P. GCONSTRUCTION a FRM LINE#2 NFIGURATION (SYMMETRIC FRAME) ... BUILDING WIDTH 30.00 FT NUMBER OF SPANS 1 SPAN WIDTHS (FT) 30.00 DESIGN BAY SIZE 25.00 FT LEFT EAVE HEIGHT 12.00 FT RIGHT EAVE HEIGHT - 12.00 FT LEFT COLUMN SLOPE 0.00 /12 LEFT RAFTER SLOPE 3.00 /12 RIGHT RAFTER SLOPE -3.00 /12 RIGHT COLUMN SLOPE 0.00 /12 GIRT DEPTH 8.25 IN PURLIN DEPTH 8.25 IN LOADINGS ... DEAD LOAD - 2.000 PSF LIVE LOAD - 20.000 PSF WIND LOAD - 17.370 PSF WIND LOAD PARAMETERS ... WIND LOAD METHOD - SPEC WIND INTENSITY - 17.37 PSF MEAN ROOF HEIGHT 13.88 FT WIND LEFT COEFFICIENTS 0.80 0.30 -0.70 -0.50 FOR WLL WIND RIGHT COEFFICIENTS 0.80 -0.90 -0.70 -0.50 FOR WLR LOAD CONDITIONS ... LOAD CONDITION 1 v DEAD + LIVE LOAD LOAD CONDITION 2 a DL + WLL LOAD CONDITION 3 - DL + WLR LOAD CONDITION 4 - DL + 1/2LL + WLL LOAD CONDITION 5 m DL + 1/2LL + WLR LOAD CONDITION 6 - DL + 1/2WLL + LL • 11/16/2001 46 J 000'0 00010 00010 L58'h- LZO'h S S L607 S00'0- h t► 6T07 Z££10- £ £ 8£6'T h00'0- Z Z 00010 -------- 000'0 -------- 00010 -=------ 9t7S'£- -------- 850'£ -------- T T (NI) (NI) (JJ-dIA) (SdIA) (SdIA) ------ E WnN ------ 83awnN NOI331430 NOI1331J30 NOIlOV3H NOIiOV38 N0I.13V3H iNior 1NIOf IVINOZI80H IVJIla3A 1N3WOW lViNOMOH. IVDIlb3A V3MW NOI133S 11M + Iln + l0 - h NOIIIONOJ OVOI - SNOI1331J30 ONV SNOIJ.OV3a 3MJ .00010 00010 000'0 6W6 6h9'S- -9TZ'T- 9711- LOOT h ti 80T'T- OSh'0 £ £ 666'0- £0010 Z Z 000'0 --------- 00010. -------- 000'0 -------- OZS'T -------- £85'Z- -------- T T (ND (NI) (JJ-dIN) (SdIN) (SdIN) ------ 08WnN ------ a38WnN NOI1331d30 NOIl IA(I NOIlOVA NOIOV3a NOIlOV38 1NIOf 1NIOf lV1N0ZIaOH 1V3Ila3A 1N3WOW IV1NOZIHOH IV3I"3A V38W3W MIMS 0M + lQ - £ NOIlIMO OV01 - SNOIi33l33Q MV SNOIDVA 3MJ 000'0 000'0 000'0 Z89'£- LLZ'0 S S Z00'Z 00010 h h 6T07 T90'0 £ £ Z£0'Z TOOT Z Z 00010 -------- 00010 -------- 00010 -------- TZL'h- -------- Z69'0- -------- T ------ T (NI) (NI) (1J-dIN) (SdIN) (SdIN) 838wnN ------ ogwnN NOI1031J3Q NOIlO3lJ30 NOIlOV3H NOI OV38 NOIi3V3H 1NIOf 1NIOf IVINOZIUGH ' IVOIlb3A lmwOW lV1NOMOH IVOIAN 090W. NOI103S I1M + l0 - Z NOIlIQNO3 OVOI - SN0I103lJ3a (INV SN0IlOV3H 3WVdJ 00010 000'0 00010 6h9'Z- S6S'8 S S 9Z'0 OT010- h ti 000'0 S88'0- £ £ £TZ'0- OT010- Z Z 00010 -------- 00010 -------- 00010 -------- R797 -------- S6S'8 -------- T T (NI) (NI) (1J-dIN) (SdIN) (SdID ------ V38WnN ------ a38WnN NOIlO31J30 N0Ii33lAG NOIlOV3H NOIDVA NOI DVM 1NIOf 1NI0(' lV1NOMOH IV3Ila3A 1N3WOW IV1NOZIHOH IMAM a38W3W N0 S OV01 3AIl + UK - T NOIlI(IN03 OVOI - SNOI1)31J30 ONV SNOIlO) J ----------------------- ------------------------------------------------------------------------------------------------ LV TO0Z/9T/T1 31Va Z#3NIl WaJ a NOIL1nuswo ONNI9 T - 'ON 39Vd 'd'1 'swalsAS 6uipITnB ION I H 0 d 3 H A H v w w n S N9IS3O DESIGN SUMMARY REPORT NCI Building Systems, L.P. PAGE NO. - 2 GINNO CONSTRUCTION a FRM LINE#2 DATE 11/16/2001 48 ------------------------------- FVNEACTIONS AND DEFLECTIONS - LOAD CONDITION 5 - DL + 1/2LL + WLR SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER ------ NUMBER. ------ (KIPS) (KIPS) (KIP -FT) (IN) (IN) . 1 1 -------- 1.167 -------- 2.695 -------- 0.000 -------- 0.000 -------- 0.000 2 2 -0.001 -1.094 3 3 0.057 -1.108 4 4 0.002 -1.121 5 5 -1.899 3.754 0.000 0.000 0.000 FRAME REACTIONS AND DEFLECTIONS - LOAD.CONDITION 6 - DL + 1/2WLL +.LL SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER ------ NUMBER ------ (KIPS) (KIPS) (KIP -FT) -------- (IN) (IN) 1 1 -------- 7.702 -------- 0.139 0.000 -------- 0.000, -------- 0.000 2 2 -0.009 0.815 3 3 -0.804 1.009 4 4 -0.010 1.202 5 ------------------------------------------------------------------------------------------------------------------------ 5 8.186 -4.340 0.000 0.000 0.000 s DESIGN - SUMMARY REPORT NCI Building Systems, L.P. PAGE N0. - 3 GINNO CONSTRUCTION a FRM LINE#2 DATE 11/16/2001 49 EXT.COLUMN 1- 2 LENGTH 11.08 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES 0 WEIGHT 144. LB S& LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD N0. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 1 10.68 55. 46. 6 1.78 FT 12.00 IN 12.00 IN 6.000 x 0.1875 0.1345 6.000 x 0.1875 0.900 10.7 FT 1 (CONTROLLING ACTIONS) AXIAL --ALLOWABLE STRESSES-- --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS-- ----WEB SHEAR------ D SECTION FORCE MOMENT FA FBO FBI AXIAL FBO FBI OUTER FL. INNER FL. LOAD FORCE ALLOW. - NO. (KIPS) (KIP -FT) (KSI) . (KSI) (KSI) (KSI) (KSI) (KSI) AXIAL BENDING BENDING COND (KIPS) (KIPS) T 1 8.46 -28.29 11.79 33.00 25:90 2.22 -21.20 21.20 . 0.19 0.64 0.71 2 4.72 23.20 ----------------------------------------------------------------------------------------------------------7------------- RAFTER 2- 3 LENGTH 14.24 FT MEMBER ANGLE 14.04 DEG TEMP DIFF 0. DEG.F RELEASES 0 WEIGHT 202. LB SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD NO. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE UNITY CK DIST GOND 1 13.85 50.0 7 1.98 FT 11.91 IN 11.91 IN Wide Flange: W12 x 14 014) 0.777 0.4 FT 1 (CONTROLLING ACTIONS) AXIAL --ALLOWABLE STRESSES-- --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS-- ----WEB SHEAR------ D SECTION FORCE MOMENT FA FBO FBI AXIAL FBO FBI OUTER FL. INNER FL. LOAD FORCE ALLOW. - N0. (KIPS) (KIP -FT) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) AXIAL BENDING BENDING COND (KIPS) (KIPS) T 1 4.56 -26.44 22.27 30.00 29.31 1.10 -21.32 21.32 0.05 0.71 0.73 1 7.33 42.97 ------------------------------------------------------------------------------------------------------------------------ RAFTER 4- 3 LENGTH 14.24 FT MEMBER ANGLE 165.96 DEG TEMP DIFF 0. DEG.F RELEASES 0 WEIGHT 202. LB SECTION LENGTH YIELD N0, SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD NO. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 1 13.85 50.0 7 1.98 FT 11.91 IN 11.91 IN Wide Flange: W12 x 14 (D14) 0.833 0.4 FT 6 (CONTROLLING ACTIONS) AXIAL --ALLOWABLE STRESSES-- --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS-- ----WEB SHEAR------ D SECTION FORCE MOMENT FA FBO FBI AXIAL FBO FBI OUTER FL. INNER FL. LOAD FORCE ALLOW. - NO. (KIPS) (KIP -FT) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) AXIAL BENDING BENDING GOND .(KIPS) (KIPS) T 1 4.84 -38:14 25.33 40.00 39.08 1.16 -30.76 30.76 0.05 0.77 0.79 1 7.33 42.97 ------------------------------------------------------------------------------------------------------------------------ • DESI'GN.SUMMARY REPORT NCI Building Systems, L.P. GINNO CONSTRUCTION a FRM LINE#2 PAGE N0. - 4 DATE 11/16/2001 50 --------------------- EXT.COLUMN 5- 4 LENGTH 21.08 FT. MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES 0 WEIGHT 144. LB S0 LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD NO. (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE UNITY CK DIST GOND 1 10.68 55. 46. 6 1.78 FT 12.00 IN 12.00 IN 6.000 x 0.1875 0.1345 6.000 x 0.1875 0.995 10.7 FT 6 (CONTROLLING ACTIONS) AXIAL --ALLOWABLE STRESSES-- --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS-- ----WEB SHEAR------ D SECTION FORCE MOMENT FA FBO FBI AXIAL FBO' FBI OUTER FL. INNER FL. LOAD FORCE ALLOW. - NO. (KIPS) (KIP -FT) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) AXIAL BENDING BENDING COND (KIPS) (KIPS) T 1 8.05 -39.65 15.72 44.00 34.53 2.21 -29.71 29.71 0.13 0.68 0.86 3 4.93 23.20 ------------------------------------------------------------------------ FRAME WEIGHT (EXCLUDING CONNECTIONS, CLIPS AND FLANGE BRACES) IS 691. LB 0 FLANGE BRACE REPORT NCI Building Systems, L.P. GINNO CONSTRUCTION a FRM LINE#2 L e Flange Bracing Option: OFF ---------------------------- COLUMN 1 - 2 RAFTER 2 - 3 PURLINS LOCATED AT BRACED AT RAFTER 4 - 3 PURLINS LOCATED AT BRACED AT COLUMN 5 - 4 r� UNBRACED 3.93FT 9.08FT 12.86FT 14.24FT X X 3.93FT 9.08FT 12.86FT 14.24FT X X UNBRACED PAGE NO. - 1 DATE 11/16/2001 51 ANCHOR BOLTS AND CONNECTIONS REPORT NCI Building Systems, L.P. PAGE NO. - 1 GINNO CONSTRUCTION a FRM LINE#2 DATE 11/16/2001 ---------------------------------------------------------------------------------------------------------- SJOINT 1 -- EXTERIOR COLUMN COLUMN BASE SIZES --------------------------------------- SECTION DEPTH ............ 12.0000 (IN) OUTER FLANGE WIDTH ....... 6.0000 (IN) INNER FLANGE WIDTH ....... 6.0000 (IN) NON -WIND LOAD CRITICAL FORCES LOAD CASE WIND LOAD CRITICAL FORCES LOAD CASE -------------------------------------------------------------------------------- SHEAR .......... 2.649 (KIPS) .1 SHEAR .......... 4.721 (KIPS) 2 TENSION ........ 0.000 (KIPS) 1 TENSION ........ 2.583 (KIPS). 2. COMPRESSION .... 8.595 (KIPS) 1 COMPRESSION .... 7.702 (KIPS) 2 SHEAR & TENS ... 0.000 (KIPS) 1 SHEAR & TENS ... 9.189 (KIPS) 2 PINNED BASE CONNECTION DESIGN RESULTS: Successful Design ALLOWABLE SHEAR .................. 8.748 (KIPS) TENSION (acting alone).. 16.877 (KIPS) COMPRESSION ............ 78.750 (KIPS) ANCHOR BOLTS (A307) --------------------------------------- QTY AND DIAMETER ..... ( 2) 0.7500 (IN) INTERIOR PITCH ............ 4.0000 (IN) TYPICAL GAUGE ............. 4.0000 (IN) DISTANCE TO FIRST ROW ..... 4.0000 (IN) • WIND/SEISMIC ALLOWABLE SHEAR .................. 11.634 (KIPS) TENSION (acting alone).. 22.446 (KIPS) COMPRESSION ............ 78.750 (KIPS) BASE PLATE PLATE WIDTH .............. 6.0000 (IN) PLATE THICKNESS .......... 0.3750 (IN) PLATE LENGTH 12.5000 (IN) 52 ANCHOR BOLTS AND CONNECTIONS REPORT NCI Building Systems, L.P. GINNO CONSTRUCTION a FRM LINE#2 T JOINT 5 -- EXTERIOR COLUMN DESIGN IDENTICAL TO EQUIVALENT SUPPORT ON LEFT SIDE OF FRAME, • PAGE NO. - 2 53 DATE 11/16/2001 ANCHOR BOLTS I AND CONNECTIONS REPORT NCI Building Systems, L.P. PAGE NO. - 3 GINNO CONSTRUCTION a FRM LINE#2 -------------------7-------------------------------------------------------------------------------------- DATE •11/16/2001 C�TION DESIGN DATA FOR MEMBER 2- 3 AT DEPTH 1: VERTICAL KNEE SPLICE (3) OUTER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) RUPTURE YIELD INNER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) SHEAR LOAD ---------CONNECTION PLATE--------- --EDGE DISTANCE-- ALLOW --BOLT QTY $ DIAMETER -- WIDTH THICK. LENGTH YIELD OUT.FLG IN. FLG PITCH GAUGE OUTER FLG. INNER FLG. BOLT (IN) (IN) (IN) (KSI) (IN) (IN) ------- ------- -------- (IN) (IN) (IN) (IN) TYPE -------------------- 6.0000 0.3750 16.8125 55.0 0.8750 0.8750 -------------- 4.0000 3.0000 ---------------------- ---- ( 4) 0.6250 ( 4) 0.6250 A325 DESIGN WEB --FLANGE WIDTH-- --FLANGE THICK. -- -------- ----------------- 36.855 Successful Design DEPTH THICK. OUTER INNER OUTER . INNER 2 SEGMENT (IN) (IN) (IN) (IN) (IN) ------- (IN) 37.287, Successful Design -------- ------- ------- ------- ------- LEFT 11.6250 0.1345 6.0000 6.0000 0.1875 ------- 0.1875 RIGHT 11.4600 0.2000 3.9700 3.9700 0.2250 0.2250 DESIGN DATA: 54 BOLT BOLT ADJUSTED ASSOCIATED PRYING RUPTURE YIELD MOMENT SHEAR LOAD FORCE ALLOW ALLOW FLANGE (KIP -FT) -------------- (KIPS) COND (KIPS) (KIP -FT) (KIP -FT) RESULTS OUTER 24.174 ---------- 7.333 ------ 1 ------- 6.008 -------- 37.077 -------- ----------------- 36.855 Successful Design INNER 29.294 0.757 2 6.082 37.712 37.287, Successful Design 54 ANCHOR BOLTS AND CONNECTIONS REPORT NCI Building Systems, L.P. PAGE NO. - 4 55 GINNO CONSTRUCTION a FRM LINE#2 DATE 11/16/2001 (TION DESIGN DATA FOR MEMBER 2- 3 AT DEPTH 5: RIDGE SPLICE (5) OUTER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) INNER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) ---------CONNECTION PLATE--------- --EDGE DISTANCE-- --BOLT QTY & DIAMETER -- WIDTH . THICK, LENGTH YIELD OUT.FLG IN. FLG PITCH GAUGE OUTER FLG. INNER FLG. BOLT (IN) (IN), -------------- (IN) -------- (KSI) (IN) (IN) (IN) (IN) (IN) (IN) TYPE . 5.0000 0,3750 16.8125 ------ 55.0 ------- 0.8750 -------------- 0.8750 ----------------------------- ---- 4.0000 3,0000 ( 4) 0.6250 ( 4) 0.6250 A325 DESIGN WEB --FLANGE WIDTH-- --FLANGE THICK. -- DEPTH THICK. OUTER INNER OUTER INNER SEGMENT (IN) (IN) (IN) (IN) (IN) (IN)- ------- -------- LEFT 11.4600 -=----- 0.2000 ------- 3.9700 ------- 3.9700 ------- 0.2250 ------- 0.2250 RIGHT 1.1.4600 0.2000 3.9700 3,9700 0.2250 0.2250 DESIGN DATA: BOLT BOLT ADJUSTED ASSOCIATED PRYING RUPTURE YIELD MOMENT SHEAR LOAD FORCE ALLOW ALLOW FLANGE (KIP -FT) -------------- (KIPS) COND (KIPS) (KIP -FT) (KIP -FT) RESULTS OUTER 10.569. ---------- 1.395 ------ 3 ------- 0.000 -------- 48.296 -------- ------------------------------------ 29.988 Successful Design INNER 18.531 ------------------------------------------------------------------------------------------------------- 0,642 1 0.000 47.455 29.567 Successful Design • ANCHOR BOLTS AND-00NNECTIONS REPORT NCI Building Systems, L.P. GINNO CONSTRUCTION a FRM LINE#2 OWION DESIGN DATA FOR MEMBER 4- 3 AT DEPTH 1: VERTICAL KNEE SPLICE (3) DESIGN IDENTICAL TO EQUIVALENT CONNECTION ON LEFT SIDE OF FRAME. CONNECTION DESIGN DATA FOR MEMBER 4- 3 AT DEPTH 5: RIDGE SPLICE (5) DESIGN IDENTICAL TO EQUIVALENT CONNECTION ON LEFT SIDE OF FRAME. 0 PAGE NO. - 5 56 DATE 11/16%2001 MEMBER WEIGHTS REPORT NCI Building Systems, L.P. PAGE NO. . - 1 GINNO CONSTRUCTION a FRM LINE#2 --------------------------------------------------------------------------------------------------- DATE 11/16/2001 Member Weight of Weight of Weight of Total Member Member Weight Connections Clips Flg. Braces Weight Identification -------------------------------------------------------------- (LB) (LB) (LB) (LB) (LB) Ext. Column 1- 2 143.7 18.7 ------------------------------------ 0.0 0.0 162.4 Rafter 2- 3 201.5 19.7 8.6 5.2 235.0 Rafter 4- 3 201.5 19.7 8.6 5.2 235.0 Ext. Column 5- 4 -------------------------------------------7------------------------------------------------------- 143.7 18.7 0.0 0.0 162.4 Totals: -------------------------------------=----------- 690.6 76.8 17.2 10.4 795.0 • 57 • 58 MATERIALS REPORT NCI Building Systems, L.P. PAGE N0. - 1 GINNO CONSTRUCTION a FRM LINE#2 --------------------------------------------------------------------------------------------------- DATE 11/16/2001 • Material Type and Size Material Quantity Material Weight (LB) ------------------------------------------------------------- Flange Plates ------------------------------- 6.0 x 0.1875 (6A ) 44.3 FT 169.6 Subtotal 169.6 Web Plates 0.13450 (W1 ) 21.5 SOFT 117.9 Subtotal -1-17.9 Wide -Flange Sections W12 x 14 014) 28.5 FT 403.1 Subtotal 403.1 Connection Plates 6.0 x 0.3750 7.7 FT 58.9 5.0 x 0.3750 2.8 FT 17.9 Subtotal 76.8 A325 Connection Bolts 0.625 x 1.75 (1028) 24 8.5 Subtotal 8.5 Girt/Purlin Clips 6.0 x 7.0 x 0.1875 (SC -D 6 13.4 . Subtotal 13.4 Flange Brace Clips 3.0 x 3.0 x 0.1875 (SC -2) 8 3.8 Subtotal 3.8 Flange Braces 2 x 2 x 14GA 10.2 FT 10.4 --------------------------------------------------------------------------------------------------- Subtotal 10.4 --------------------------------------------------------------------------------------------------- Total Weight 803.5 LB • 58 SECTION FAILURE SUMMARY NCI Building Systems, L.P. PAGE NO. - 1 GINNO CONSTRUCTION a FRM LINE#2 DATE 11/16/2001 --------------------------------------------------------------------------------------------------- Member Section Maximum Combined Maximum Web Web d/t 40 Identification Number Stress Ratio Force Ratio Violation --------------------------------------------------------------------------------------------------- No sections failed �J 59 CONNECTION FAILURE SUMMARY NCI Building Systems, L.P. PAGE NO. - 1 60 GINNO CONSTRUCTION a FRM LINE#2 DATE 11/16/2001 --------------------------------------------------------------------------------------------------- Member Identification Connection Type/Location Description --------------------------------------------------------------------------------------------------- No connections failed Run End Date 11/16/2001 Time 12:39:42 • �I i SLt�GH TESTING LAB ORATO R y M • y•' - C1TAiLIIH Li �lil • ' 62 /O" a z 7 - 14-30 LANE AvGNuc NCnira, 1ACY5=N'.'1CLE, F' O?.tO d �'"_5 is 7, I.VTV&L )—o7 CH.r7ALL :—:zura. T.:t rvsuC .nom %^t} iC� rJ 7L1 rrl= AS Nrl:C Ti1L l.Or:?TT t• CL:SNTJ��� V Of 73 COr�Yt1'7Ma _. C2�XaC-a .►]cap Q7 . Dun \Cli [Ta :a 7•-...S-YCm Yr,=I.a =.L.a CODE 7ZZ-42 E:EEOLT Cat. 2,0. -.ar aST:�+475- t:5r- ==y Sire-arzzk=ng -4za ='s - (?ou-Ids) 1 F",7r. 250 3A 6, 550 TWC 312 SA 5/16" 3 f 8" 11, 2Q0 r4C 375. 3A 15,4CQ.. F'NC 437 E-k. „ ' 7/16 Fv4C 500'2A-718 25, 400 . �zSts -are conducted using .the Flo-Lec Stean d Grips, C E 5 seran d z;.d eyebolts as szt forthin the above table vith all tested t z=blies F:c� iding at lerst 1G0Z of -the strand rated bra='k;nZ load per psTx- 475. , S ` INW001) ' ,. f- ��' io --Certifies PITTSBUFGH TESTING LA'=GF. �. Ho. 26773 � / � — � • /Y-r..� Charles L. Y,core, STATE .(Jf irk buara;itc�es that all cress brace asszmblies fabricated in actor'jance -ith Cie ab': e tzble will meet or e:tceed the specified ninimum- assembly, brcckiiis strength. W Revision Dale: AuOusl 12, 1998 File: caengrformtsecllon properties of ceesl.doc y jr _ NO TES: Section properlles and allowables are cornpuled In accordance %,Alh the 1986 edilion of the AISI speclflcalions.l-alh 1989 addendum. ox _ • Ir and lyare for defleclion•delerminalion , x • S• and Sy are for bending R 1875 • Fy ='57.0 KSI Fu = 70.0 KSI y Secllon Name 7MENSIONTAPROPERTIES ALLOWABLES AXIS X•X AXIS Y -Y D x B ck Weighl Area Lip M, V, I, S.; R. Ir S, Rr in Ib / If Int in fl - k kf s in! In' in in' in' in 8 x 2.5 C16 8 x 2.5 16 0.059 2.996 0.822 0.773 4.744 2.332 7.791 1.668 3.076 0.675 0.335 0.906 8 x 2.5 C15 8 x 2.5 15 0.065 •3.080 0.906 0.788 • 5.415 3.124. 8.566 1.904 3.075 0.743 0.375 0.906 8 x 2.5 C14 8 x 2.5 14 0.070 3.311 0.976 .0.800 ..5.827 3:907 9.210 2.049 3.072 0.800 ' 0.408 E0.906 8 x 2.5 C 13 8 x 2.5 13 0.085 4.028 1.185 0.836 7.683 7.023 11.126 2.701 3.065 0,970 0.511 0.905 8 x 2.5 C12 8 x 2.5 12 0.105 '4.976 1.463 0.885 9.705 12.661 13.649 3.412 3.054 1.196 0.649 0.904 10 x 2.5 C16 10 x•2.5 16 0.059 3.197 0.940 0.773 5:863 1.842 13.256 2.061 3.755. 0.719 0.336 0.875 10 x 2.5 C15 10 x 2.5 15 0.065 3.522 1.036 0.788 6.830 2.466 14.582 2.401 3.152 0.792 0.376 0.874 10 x 2.5 C14 10 x 2.5 14 0.076 3.793 1.116 0.800 7.608 3.083 15.685 2.675 3.750 0.853 0.410 0.874 10.x 2.5 C13 10 x 2.5 13 0.085 4.666. 1.355 0.836 10.489 5.538 18.973 3.688 3.742 1.035 0.513 0.874 10 x 2.5 C12 10 x 2.5 12 0.105 5.690 1.673 0.885 13.263 10.483 23.316 4.663 3.733 1.271 b.654 0.874 12 x 2.5 C16 12 x 2.5 16 0.059 3.598 1.058 0.173. 6.997 1.522 20.601 2.460 4.412 0.754 0.337 0.844 12 k 2.5 C15 12 x 2.5 15 . 0.065 3.964 IA66 0.788 8.119. 2.037 22.670 2.855 4.410 0.830 . 0.371 0.844 12 x 2.5 C14 12 x 2.5 14 0.070 4.269• 1.256' 0.800 9.014 2.546 24.391 3.169 4.407 0.894 0.411 0.844 12 x 2.5 C13 12 x 2.5 13 0.085 5.184 1.525 0.036 13.385 4.571 29.529 4.706 4.401 1.085 0.515 0.844 12 x 2.5 C12 12 x 2.5 12 0.105 6.404 1.883 0.885 17.221 8.646 36.329 '6.055 4.392 1.340 0.657 0.043 W Revision Dale: AuOusl 12, 1998 File: caengrformtsecllon properties of ceesl.doc x - Secllon Name IY 1 -'I x A 187 Y DIME14SIONAL PROPERTIES ALLOWABLES NOTES: Section proper lies and allowables are ccrnpuled In accordance wilh the 1986 edition of the AISI spechicallons WIh 1989 addendum. 'I, and Ir are for deneclion delerminaUon • S, and Sr are for bending ' • Fy=57.0 KSI , • Fu = 70.0 KSI AXIS X -k AXIS Y -Y D x B in Gage Thick n Welghl Ib /It Area (in2) Lip (in) M, fl - k V, (kips) I, n' S., in' R. in Ir In' S„ int Rr in 14 x'2.5 C16 14 x 2.5 .16 0.059 -4.000 1.176 0.773 8.144 1.196 30.063 2.863 5.055 0.781 0.337. 0.815 14 x 2.5 C 15 14 x 2.5 15 0.065 4.406 1.296 0.788 9.427 1.735. 33.089 3.314 5.053 0.861 0.378 0.815 14 x 2.5 C14 14 x 2.5 14 0.070 4345 1.396 0.800 10.444 2.169 35.608. 3.672 5.051 0.927 0.412 0.815 14 x 2.5 C13 14 x 2.5 13 0.085 5.762 1:695 0.836 15.347 3.891 43.134 5.396 5.045 1.126 0.516 0.815 14 x 2.5 C12 14 x 2.5 12 0.105. 7.118 .2:093 0.885 21.580 7.357 53.110 7.587 5.037 1.390 0.659 0.815 Revision Dale: Aupusl 12, 1998 File: c:%engrformksecllon properiles of ceestdoc ltevlslon Dale: Aur3usl 12, 1998 Flle: cAengrform%secllon properlles of ceesO�Idoc f�1 r' l x' = NOTES: Section properlles and alloy ables are compuled In accordance with the I 1986 edillon of the AISI specl(Icalions WIh 1980 addendum. • 1, and Ir are for deflecllon delermination X X • S. and Stare for bending R•:IB�S • Fy = 57.0 KSI rr I • •Fu = 70.0 KSI Y • Mu j M JA r r , Secllon Flame DIMENSIONAL PROPERTIES ALLOWABLES AXIS X -X. AXIS Y -Y D x B Thick Welghl Area Lip M, V, I. S., R. I r S r R r In Gee g (In) Ib / 11 int '(in). fl - k kl s In'i( n,) .(in). in' in' in ax 3.5 C 16 6 x 3.5 16 0.059' 3.197 0.940 0.773 4.870 2.332 9:652 1.712 3.204 1.523 0.548 1.273 8 x 3.5 C15' 8 x 3.5 15 '0.065 3.522 1.036 0.787. 5.714 3.124 10.612 2.009 3.201 1.678 0.614 1.273 8 x 3.5 C14 8 x 3.5 14 0.070 3.793 1.116 0:800 6.402 3.907• 11..411 2.251 3.198 1.808 0.670 1.273 8 x 3.5 C 13 8 x 3.5 13 0.085 4.606 1.355 0.836 8.092 7.023 13.789 2.845 3.190 2.196 0.841 1.273 8 x 3.5 C12 8 x 3.5 12 0.105 5.690 1:673 0.885 10.164 12.661 16;921 3.574 3..180 2.712 1.014 1.273 10 x 3.5 C16 1100.5 3.5 16 0.059 3.598 1.058 0.773 6.071 1.842 16.171 2.134. 3.909 1.633 0.550 1.242 W x 3.5 C15 10 x 3.5 15 0.065 3.964 1.166 0.787 1:102 2.466 17.790 2.497 1906 1.800 0.617 1.243 10 x 3.5 C 14 10 x 3.5 14 0.070 4.269 1.256 0.800 - 8.033 3.083 19.136 2.824 3.904 1.939 0.673 1.243 10 x 3.5 C13 10 x 3.5 13 0.085 5.184 1.525 0.836 11.022 5.538 ' 23.151 3.875 3.897 2.356 0.845 1.243 10 x 3.5 C 12 10 x 3.5 12. 0.105 6.404 1.883 0.885 13.827 10.483 28.456 4;861 '3.087 2.912 ' 1.082 .. 1.243 12 x 3.5 C16 12 x 3.5 16 0.059 4.000 1.176 0.773 7.279 1.521 24.800 2.559. 4.592 1.721 0.552 1.210 --12 x 3.5 C15 12 x 3.5 T5. 0.065 4.406 1.296 0.787 8.494. 2.037 27.299 2.986 4.590 1.897 0.618 1.210 12 x 3.5 C14 12 x 3.5 14 0.070 4.745 1.396 0.000 9.506 2.546 29.372 3.370 4.588 2.044 0.675 1.210 12 x 3.5 C 13 12 x 3.5 13 0.085 5.762 1.695 0.836 13.294 4.571 35,563 4.674 4.58.1 2.484 0.849. 1.21 1 12 x 3.5 C12 12 x 3.5 12 0.105 7.118 2.093 0.885 17.900 8.646 43.758 6.293 4.571 3.071 1.088 1.21 i ltevlslon Dale: Aur3usl 12, 1998 Flle: cAengrform%secllon properlles of ceesO�Idoc - x 6ecllon Name Y i J1 x . R1876 I I," Y DIMENSIONAL PROPERTIES ALLOWABLES NOTES; .. . Section properlles and allowables are ccmpuled In accordance Willi the 1986 edillon of the AISI speclficalions vAlh 1989 addendum. I. and Iy'are for defleclion delerminalion • S, and Sy are for bending Fy = 57.0 ICSI �. • Fu =10.0 KSI AXIS X•X AXIS-Y-y 7R:' D x 8 In Ga a g Thick In Weighl Ib / II Area Int Lip in M, II - k V, kt s I. inr S., R. ins (fn) Ir in' in' 14 x 3.5 C 16 14 x 3.5 16 0.059 • 4.401 1.294 0.773 8.489 • 1.296 35.797 2.985 5.259 1.793 0.552 1.1 77 14 x 3.5 C15 ' 14 x 3.5 15 0.065 • 4.848 1.426 0.787• 9.893 1.735 39.399 3.478 5.257 1.976 0.619 1.177 14 x 3.5 C14 14 x 3.5 14 0.070 5.221 1.536 0.800 11.148 2.169 42.400 3.920 5.255 2.130 0.676 1.118 14 x 3.51313 14 x 3.5 Q 0.085 6.340. 1.865 0.836. 15.370 3.891. 51.364 5.404 5.248 2,589 0.851 1.118 14 x 3.5 C12 14 x 3.5 12 0.105 7.832 2.303 •0.885 21.533 7.357 63.246 7'.571 5.240 3.202 1.091 1.179 a� Revlslon Dale: Aiignsl 12. 199n Flle: c:lenrlrformisecllnn propeilles of cees'larloc Ah oI, X Section I•lame I I -'► X n=.1e75 Y DIMENSIONAL PROPERTIES. - ALLOWABLES NOTES: Section properlles and allowables are computed In accordance %-Alh the 1986 edition of the AISI specifications vAlh 1989 addendum. and lyare for delleclion determination , • S, and Sy are for bending • Fy = 57.01(SI f • Fu = 70.0 I(SI AXIS X -X AXIS Y -Y D x B In Gage Thick in Weight Ib / If Area Int Lip in M, (f(- k V, (kips) I, in' S„ I( n,1 R. in Ir in' Sr, ins Rr in 8 x 3.5 C16 (2) 6 x 3.5 16 0.059 6.394 1.881 0.773 9.739 4.665 19.303 3.424 3.204 5.133 0.963 1.652 8 x 3.5 C15 (2) 8 x 3.5 15 0.065 7.044 2.072. 0.787 11.728 6.248 21.225 4.018 3.201 5.674 1.078 1.655 8 x 3.5 C14 (2) 8 x 3.5 14 .0.070 7.586 2.231 0.900 12.803 7.814 22.822 4.501 x.198 6.130 1.178 1.657 8 x 3.5 C13 (2) 8 x 3.5 13 0.085 9.212 2.709 0.836 16.183 14.046 27.578 5.690 3.190 7.506 1.502 1.664 8 x 3.5 C12 (2) 8 x 3.5 12 0.105 11.3704 3.347 0.895 20029 25.320 33.843 7.147 3.160 9.374 1.971 1.674 771 Revlslon Dale: Atipitsl 12, 1999 File: cAengrform\secllon properlles of ceesQr oc a Y Nuts: 1: Section proper lies and alloviables are computed in accordance with the 1906 edition of the AISI specifications with 1989 addendum. . _ .T I. and Ir are for deflection determination o x _ • S, and Sy are for bending • Fy=57.0 KSI et l Fu = 70.0 KSI Section Name 7-D DIMEIJSIONAL PROPERTIES � ALLOWABLES'777 AXIS X -X � � AXIS Y -Y 1 x.82 Ga a g Thick Welghl Area Lip fY1, V, R•S;.n in Ib / If int in 11- k _(kips) in' n' (In) in in in BES 16 •8 x 3.375 x 5 16 0.059 • 3.598 1.058 1.000 5.377 2.350 10.936 1.890 3.215 2.902 0.717 1.656 BES 14 8 x 3.375 x 5 14 0.070 4.269. 1.256 1.114 7.109 3.937 12.924 2.499 3.208 3.440 0.876 1.655 BES 12 8 x 3.375 x 5 12 0.105 6.404 1.883 1.100 11.379 11.754 19.143 4.001 x.188 5.142 1.408 1.653 IDES 18 10 x 3:75 x 5 16 0.059 4.000 1.116 1,080 6.803 1.853 18.319 2.392 3.946 3.117 0.719 1.628 IOES 14 10 x 3.375 x 5 14 0.070 4.745 1.396 1.114 8.991 3.102 21.670. 3.161 3.941 3.697 0.880 1.628 IDES 12 10 x 3.375 z 5 12 0.105 7.118 1.093 1.200 15.523 10.546 32.195 5.458 3.922 5.537 1.412 1.626 12ES16 12 x3.375 x 5 . 16 0.059 4.401. 1.294 1.088. 8.233 1.529 28.050 2.095 4:655 3.194 0.721 1.595 12ES14 12 x 3.375 x 5 14 0.070 5.221 1.536 IA 14 10.852 2.559 33.201 3.815 4:650 3.907 0.883 1.595 12E512 12 x 3.375 x 5 12 0.105 7.832. 2.303 .1.200 20.305 8.689 49.422 7.067 4.632 5.855 1.430 1.594 14ES16 14 x 3.375 x 5 16 0.059 4.802 1.412 1.088 9.666 1.302 40.364 3.398 5.346 3.441 0322 1.561 14ES14 14 x 3.375 x 5 14 0.070 5.691 1.676 .1.114 12.119 2.176 47.793 4.471 ' 5.341 4.082 0.886 1.561 14ES12. 14 x 3.375 x 5 12 0.105 .8.546 2.513 1.200 23.887 7.38071 250 8.396 5.324 6.120 1.436 1.560 1. Revision Dale: Aiigusl 12. 1998 Flle: c:lerir3rlormiseclIon proredles of eave slruls.do Ask el -n•o.11rs x x I ' Y Secllon Name t 1 DIMENSIONAL PROPERTIES ' .. ALLOWAD.LES NOTES: Section properlies'and alloviables are ccrnpuled In accordance wilh the 1986 edilion of the AISI specl6callons wilh 1989 addendum: • It and lyare for de8eclion delerminalion • ' . S. and Sy are for bending Fy = 57.0 I(SI • Fu = 70.0 KSI � 1 AXIS X•X AXIS Y -Y D,x B I x 02 in Gage 9 Thick In Welghl ib % II Area int LIP In M, Il - k V, (kips) I, S„ In' In' R. in 1, In Sr, in' R, in B x 2Z16 8 x 2.125 x 2.375 16 0.059 2.796 0.822 0.911 4.970 2.332 7.759 1.747 3.072 1.081 0.338 1,146 B x 2Z15 8 x 2.125 x 2.375 15 0.065 3.080 0.906 0.922 5.599 3.124 8.534 1.969 3.069. 1.194 0.388 1.148 B x 2Z 14 8 x 2.125 x 2.375 14 0.010 3.317 0.976 0.930 6.078 3.907 9.177 2.137 3.067 1.289 0.429 1.150 8 x 2Z13 8 x 2.125 x 2.375 13 0.085 4.028 1.185 0.956 7.749 7.023 11.095 2.724 3.660F96 0.544 1.154 B x 2Z12 8 x'2.125 x 2.375 12 0.105 4.976 1.463 0.990 9.519 12.661 13.624 3.347 3.051 0:678 1.160 10 x 2Z16 10 x 2.125 x 2.375 16 0.059 3.197 0.940 0.911 6.154 1.842 13.215 2.164 3.7490.338 1.072 10 x 2Z15 10 x 2.125 x 2.375 15 0.065 3.522 1.036 0.922 7.214 2.466 14.541 2.536 3.747 1.195 0.388 1.074 ID x 2214 10 x 2.125 x 2.375 14 0.070 3.793 1.116 0.930 8.130 3.063 15.642 2.058. 3.745 1.290 0.428 1.075 10 x 2Z13 10 x 2.125 x 2.375 13 0.085 4.606 1.55 0.956 10.600 5.538 18.9333.727 3.738 1 1.578 0.544 1.019 10 x 2Z12 10 x 2.125 x 2.315 12 0.105 5.690 1.673 0.990 13.043 10.483 23.285' 4.586 3.730 1.968 0.676 1.005 Revision Dale: Aupilsl 12, 1998 rn Flle: c:lenqrlormisecllon properlles of tee l.Wc --- Y NEW NOTES: SecUon properlles and allowables are compelled In accordance wilh the -n•o.irrs 1986 edilion of the AISI specl6calions vAIh 1989 addendum. x x • I, and lyase for de0eclion delerminalion . • S, and Sy are for bending • FY = 57.0 KSI e� Fu = 70.0 KSI Y . Secllon Name DIMENSIONAL PROPERTIES ALLOWABLES AXIS X -X AXIS Y -Y D x BI x B2 . Gage 9 Thick Weigh[ Area Lip M, V, L S„ 1r sr. R . in in Ib / II int in II - k kis in' �R, in' in' in' (fns 10)f 3Z16 10 x 3.125 x 3.375 16 0.059 3.598 1.058 :0.91 1 6.348 1.042 16.131 2.232 3.904 2.582 0.488 1.562 10 it JZ 15 10 x 3.125 x 3.375 15 0.065 3.946 1.166 0.922 7.361 2.466. 17.749 2.588 1902 2.852 0.532 1.564 10 x R14, 10 x 3.125 x 3.375 14 0.070 4.269 1.256 0.9307- 8.269 3.083 19.094 .2.907 3.900 3.077 - 0.570 1.566 10 x 3213 10 x 3.125 x 3.375 13 0.085 5.104. 1.525 0.956 11.185 5.538 23.112 3.933 3.893 3.759 0.698 1.570 10 x 3Z12 10 x 3.125 x 3.375 12 0.105 6.404 1.883 0.990 . 14.029 MAU 28.427 4.932. 3.885 4.601 0.956 1.577 12 x 3Z 16 12 x 3.125 x 3.375 16 0.059 4.000 1.176 0.911 7.608 1.522. 24.759 2.675 4.588 2.583 0.490 1:481 12 x 3Z 15 12 x 3.125 x 3.375 15 0.065 4.406 1.296 0.922 8.806 2.0372_ 7 250 3.096 4.586 2.052 0.534 1.404 12 x 3214 12 x 3.125 x 3.375 14 0.070 4.745 1.396 0.930 9.869 2.546 29.321 3.470 4.504 3.078 0.573 1.485 12 x 3Z 13 12 x 3.125 x 3.375 '13 0.085 5.762 1.695 0.956 13.462 4.571 35.515 4.733 4.578 3.760 0.701 1.490 12 x 3Z 12 12 x 3.125 x 3.375 12 0.105 7.116 2.093.. 0.990 18.129 8.646 .43.722 6.374 4.570 4.602 0.959 1.495 14 x 3Z 16 14 x 3.125.x 3.375 16 0.059 4.401 1.294 0.911 8.873 1.296 35.739 - 3.120 5.255 2.503 0.490 1.413 14 x 3215 14 x 3.125 x 3.375 15 0.065 4.8481.426 0.922 10.256 1.735 39,3422 3.606 5.253, 2.853 • 0.535 1.414 14 x 3Z14 14 x 3.125 x 3.375 14 0.070 5.221 • 1.536 0.930 11.479 2.16942.339 4.036 5.251 3.078 0.575 1,416 14 x 3213 14 x 3.125 x 3.375 13 0.085 6.340 1.865 0.956 15.572 3.891 51.307 7.240 5.246 3.160 0.104 1.420 14 x 3Z12 14 x 3.125 x 3.37512 0.105 7.832 2.303 0.990 22.092 7.357 63.204 7.767 _ 5.238 4.682 0.961 1.426 Revision Hale: Atiniisl 12, 199n File: c:lengrlormiseclIon properlles of Zee 2.d�oc NNW 12' NET COVERAGE NOTES: 2 5/16' 7.3/8' l 2 5/1 ' ;The panel section properties have been calculated In accordance with the 1986 edition of the AISI specifications wish 1989 addendum. 13116'7/8' 5/e //, h Is for deflection determinallon • . S. Is for bending C - • , g .. MIs allowable bending moment N • The panel welghl has been deducted from the allowable loads • Values shown for wind load deflecllon are Ilmlled by a maximum deflection ratio of U120 12" Ultra-Dek b Double -Lok Panels Allowable load values shown are based on panel covering 3 equal continuous spans. Mulllply allowable stress values shown by 0.8 for 2 span conditions • Load table values do not Include web crippling requirements Design Thickness Weight Fy PANEL TOP IN COMPRESSION (Fy) PANEL BOTTOM IN COMPRESSION (Fy) GA. (In) (pso (ksl) .. I. S. M, 6. S, M, Ing / fl In, I it In-ki / fl In' / N Ing ! ft In -kip fl 24 0.0223 1.34 50.0 0.3276 0.1471 4.40 0.2010 0.1090 3.26 22 0.0286 1.72 50.0. 0.4225 0.1907 .5.71 0.2772 0.1459. 4.37 24 GAUGE` 22 GAUGE Span In Feel Live Load Stress Live Load Deflection ' Live Load Stress Live Load Deflection 4.0 158 681 211 901 5.0 100. 348 134 461 6.0 69 202. 93 267 . 7.0 51 127. 68 168 Revision Dale: June 16, 1998 File: c:lengrform%secllon properties of panels - 12-ud&dl.doc v j low NEW NOTE5; - 18' NET COVERAGE 2 5116' 13 318' ` 2%16' _ :=The panel section properties have been calculated In accordance with the 1986 edilfon of the AISI specificallons with 1989 addendum. 13116' 718' h is for deflection determination 518' K4 3116' 5' 4 3116' .. 1 . •. S. Is for bending M; Is allowable bending momentCID . }j � II• The panel welghl has been deducted Iron the allowable loads 1 I 115J8' �–�— Values shown for wind load deflectlon are limited by a maxlmum deflection ratio of U126 „ Allowable load values shown are based on panel covering 3 equal continuous spans. Mulliply allowable stress 18"Ultra-Dek & Double -Lok Panels Values shown by 0.8 for 2 span conditions • Load table values do not Include web crippling requirements VNIM77 Design Thickness Weight Fy 7In' PANEL TOP IN COMPRESSION (Fy) PANEL BOTTOM IN COMPRESSION (Fy) GA. (in) (psf) (ksl) I. SM, I, S. til, I II In'; 11 In -kip I fl In' 111 in' / 11 In-ki / II 24 0.0223 1.22 50.0 0.2599 0.1051 . 3.17 0.1349 0.0749 2.18 22 0.0286 1.56 50.0. 0.3354 0.1379 4.13 0.1867 0.0976 2.92 ALLOWABLE UNIFORM P. IN. P13UNPOS O O 24 GAUGE 22 GAUGE Span in Feel Live Load Stress Live Load Defleclion Live Load Stress Live Load Deflection 4.0 105. 508 141 672 5.0 67 260 90 344 6.0 46 151 62- 1199 7.0 33 95 45 125 Revision Dale: June 16, 1998. File: clengrform%secllon properties of panels - 18-ud&dl.doc v N Revision Dale: June 16, 1999 File: c:lengrformisecllon properties of panels - 24-ud&dl.doc W 24' NET COVERAGE NOTE'S: 2 5116' 19 318' :> . 2 5116' _ The panel section properties have been calculated in accordance with the1986 edition of the AISI specifications with 1989 addendum. 13116' 118. 518'3116' 1' 6 3116' :• I, Is for deflection determination • S, Is for bending 1 .'ME Is allowable bending moment •. The panel weight has been deducted from the allowable lo'ads - �—�-- Values shown for wind load deflecllon are Ilmlled by a maximum denecllon rallo of U120 , I 24"Ultra-Dek $ Double -Lok Panels •. Allowable load values shown are based on panel covering 3 equal continuous spans. Mulliply.allowable siress -values shown by 0.8 for 2 span conditions • Load table values do not Include web crippling requirements r Design Thickness Weigh[ Fy PANEL TOP IN COMPRESSION (Fy) PANEL BOTTOM IN COMPRESSION IF GA. - (In) (PSQ (ksl) I. S, M, I. S. M, Int 1 fl Ing 111 In -kip fl In! / fl Ina / fl In -kip) It 24 0.0223 1.16 50.0 .. 0.2129 0.0814 2.44 0.1014 0.0547 1.64 22 0.0286 1.49 50.0 0.2749 0.1075 3.22 0.1406 0.0733 2.20 'ALLOWARM UNIFORM LOAM IN FOUNH 24 GAUGE 22 GAUGE Span In Feel Live Load Stress . Live Load Deflection . Live Load Stress Live Load Deflection 4.0 79 405 105 535 5.0 50 207 67 _ 274 6.0 34 120 46 159 7.0 25 76 33 Revision Dale: June 16, 1999 File: c:lengrformisecllon properties of panels - 24-ud&dl.doc W 36' NET COVERAGE NOTES: 12' 12' 2 5116' 12' 6' 6' The panel secllon proper[ies have been calculaled in accordance Willi [lie 1986 edition of Ilie AISI specifications wAlh I}— 1989 addendum. I. Is for de0eclion delerminallon 1 1�= S. Is for bending M. Is allowable bending moment I The \vied load stress vahies have been Increased by 33 1/3% "A" Pane Values shown for wind load deflection are limlled by a maximum delleclion ralio of U120 • Allowable load values shown are based on panel covering 3 equal continuous spans. Mulliply allowable stress values shown by 0.8 for 2 span conditions This panel Is to be used as wall panel only GA. Design Thickness [ Weigh Fy PANEL TOP IN COMPRESS1014 (Fy) PANEL BOTTOM IN COMPRESSION (Fy) (In) (PSQ (ksf) I. S. M I. S, 61, In, / II In' / fl In-kip /.II In' / fl Int 111 In kip / B 26 0.0181 0.91 80.0 0.0187 0.0275 0.99 0.0240 0.0365 1.31 24 0.0223 1.13 50.0 0.0273 0.0377 1.13 0.0319 0.0477 1.43 i Span In Feel 26-GAUGE . 24 GAUGE Wind Load Pressure Wind Load Suclion Wind Load Defleclion - Wind Load Pressure Wind Load Siiclion Wind Load Deflection 4.0 85 64.. 84 93` 73 114 5.0 54 . 41 43 ' . 59 47 59 - 6.0 38 29 2541 33 34 7.0 28 21 16 30 24 21 0.0 21 16 10 23 18 14 Revision Dale: AuUusl 12, 19913. File: c:\enr�rlorm\secliari prope,lles of panels - a.doc Amok 317K I co,gltka NOTES: it Ir -' Ir - ;- Irt r• The panel secllon properlies have been calclllaled in accordance wilh Ille 1986. edillon of the AISI specificallons wilh r1989 addendum. T I, is for deneclion'delerminalion _ I Jy, .: ) Or �I S. Is for bending . iu aEEP M. Is allowable bending moment YZ SCREW GROME ThewInd load stress values have been Increased by 33 1/3% , • Vallues shown for wind load dellecllon are limiled by a rnaxlmlun delleclion rallo of U120 °AM" Panel •. Allowable load values shown are based on panel covering 3 equal conlImio' lis spans. Mlllliply allowable stress values shown by 0.8 for 2 span conditions • This panel is to be used as wall panel only r Design Thickness G/� Welghl ----- 7(k PANEL TOP IN COMPRESSION (Fy) PA14EL BOTTOM IN COMPRESSION (Fy) (in) (Ps4 I� S. Mr I. S. bl. -7In! / II In'/ f1 In-kip / fl In' / II in' / li In kip 1 fl 26 0.0181 0.91 80.0 _ 0.0451 0.0522 1.87 0.0388 0.0365 - 1.31 • 24 0.0227 1.12. 50.0 0.0555 0.0643 1.92 0.0536 0.0536 1.60 •► rr Span In Feel 26 GAUGE 24 GAUGE Wind Load Pressure Wind Load Sucllon Wind Load Deneclion Wind Load Pressure Wind Load Suction Wind Load Defleclion 4.0 85 114 162 104 125 ?10 5.0 54 73 83 . " 6 80 100 _._ .. 6.0 38 51 48 46 . 56 7.o 28 37 62 303'4 41 8.0 21 28 39 20 26 31 26 flevlslon Dale: August 12. 1998 --J cn File: c: lengrrormisecllon properlles or panels - am. oc, 36' IIET COVERAGE NOTES: IY The panel section properlies have been calculaled In accordance wilh the 1986 edition of the AISI specifications with I 1989 addendum. I I • " I. Is for deeecllon determination 3 In- 1318' S. Is for bending • M. Is allowable bending moment The panel weight has been deducted from the Allowable loads I "PB R" Panel The wind load stress values have been Increased by 33 1/3% " • Values shovm for vrind load defleclion are limited by a maximum deflection ratio of U120 • Allowable load values shown are based ori panel Covering 3 equal continuous spans. Multiply allowable stress values shown by 0.8 for 2 span conditions • Load fable values do not Include web crippling requirements Design Thickness Weight GA. Fy PANEL TOP IN COMPRESSION (Fy) PANEL BOTTOM IN COMPRESSION (Fy) (in) (pso (ksi) : I, S. M, I. S. til, In' / II In' / It In -kip / R In' / II In' / fl In -kip/ 8 26 0.0181 0.92 80.0.. 0.0425 0.0379 1.36 0.0414 0.0502 1.80 24 0.0223 1.14 50.0. 0.0596 0.0571 1.71 0.0573 0.0644 1.93 q1t, All Span In Feel. 26 GAUGE 24 GAUGE ' Wind Load Uplift' Live Load Stress live Load Deflection Wind Load Uplift Live Load Stress Live Load Deflection 4.0 89 87 108 112 93 151 5.0, 57 55 55 ( 72 59 17 6.0 40 38 .32 50 41 45 7.0 30 28 20 37 30 29 8.0 23 21 14 29 22 19 ' Revision Dale: June 16, 1998 Flle: c:lengrformiseclion properties of panels - 9.doc r 3F IEr COVERAGE NOTES: i t jr 311.. 4. 4. The panel section properties have been calculated In accordance vAlh the 1986 edition of the AISI specifications with —{ j— 1989 addendum. P, I. Is for deflection delerminalion 3R 17/A' S, Is for bending • M, Is allowable bending moment • The panel weigh[ has been deducled from the allowable loads "R" Panel The wind load stress values have been Increased by 33 113% • Values shown for wind load deflection are limiled by a maximum deflection ratio of U120 • Allowable load values shown are based on panel covering 3 equal continuous spans. Multiply allowable stress values shown by 0.8 for 2 span conditions Load table values do not Include web crippling requirerrienls Design Thickness Welghl 7 Fy PANEL TOP IN COMPRESSION (Fy) PA14EL BOTTOM IN COMPRESSION (Fy) (y) (in) (psf) (ksi) I, S, M, L S. 1.1, In' / II In' / it In -kip / R In' / 11 In,/ 11 in -kip / It 26 0.0181 0.92 80.0 0.0425 0.0379 1.36 0.0414 0.0502 1.80 24 0.0223 1.14 50.0 0.0596 0.0571 131. 0.0573 0.0644 1.93 Span In Feel 26 GAUGE 24 GAUGE 'Wind Load Uplift Live Load Stress Live Load Deflection Wind Load Uplift Live Load Deflection 4.0 89 .'87 108 112 151 5.0 57 55 55 72 77 6.0 40 38 32 11veads 50 451.0 30 28 .20 3Z 28 8.0 23 21 14 29 19 Revision Dale: Avgusl 12, 1990 File: cAengrformisecllon properiles of paneis,.u.doc v flevlslon Hale: A,iq,jsl 12• I'9�n File: c3engiform\seclloll propeilles of panels • ss216.doc IVIIET COVERAGE >^ NOTES:. yt• 1•. 1' 11 1' The panel secllon properlles have been caludaled In accordance wilh Ilie 1986 edillon of the AISI specificallons with 1989 addendum. 1, Is for delieclion delerminalion • S. Is for bending . . M, Is alrowable bending moment ti J The panel welghl has been deducled from Ilse allowable loads • Values shown for wind load deflection are lirniled by a maximum delleclion ralio of U120 "SS216" Panel Allowable load values shown are based on panel covering 3 egilal conlintimis spans. Mldliph, allowable stress values shown by 0.8 for 2 span cohdiUons • Load [able values do nol Include web crippling recqulremenis Design Thickness Welghl Fy PANEL TOP IN COMPRESSION (Fy) PANEL BOTTOM IN COMPRESSION (Fy) !�-7- GA. (n) (psr) (ksi) L S, M, . I. S, M, Inr 1 fl In' I II In-ki Inr / II In, 111 in -kip 111 24 0.0223 1.29 50.0 0.1332 0.0739 2.21 0.0637 0.0584 1.75 22 ------------------ 0.0286 1.66 50.0 0.1712 0.1023 3,06 0.0905 0.0796 • 2,38 U. .1-1-1 I'M IT, 7 24 GAUGE 22 GAUGE' Span In Feel Live Load Suess Live Load Delleclion Live Load Stress Live Load Denecti on 4.0 84 254 114 337 5.0 53 130 73 173 6.0 31 75 -.50 100 7.0 27 47 36 63 flevlslon Hale: A,iq,jsl 12• I'9�n File: c3engiform\seclloll propeilles of panels • ss216.doc • Revislon Date; August 12. 1990 • v File; 0engdormisecllon properties o/ panels-u.doc W IIET COVERAGE NOTES: 6'. 6• 6. 61 6' 6' - — 1 The panel section properties have been calculated In accordance vAlh the 1986 edition of the AISI specifications with 1989 addendum. :, -- I. Is for defleclion delerminailon 1t kr0 l 112' S. Is for bending M. Is allowable bending momenl ` The panel weight has been deducted from the allowable loads I "U" Panel The wind load stress values have been Increased by 33 1/3% • Values shown for wind load de8ecllon are limlled by a maxlmlrn denecllon ratio of Uf 20 • Allowable load -values shown are based on panel covering'3 equal continuous spans. Multiply allolvable stress values shown by 0.8 for 2 span conditions • Load9abie values do not Include web crippling reg6lremenis Design Thickness Weigh[ Fy_ PANEL TOP IN COMPRESSION (Fy) PANEL BOTTOM IN COMPRESSION (Fy) GA (In) (pso (ksl) 1, S. M1, S. ., Ing / It In,/ fl In -kip / fl In'-/ fl Ing / fl In-kl / fl 26 0.0181 0.92 80,0 0.0260 0.0429 1.54 0.0111 0.0366 1.32 24 0.0223 1.13 , 50.0 0.0344 0.0584 1.75 0.0242 0.0,;" 1.56 ,- --H.� Span In Feel 26 GAUGE 14 GAUGE Wind Load Uplift Live Load Stress Live Load Deflection Wind Load Upllll Live Load Stress Live Load Deflection 4.0 101 63 5G. 115 '75 75 5.0 • 65 40 '29 74 . 48 39 17 52 33 22 8.0 . 45 28 7.0 34 20 10 �8 24 14 0.0 26 15 7 30. 18 9 Revislon Date; August 12. 1990 • v File; 0engdormisecllon properties o/ panels-u.doc Certificate of Compliance: Residential,, Climate Zone 11 A B6I E LAysk, ProjectTltie w �/ '333qa- 69 5-2 V;2 L11A Lvm Building Permit# Project Address _ Odd D V_ j6a-/7 •69 c_%A, : cn . CA 1 Checked By 1 Date Documentation Author Telephone Enforcement Agency Use Only BUILDING DATA Conditi Floor Area 1G,226 Number of Stories Sla Floor Number of _Units In a Family Detached (SFD) [ ] Addition Alone Single Family Attached (SFA) :- _:-- [ ] .Existing Building . _........_. [ ] Multi -Family (MF) [ ] Existing-Plus-Addidon B UILDING SHELL INSULATION Component Insulation Location/Comments Type R -Value (attic, to samae, typical. etc.) Wall .............. — — Wall .............. _ . Roof ............. -.Roof ............. Floo,L............. Q Floor ............. Slab Edge..... _ GLAZING Glazing Area _Orientation; (sff Ro 310 East (✓r East ( ) _(y - ' - South ( Vj Skylight Total Sou th ( ) West 21 West -: Skylight..:.... - Type (furnace, air Efficiency Location Duct Output Manufacturer / Model # - : THERMAL MASS _ Type/Covering, Designer Building Owner (slab/exposed, tile, etc.) %I Ltti * / ♦� Glass Type Area Shading Devices APP �T D Interior Exterior Overhang Framing Type Thickness (inches) Location/E Mandatory Measures Checklist: Residential - MF -1R NOTE: Lo -rise residential buildings subject to the Standards must contain these mcaisuF,.s regardke.n of the compliance approach used. Items marked with an asterisk (•) may be superseded by more stringent compliance requirements listed on the Ccrtifi ate of Compliance. When this checklist is incorporated into the permit documents, the fcahaes toted shall be considered by all parties as binding minimum component performance specifications for the mandatory measures whuhcr they are shown elsewhere in the documents or on this checklist only. - OFSCPJP71ON Building Envelope Measures • §2.5352(a): Minimum ceiling insulation R-19 weighted avenge. §2-5352(b): Loose fill insulation manufacturer's labeled R -Value. • §2.5352(c): Minimum wall insulation in framed walls R-11 weighted average (does not apply to estenor mass walls). §2.5352(k): Slab edge insulation - watts absorption rate no greater than 03%, water vapor transmission tate no grcatu than 2.0 pcm i ch. -- §2-5311: lnsuladon spccifmcd or installed mots California Energy Commission (CECT quality - standards. Indicate type and form. §2.5352(f): Vapor barriers mandatory in Climate Zones 14 and 16 only. §2.5317: InfiltratiorvExfrltration Controls a. Doors and windows bewcen conditioned and unconditioned spaces designed to limit air leakage. b. Doors and windows certified. c. Doors and windows weatMrstrippcd: all joins and penetrations caulked and sakd. §2-5352(c): Special infdtratioa bartier installed to comply with 12.5351 meets CEC quality standards. . §2.5352(4): Installation of Fueplaces. 1. Masonry and factory -built fucptace have a. Tight tilting• closeable metal or glass door b. Outside au intake with damper and control c. Flue damper and control 2. No continuous burning gas pilots allowed. HVAC and Plumbing System Measures §2-5352(8) and 2-5303: Space conditioning equipment sizing: attach calculations. §2.5352(h) and 2.5315: Setback thermostat on all applicable heating systems. §2-5316(a): Ducts constructed, installed and insulated per Chapter 10, 1976 UMC. §2.5316(b): Exhaust systems have damper controls. §2-5314(c): Gas-fired space bating equipment has intermittent ignition devices. §2.5314: HVAC equipment, water heaters- showenccads and faucets certified by the CEC- §2.5352(i): Water heater insulation blanket (R-12or greater) or combined interior/exterior ._ insulation (R-16 or greater): first 5 feet o(pipes closest to tank insulated (R-3 or greater). _ _ §2.5312(Exception 1): Pipe insulation on steam and steam condensate return & recirculating piping. §2-5318(d): Swimming Pool Heating I. System has: a. On/off switch on heave. w DESIGNFR I ENMRCEMENT U. t -c. Plumbed to roof late o low for solarn - - instruction beats 2. 75 percent thermal efficiency.- 3. fficiency. 3. Pool cover. 4. Time clock. _ ... 5. Directional water inlet - Lighting and Appliance Measures §2.5352(1): Lighting - 25 Iumenstwait or greater for general lighting in kitchens and bathrooms. §2.5314(c): Gas fired appliance equipped with intermittent ignition devices. §2-5314(a): Refrigerators, refrigerator -freezers, freezers and fluorescent lamp ballasts certified . bath, etc.)' by the CEC. Indicate make and model number. Glass Area % Glass North 41a 310 East Title 24, Chapter 2-53 and Title 20, Chapter2. Subchapter4, Article 1 of the Califomia Administrative code. 'This South West /4% Skylight Total b, 31Yi 21 %I Ltti * / ♦� Glass Type Area Shading Devices APP �T D Interior Exterior Overhang Framing Type Thickness (inches) Location/E Mandatory Measures Checklist: Residential - MF -1R NOTE: Lo -rise residential buildings subject to the Standards must contain these mcaisuF,.s regardke.n of the compliance approach used. Items marked with an asterisk (•) may be superseded by more stringent compliance requirements listed on the Ccrtifi ate of Compliance. When this checklist is incorporated into the permit documents, the fcahaes toted shall be considered by all parties as binding minimum component performance specifications for the mandatory measures whuhcr they are shown elsewhere in the documents or on this checklist only. - OFSCPJP71ON Building Envelope Measures • §2.5352(a): Minimum ceiling insulation R-19 weighted avenge. §2-5352(b): Loose fill insulation manufacturer's labeled R -Value. • §2.5352(c): Minimum wall insulation in framed walls R-11 weighted average (does not apply to estenor mass walls). §2.5352(k): Slab edge insulation - watts absorption rate no greater than 03%, water vapor transmission tate no grcatu than 2.0 pcm i ch. -- §2-5311: lnsuladon spccifmcd or installed mots California Energy Commission (CECT quality - standards. Indicate type and form. §2.5352(f): Vapor barriers mandatory in Climate Zones 14 and 16 only. §2.5317: InfiltratiorvExfrltration Controls a. Doors and windows bewcen conditioned and unconditioned spaces designed to limit air leakage. b. Doors and windows certified. c. Doors and windows weatMrstrippcd: all joins and penetrations caulked and sakd. §2-5352(c): Special infdtratioa bartier installed to comply with 12.5351 meets CEC quality standards. . §2.5352(4): Installation of Fueplaces. 1. Masonry and factory -built fucptace have a. Tight tilting• closeable metal or glass door b. Outside au intake with damper and control c. Flue damper and control 2. No continuous burning gas pilots allowed. HVAC and Plumbing System Measures §2-5352(8) and 2-5303: Space conditioning equipment sizing: attach calculations. §2.5352(h) and 2.5315: Setback thermostat on all applicable heating systems. §2-5316(a): Ducts constructed, installed and insulated per Chapter 10, 1976 UMC. §2.5316(b): Exhaust systems have damper controls. §2-5314(c): Gas-fired space bating equipment has intermittent ignition devices. §2.5314: HVAC equipment, water heaters- showenccads and faucets certified by the CEC- §2.5352(i): Water heater insulation blanket (R-12or greater) or combined interior/exterior ._ insulation (R-16 or greater): first 5 feet o(pipes closest to tank insulated (R-3 or greater). _ _ §2.5312(Exception 1): Pipe insulation on steam and steam condensate return & recirculating piping. §2-5318(d): Swimming Pool Heating I. System has: a. On/off switch on heave. w DESIGNFR I ENMRCEMENT U. t -c. Plumbed to roof late o low for solarn - - instruction beats 2. 75 percent thermal efficiency.- 3. fficiency. 3. Pool cover. 4. Time clock. _ ... 5. Directional water inlet - Lighting and Appliance Measures §2.5352(1): Lighting - 25 Iumenstwait or greater for general lighting in kitchens and bathrooms. §2.5314(c): Gas fired appliance equipped with intermittent ignition devices. §2-5314(a): Refrigerators, refrigerator -freezers, freezers and fluorescent lamp ballasts certified . bath, etc.)' by the CEC. Indicate make and model number. COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specificxtioru needed to comply with Title 24, Chapter 2-53 and Title 20, Chapter2. Subchapter4, Article 1 of the Califomia Administrative code. 'This HVAC SYSTEMS certificate has been signed by the individual with overall design responsibility and the building owner, who shall Minimum Duct retain a copy of it and transmit the certific= to any subsequent purchaser of the building. Type (furnace, air Efficiency Location Duct Output Manufacturer / Model # ' conditioner, heat pump) (SE, SEER,HSPF) (attic, etc.) R -Value (Bfuh) (or approved equal) Designer Building Owner • .7� Ce•�� — Narnez Name ddm tm: TitkJFurn Addrrss: Addmu: Tek -phone: Telephone Maximum Furnace Heating Output: Btuh Uc. 0: HOT WATER SYSTEMS Tank Manufacturer/Model # q System Type (storage gas, etc.) Capacity (si6ro(date) (signatu=) (}ate ) �� l 8j -s_ Documentation Author Enforcement Agency SPECIAL FEATURESIREMARKS (Add extra sheets if necessary) NtlT1C None' TitkaFirm Agency: Addric s: Telephone: 1. Ceiling Insulation 2. Wall Insulation Floor Insulation Number ofstories Number of stories R -value One Two Thrg,&,_ R-0 -103 -49 -32 R-19 -8 4 .2 ' R-30 -2 -1 -1 R-38 0 0 0 U -value 2 1 R-19 p 0.50 -176 -84 -54 0.30 -102 -49 32 0.10 -26 -13 -8 0.08 -18 -9 -6 0.06 -11 -5 .4 0.04 -4 -2 -1 0.02 4 2 1 O.CO 11 5 3 2. Wall Insulation Floor Insulation 3 .1 Number of stories Single- Single - One Number of stories Family Family Multi - R -value Detached Attached Family R-0 -68 -51 -34 R-11 0 0 0 R-13 2 2 1 R-19 p 8 6 4 ,y U -value 38 i 0.40 -95 -46 0.80 -153 -114 -76 .0.50 ... -91 _ _ '-47 . .68 0.30 -17 _. -8 36 .-24 0.10 0 0 0 - 0.08 4 3 _ ...'2 0.06 9 7 5 0.04 14 11 7 0.02 19 14 10 ' 0.00 24 18 12 -15 -8 -1 7 3'. Raised Floor Insulation 3 .1 Number of stories Insulation In Floor R -value One Number of stories Three R -value One Two Three _ - R-0 _. -17 -8 5 R-11 -3 -2 1 R-19 0 0 0 R-30 3 1 1 U -value 4. Slab Edge Insulation 40 " 0.60 -144 -70 -46 0.50 -120 -58 38 i 0.40 -95 -46 30 0.30 -69 _34 _22 0.20 -43 -21 -14 . 0.10 -17 _. -8 -5 0.08 -11 -6 -4 r 0.06 -6 .3 .2 0.04 -1 0 0 0.02 4 2 1 0.00 10 5 3 Controlled Ventilation Crawispace -4 3 .1 Number of stories .1 R -value One Two Three R-0 -11 -7 -5 R-5 -4 -4 3 R-11 .2 -2 -2 R-19 .1 .2 -2 4. Slab Edge Insulation 40 -90 37 Number of Stories -14 R -value One Two Three R-0 0 0 0 R-5 8 5 2 R-7 8 6 3 F2 factor 0.90 -4 3 .1 0.80 .1 -1 0 0.70 2 2 1 0.60 6 4 2 0.50 9 6 3 0.40 12 8 4 5. Infiltration (Air Leakage) Spedfication • Points StanQarE 0 6. Glass Heat Loss Total -69 -64 na -42 1.1 -value East Percent West Skylight .51 to .41 to .31 to 0.30 or Glass Single Double .60 .50 .40 less 50 -121 -53 -39 .24 -10 4 40 -90 37 -26 -14 .3 8 35 -75 -29 -19 .9 1 10 30 -61 -21 -13 -4 4 12 29 -58 -20 .12 -3 5 12 28 -55 -18 -10 .2 5 13 27 -52 -17 .9 -2 6 13 26 -49 -15 -8 -1 7 14 25 -46 -14 -7 0 7 14 24 -43 -12 -5 1 8 14 23 -40 -11 -4 2 8 15 22 -37 -9 3 3 9 15 21 -34 -7 -2 4 10 15 20 -31 -6 0 5 10 16 19 -29 -4 1 6 11 16 18 -26 3 2 7 12 16 17 -23 -1. 3 8 12 17 16 -20 0 4 9 13 17 15 -17 1 _ 6 10 14 17 ----14---14----3 - 7 10 14 '18 13 .-12 7 4 8 11 15 18 12 .9 6 9 12 15 19 11 - -6 7 10 13 16 19 10 3 9 11 14 17 19 9 -1 10 13 15 17 20 8 2 - 12 14 16 18 20 7..Shading (Shade Open) Effective Percent Claw (percent glass x SC) Effective -69 -64 na -42 %Glass North East South West Skylight 18 5 1 4 1 na 16 4 2 5 ..1._ ..na --14_- 4 2 5 1 na 12 3 3 5 2 na 11 3 3 5 2 na 10 2 3 5 2 1 9 2 3 5 2 2 8 2 3 5 2 2 7 1 3 42 .2 2 -9 1 1 1 -4 5 1 2 4 2 3 4 0 2 3 1 3 3 0 1 2 1 3 2 0 0 1 0 3 1 -1 .1 -1 -1 2 0 -1 .2 -4 -2 0 na = not allowed 7 9 9 1 4.0 S. Shading (Shade Closed) Effective Percent Class (percent Qtass x SC) Effective %Glass Norf1 18 -14 16 -12 14 -10 12 -8 11 -7 10 -6 9 .5 . 8 .5 7 -4 6 -3 5 -2 4 -1 3 0 2 1 1 1 0 2 na . not allowed Etat South West Skylight -48 -69 -64 na -42 -59 -55 na -35 -50 -46 na -29 -40 -37 . na -26 -36 -33 na -23 -31 -29 .74 -20 -27 -25 -65 -17 .23 -21 -56 -14 -19 -18 -47 -11 -15 -14 -$8 -9 -11 -10 -30 3 -8 -7 -23 -4 -5 -4 -16 -1 .2 -1 -9 1 1 1 -4 3 4 3 0 9. Interior Thermal Mass Interior Exterior Slab Floor Raised Floor Mass Family Family Stories Mass Detached Attached Stories /CFA One Two Three One Two Thi 0.0 -8 -5 -4 .2 -1 0.1 -8 -5 3 -1 0 1 0.3 -7 -4 -2 0 1 0.5 -6 .3 - -1 1 1 0.7 -5 -2 -1 1 2 0.9 -5 .1 0 2 3 1.1 -4 -1 1 3 4 1.3 -3 0 2 3 4 ! 1.5 -3 1 2 4 5 ! 2.0 -1 2 4 5 6 ' 2.5 0 3 5 7 7 1 3.0 1 4 6 8 8 1 3.5 2 5 7 9 9 1 4.0 3 6 8 9 10 1 4.5 3 7 8 10 11 1 5.0 4 7 9 11 12 1 5.5 5 8 9 11 12 1 6.0 5 8 10 12 13 1 6.5 6 9 10 12 13 1 7.0 6 9 11 13 13 1 7.5 6 10 11 13 14 1 8.0 7 10 11 13 14 1 8.5 7 10 12 13 14 1 ee t 2 2 3 3 t i i i 10. Exterior Wall Thermal Mass Exterior Single- Single - % Glass SC Wall Family Family Multi Mass Detached Attached Family 0.00 0 0 0 0.20 3 2 1 0.40 5 4 3 0.60 8. 6 4 0.80 A 8 5 1.00 13 10 7 1.20 13 12 8 1.40 12 13 9 1.60 10 13 11 1.80 10 12 12 200 10 11 13 11. Heating System -3 _... SE or HSPF ------ -3 (assumes ducts In attic) -2 9.0 Sum of 1-6 -3 -3 -2 25 or -24 to -14 to -4 to +6 to 16 or SE HSPF less -15 -5 +5 +15 more 0.72 6.60 0 0 0 0 - 0 0 0.75 6.88 3 3 3 2 2 1 0.80 7.33 8 7 6 5 4 3 0.85 7.79 13 11 10 8 7 5 0.90 8.25 17 15 13 11 9 7 0.95 8.71 20 18 15 13 11 8 6 Effective SE or HSPF (SE or HSPF x duct efficiency) Effective -25 or -24 to -14 to -4 to +6 io 16 or SE HSPF less -15 -5 +5 +15 more 0.30 275 -73 -64 -56 -47 38 30 na 3.41 -45 -39 -34 -29 -24 -18 0.40 3.67 -34 -30 -26 -22 -18 -14 0.50 4.58 -10 .9 -8 -7 -5 -4 0.56 5.13 0 0 0 0 0 0 0.60 5.50 5 5 4 3 3 2 0.70 6.42 17 15 13 11 9 7 0.80 7.33 25 22 19 16 13 10 0.90 8.25 32 28 24 20 17 13 1.00- 9.17 31 32 28 24 19 15 Zonal Control Adjustment System Type Resisance 10 9 7 6 4 3 Other 6 5 4 3 2 2 12. Cooling Syst.:m % Glass SC % Glass SC K^ l SEER x �AA _ 1139 1200 1700 2200 (assume; ducts In attic) or to to 10 St.m of 7-10 Type Type kais 1699 -25 or -2410 •14 to -4 lo +6 to 16 or SEER less -15 -5 +5 +15 more 8.0 -14 -12 -10 -8 -6 -4 8.5 -9 -7 -6 -5 -4 -3 8.9 -5 -4 -4 -3 -2 -2 9.0 -4 -3 -3 -2 -2 -1 9.5 0 0 0 0 0 0 10.0 4 3 3 2 2 1 10.5 7 6 5 4 3 2 11.0 10 9 7 6 4' 3 12.0 15 13 11 9 7 5 13.0 20 17 14 ' 12 9 6 -9 -7 ElTective SEER IG ' -5 (SEER xduet eMclency) -2 -2 -2 Sum of 7-10 Soiar 7 5 Effective -25 or -24 to -1410 -4 to +6 io 16 or SEER less -15 -5 +5 +15 more 5.0 -30 -25 -21 -17 -13 -9 6.0 -12 -11, .9 -7 -6 4 6.6 -5 -4 -4 3 .2 . .2 7.0 0 0 0 0 0 0 8.0 9 8 6 5 4 3 9.0 16 14 12 9 7 5 10.0 22 19 16 13 10 7 11.0 26 23 19 15 12 8 12.0 30 26 22 18 14 9 13.0 33 29 24 20 15 10 Zonal Control Adjustment 10 8 7 6 4 3 No Cooling System Installed Stories One -5 -4 -4 -3 -2 -2 Two+ 3 3 2 2 2 1 Single -Family Detached and Attached % Glass SC % Glass SC Uni_.t Si . . z---sQ - -... ( l Water x �AA _ 1139 1200 1700 2200 2700 Heater Lredil or to to 10 or Type Type kais 1699 2199 2699 more SG None 0 0 0 0 0 or Solar 12 8 6 5 4 HP HWR _ 8 5 .. 4 3 3, 1 55% WSB 5 3 3 " 2 2 90% POU 8 5 4 3 3 SE None -37 -24 -18 -15 -12 2.1 Solar -1 -1 -1 0 0 36 HNIR -18 -12 .9 -7 -6 5 5 WS3 -25 -16 -12 -10 -8 1.2 POU. -18 -12 -9 -7 -6 IG None -5 -3 -2 -2 -2 4.2 Soiar 7 5 4 3 2 0.3 POU 3_ 2 1 1 1 IE None -28 19 -14 -11 .9 3.3 Solar 8 5 4 3 3 4.8 POU -10 -6 •-5 -4 .3 0.9 Multi -Family (individual 1.8 units) 2.2 2.4 2.6 2.8 Unit Size (sQ 32 Water 3.7 s99 700 1200 1700 2200 Heater Credit or lo to to or Type Type less 1199 1699 2199 more SG None 0 0 0 0 0 or Solar 14 7 5 4 3 HP HWR 9 5 3 2 2 1.7 WSB 9 4 3 2 2 3.2 POU 9 5 3 2 2 SE None -45 -23 -15 -it -9 55% Solar 2 1 1 0 0 2.2 HWR -23 -12 -8 -6 -5 37 WSB -25 -13 -8 -6 -5 5.1 PQU _23 -12 8 -6 -5 IG None -8 -4 -3 -2 j .2 2.1 Solar 6 3 2 1 1 4.2 POU 1 0 0 0 0 IE None -30 _ 15 -10 -8 -6 1.7 Solar 18 9 6 4 4 3.2 OU -8 -4 -3 -2 .2 Point System Summary: Climate Zone 11 SCORE CARD Measures p Point Scor 1. Ceiling Insulation -3Co)- R-value 1381 b�}- U -value (0.030] 2. Wall Insulation R -value [ 11 '6 value [0.098] 3. Raised Floor Insulation-el`� R -value [ 19] U -value [0.037] 4. Slab Edge Insulation or R -value (0] F2 factor 10.77] 5. Infiltration Standard 2? -is p " 6. Glass Heat Loss ._ __ . I -v " /�. Type [double] Ualue [0.65] 90 Total Glass [16] Sum 13 7. Shading (Shade Open) % Glass SC % Glass SC Eff. % Glass l a. North 3.0 x ,'7-7 x �AA _ Interior Masslm b. East %, c. South 3.3 x d. West �%.4-�'- x e. Skylight V x c. South 6 TT.0 � w.s5 le. rpetw - b d. West x e. Skylight -� t TYPE Y MASS (UIMC a 4.2, te: e: osed slab) TYPE 1 MASS AREA - IntenorNisslCFA Cy. 5% 1Oy. 15% 2O% 25% 301/. 35% 40%.45% 501/. 55% 60% 65Y6 70% 75% 80% 857. 90% 95% 100% 105: 110% 115% 120% 1:' 0% 0 0.2 04 0.6 0.8 1.1 1.3 1.5 1.7 1.9 2.1 23 2.5 2.7 2.9 3.2 3.4 36 3.8 4 4.2 4.4 4.6 4.8 5 5 10: 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.9 2.1 2.3 2.5 2.7 2.9 3.1 3.3 3.5 17 4 4.2 4.4 46 4.8 5 5.2 5 20% 0.3 0.6 0.8 1 1.2 1.4 1.6 1.8 2 2.2 Z4 2.7 Z8 3.1 3.3 3.5 3.7 3.9 4.1 43 4.5 4.8 5 52 5.4 5 30% O.S 0.1 0.9 1.1 1.4 1.6 1.8 2 2.2 2.4 2.6 2.8 3 32 3.5 3.7 3.9 4.1 4.3 4.S 4.7 4.9 5.1 5.3 5 6 5 40% 0.7 0.9 1.1 1.3 1.5 1.7 1.9 2.2 Z4 2.6 2.8 3 3.2 3.4 3.6 3.8 4 111.3 4.5 4.7 4.9 5.1 5 3 5.5 5 1 5 501/. 0.9 1.1 1.3 1.5 1.7 1.9 Zi Z3 Z5 Z7 3 3.2 3.4 3.5 3.8 4 42 4.4 4.6 4.8 5.1 5.3 5.5 5.7 59 6 55% 0.9 1.1 1.4 1.6 1.8 2 2.2 2.4 2.6 2.8 3 9.2 35 37 3.9 4.1 4.3 4.5 4.7 4.9 5.1 53 56 58 6 6: 601/6 1 1.2 1.4 1.7 1.9 Z1 2.3 2.5 2.1 2.9 3.1 3.3 35 3.8 4 4.2 4.4 46 4.8 5 52 54 56 5.9 61 6. 65% 1.1 1.3 1.5 1.7 1.9 2.2 2.4 26 2.8 3 3.2 3.4 36 3.8 4 4.3 4.5 4.1 4.9 5.1 53 55 5.7 5.9 6.1 64 70% 1.2 1.4 1.6 1.8 2 2.2 2.5 Z7 29 3.1 3.3 3.5 3.7 3.9 4.1 4.3 4.6 4.8 5 52 5.4 56 58 6 62 64 75% 1.3 1.5 1.7 1.9 Z1 2.3 Z5 2.7 3 3.2 3.4 3.6 3.8 4 4.2 4.4 4.6 t8 5.1 5.3 5.5 5.7 5.9 6.1 63 6' 80% 1.4 1.6 1.8 2 2.2 24 76 28 3 3.3 3.5 3.7 3.9 4.1 4.3 4.5 4.7 4.9 5.1 54 56 58 6 62 64 6r 85% Wy. 1.4 1.5 1.7 1.7 1.9 2 2.1 2.2 2.3 2.4 2.5 Z6 2.7 28 2.9 3 3.1 32 3 3 3.5 38 4 42 ' 4.4 4.6 4.8 S 52 54 56 59 6.1 63 6 5 6: 95% 1.6 1.8 2 2.2 2.5 Z7 2.9 3.1 33 3.4 3.5 3.6 3.7 3.8 3.9 4.1 4.1 4.3 4.3 4.5 4.6 4.7 4.8 4.9 5 5.1 5.2 53 5.4 55 56 5.7 58 59 62 64 66 62 100% 1.7 1.9 Zt 2.3 2.5 Z8 3 3.2 3.4 3.5 3.8 4 4.2 4.4 4.6 4.9 5.1 5.3 5.5 5.7 5.9 6 6.1 6.2 6.3 6.4 6.5 67 69 6.7 7 105% 1.8 2 2.2 2.4 2.6 2.8 3 3.3 3.5 3.7 3.9 4.1 4.3 4.5 4.7 4.9 5.1 5.4 56 58 6 6.2 6.4 66 687 1toy. 1.9 2.1 23 2.5 2.7 2.9 3.1 3.3 36 38 4 4.2 4.4 4.6 4.8 5 5.2 54 57 5.9 6.1 6.3 65 6.7 69 71 115% 2 21 24 2.6 2.8 3 32 3.4 36 3.8 4.1 4.3 4.S 4.7 4.9 5.1 5.3 5.5 5.7 59 6.2 6.4 6.6 6.8 7 72 120% 2 2.3 2.5 2.7 2.9 3.1 3.3 3.5 3.7 3.9 4.1 4.4 4.8 4.8 5 5.2 5.4 S.6 58 6 61 6.5 6.7 6.9 7.1 73 125.. 2.1 2.3 2.5 2.8 3 3.2 3.4 3.6 3.8 4 4.2 4.4 4.6 4.9 5.1 5.3 5.5 17 5.9 6.1 6.3 6.5 6.7 '7 7.2 7.4 Point System Summary: Climate Zone 11 SCORE CARD Measures p Point Scor 1. Ceiling Insulation -3Co)- R-value 1381 b�}- U -value (0.030] 2. Wall Insulation R -value [ 11 '6 value [0.098] 3. Raised Floor Insulation-el`� R -value [ 19] U -value [0.037] 4. Slab Edge Insulation or R -value (0] F2 factor 10.77] 5. Infiltration Standard 2? -is p " 6. Glass Heat Loss ._ __ . I -v " /�. Type [double] Ualue [0.65] 90 Total Glass [16] Sum 13 7. Shading (Shade Open) % Glass SC % Glass SC Eff. % Glass a. North a. North 3.0 x ,'7-7 x �AA _ - - b. East 2 x J' b. East %, c. South 3.3 x d. West �%.4-�'- x e. Skylight V x c. South 8. Shading (Shade Closed) % Glass SC Eff. % Glass a. North 3'0 x �AA _ b. East %, x c. South d. West x e. Skylight -� x .77 9. Interior Thermal Mas Mass TYPE 1 MASS AREA - IntenorNisslCFA GOND. FLOOR TYPE AREA - 10. Exterior Wall Mass Q 2 MASS AREA 11. Heating System Exterior Wall Mass 1 � ND. FLOOR AREA x = W �' , 62 Sum +5 � Zonal Control? ( Y / N) E or SPF Dun Efficiency [0.781 Effective SE or 12. ('.nnling4ystem (0 72/6 61 HSPF (036/5.15) _ %►h�L r -i Zonal Control? ( Y / N) SEER .51 Duct Efficiency 10.74) Effective SEER (7.03) 13. Water Heating �j (�-• Type [SGJ - Credit [none] � �' Point Tnt!'�I1 10 i. ' O M Ie O O 40'-0 0/0 STEEL Q 4" A I 4" P I Main Frame ,hadfons of Una: '2' 3 NOTE: A N PRODDRAWING DIA. * . 1/2" 1 1/2" C reactions s are shown in Kips A ne4ative value, indicates 3/4" 2 1/2" opposite direction T" 3 1/2 -Front sw k 1 1/4" 3 1/2" Bock SIN Hor+ �Jy z 3 Hor + Mom + Mom + Condition Grid Ver Her Mom DEAD + UVE LOAD A 1.5550 2.6490 0.0000 DEAD + LIVE LOAD C 1.5150 -26450 0.0000 DL + WLL A 4.6120 -4.7210 0.0000 OL + WILL C 0.2770 -3.6820 0.0000 DL + WLR A -2.5830 1.5200 0.0000 DL + WLR C -5.6410 41250 0.0000 OL + 1/21.1. + WILL A 3.0510 -3.5460 0.0000 DL + 1/2LL + WILL C 40270 -4.1570 0.0000 DL + 1/2LL + WLR A 1.1670 2.6550 0.0000 OL + 1/2LL + WLR C =1:1990 3.7540 0.0000 DL + 1 /2WLL + LL A T7020 0.1390 0.0000 DL + 1/2WLL + LL C 11160 -43400. 0.0000 ANCHOR BOLT SETTING PLAN Environmental Health JAN 0 8 2002 Chico, California . O 0 `�7 B %C) - M 90 7 .s -42 OSx M LEFT & RIGHT ENDWALL COLUMN REACTIONS @ CORNER COLUMNS DL + LL DL + WL Q.9 k ti.5 k 11.3 k INTERIOR COLUMNS DL+LL DL+WL 2.3 I/ �4.0k 13.5k U1 3 3 PRODDRAWING DIA. * . 1/2" 1 1/2" STATUS EC2 AEP3IIYeL: THESE )RAWINGS, BEING FOR APPROVAL, ARE BY DEFINITION NOT FINAL, 4ND ARE FOR CONCEPTUAL REPRESENTATION ONLY. THEIR PURPOE'E IS TO CONFIRM PROPER INTERPRETATION OF THE PROJECT DOCUMENTS. ONLY DRAWINGS ISSUED "FOR CONSTRUCTION" CAN BE CONSIDERED AS COMPLETE. . FOE PFQuiT THESE DRAWINGS, BONG FOR PERMIT, ARE BY DEFINITION NOT FINAL IN THA", AS A MINIMUM, PIECE MARKINGS ARE NOT IDENTIFIED. ONLY DRAWINGS ISSUED " FOR CONSTRUCTION " CAN BE CONSIDERED AS COMPLE TE. f;Z;j EDL CCLLSIFUC3InN. U FINAL PRAWINGS. ANCHOR BOLT o BOTTOM OF Of [ BASE PLATE AI - 5/8" 2" 3/4" 2 1/2" W�9 T" 3 1/2 1 1/S" 3 1/2" 1 1/4" 3 1/2" ANCHOR BOLTS BY OTHERS �Jy z 3 (0 12' O.C.) W I a SIDEWALL M I A.B. SETTING RAN FOR FRAMED GIBE NMIG A. BOLTS 1/2'e BASE F.L. THK. 1/4' FIELD LQCATED ' STEEL UNE o \_ 1 1/2 11/2 r 2 2 Formed Base Trim Section SEC. 'A' F.O.. Walk Door lI Open Wall 1ECDON w/o PANEL RECESS SEC. 'B' • • Pend Rena 21 2 SDEWALL STEEL LINE SEE ANCHOR BOLI PLAN I BASE PLATE DETAIL . DET.- '!' BASE PLATE DETAIL DET. 'C BASE PLATE DETAIL A. BOLTS 31eO BASE I' L THK. 5/1' A. BOLTS 5/1"e BASE F,L THK. 1/2" A. BOLTS 5/1'0 BASE P.L THK. 1/4' LEFT & RIGHT ENDWALL COLUMN REACTIONS @ CORNER COLUMNS DL + LL DL + WL Q.9 k ti.5 k 11.3 k INTERIOR COLUMNS DL+LL DL+WL 2.3 I/ �4.0k 13.5k U1 ANCHOR BOLT DIAMETERS HAVE BEEN DESIGNED BY THE METAL BUILDING MANUFACTURER BASED ON AISC METHOD WITH COMBINED SHEAR AND TENSION. DEVELOPMENT, EMBEDMENT AND HOOK LENGTH OF ANCHOR BOLTS IN THE CONCRETE ARE DESIGN RESPONSIBILITY OF OTHERS. ALSO DESIGN OF SHEAR ANGLES, TENSION PLATES, HAIRPINS, AND ANY OTHER EMBEDDED MATERIAL IN THE CONCRETE SHALL BE DESIGNED AND PROVIDED BY OTHERS. NOTE ANCHOR BOLT PROJECTION IS FROM BOTTOM OF BASE PLATE. ANCHOR BOLT PROJECTION PRODDRAWING DIA. * . 1/2" 1 1/2" STATUS EC2 AEP3IIYeL: THESE )RAWINGS, BEING FOR APPROVAL, ARE BY DEFINITION NOT FINAL, 4ND ARE FOR CONCEPTUAL REPRESENTATION ONLY. THEIR PURPOE'E IS TO CONFIRM PROPER INTERPRETATION OF THE PROJECT DOCUMENTS. ONLY DRAWINGS ISSUED "FOR CONSTRUCTION" CAN BE CONSIDERED AS COMPLETE. . FOE PFQuiT THESE DRAWINGS, BONG FOR PERMIT, ARE BY DEFINITION NOT FINAL IN THA", AS A MINIMUM, PIECE MARKINGS ARE NOT IDENTIFIED. ONLY DRAWINGS ISSUED " FOR CONSTRUCTION " CAN BE CONSIDERED AS COMPLE TE. f;Z;j EDL CCLLSIFUC3InN. U FINAL PRAWINGS. ANCHOR BOLT o BOTTOM OF Of [ BASE PLATE AI - 5/8" 2" 3/4" 2 1/2" 7/8" 3 1/2" T" 3 1/2 1 1/S" 3 1/2" 1 1/4" 3 1/2" ANCHOR BOLTS BY OTHERS 1 3/4 F. O. WOT14 = SEE IIELOW 3/4 STEEL UNE Vo 312 372 1 1/4 DOOR OPENING W0174 SFE BELOW) 1 1/4 STEEL UNE _.. A Minimum of 1/4' Space 1W, le A', -1 tam tee Sheet Eat to eny Surfep. STEEL UNE MK. SIZE W x H CITY. MK. 1M0114 TYPE SWING QTY. A 12'-0 x 10'-0 ONE B S-0" 3010M - ONE B 8'-0 x 10'-0 ONE (0 12' O.C.) Mehr By Oarwe) Fmiried now FIELD LOCATED I A.B. SETTING RAN FOR FRAMED GIBE NMIG A. BOLTS 1/2'e BASE F.L. THK. 1/4' FIELD LQCATED ' A.B. SETTING RAN FOR WALK DOOR A. BOLTS T/2'0 Wke: _.. A Minimum of 1/4' Space 1W, le A', -1 tam tee Sheet Eat to eny Surfep. STEEL UNE :SIN Line W.1 Pend - 46JUN a (0 12' O.C.) Mehr By Oarwe) Fmiried now Fermat law Trim (aFL7J) REF.: NS-i2A REF.: Formed Base Trim Section SEC. 'A' F.O.. Walk Door lI Open Wall 1ECDON w/o PANEL RECESS SEC. 'B' • • Pend Rena CABLE BRACE REACTIONS. @ ENaWAUS - 1.4 k 12 k DUE TO WIND ` CABLE BRACE REACTIONS @ SIOEWALLS \ H. \♦ BRACING REACTION H V DUE TO WIND 2.43k 2.0 k DUE TO SEISMIC k REVISIONS lrf DATE DESCRIPTION BY CK'D . metallic bu11 !ng company. 1-26-01 FOR CONSTRUCTION JH TF 7301 FAIRVIEW -HOUSTON, TEXAS -P.O. BOX 40331` ZIP 77041 (713) 466-778 ZIP 77240 DESCRIPTION ANCHOR BOLT SETTING PLAN SIZE CS -30'-O x 46-0 z 12'-0 E.H. (3:12) -CUSTOMER GINNO CONSTRUCTION ALLEN HA LOCATION CH1CO, CA. CAD B JH DRN. IY - CK D IY DATE SCALE JOB N0. PH ILD NOFC. SHEET NO ISSUE NONE -0805-197859 F1 of 1'' 0 �: County (-nV;rO"MEMltal' Healfh DD Date 8 tq I lb %-/ I I � \L —16 D 20o / OA 1Y Environmental Heaith D E C 2 1 2001 ZKicb,CalifoMla"... 0 B: 25778' THIS 13WG_ f-'AEpAnEa FRS COMPMEP INPUT LO�tDS & DIME�lSIONS2 SUBMITTED BY TRUSS HFR. : • TUa' `: 257 Z`:b F3H-i_RiaCH t62 _ TC X -LOC .L -R: Q_29_'- -6.79 11_37 _J5 54 22:0 i� -ROT CH€ nD 2X4 FIR -LARCH it� � WEBS 2X4 FIR -LARCH 'STANDARD X LOC L -R: 0_29 7.24 11_17 i5..4Sr. 22_04 CONVENT?ONAL FRAMING FS t4QT THE RESPONSIBILITY OF THE _(BUSS USE THIS DESIGN 'FOO COMMON HIP TRUSSES a24* ax. EXTEND TOP: m ; �- DESIGNER, PLATE I,� mmuFACTLR. NEAR TRUSS FABRICATOR_ PERSONS CHORD TO HYP RAFTER AND SUPPORT EtiEAY ='£URj .FEET_ LITERALLY 1+ ERECTING TRUSSES ARE CAUTIONED TO SEEK ADVICE 8Y LOCAL, BRACE 'FLAT TOP GSDWITH 2X$ #3 DR 'BETTER HEM -FIR X24` ).C�_ U ii. PROFESSIONAL ENGINEER REGARDING` CONVENTIONAL FRAMING. WITH 2=16D MAILS AND ?X4 DIAGONAL BRACE PER BKPT -7F FIGURE 5 (B) SUPPORT PIP RAFTER 'WITH CRIPPLE !EVERY TWD} TRUSSES 'E3E3) to ' 1? HIR DESIGNER TO SUPPORT T -]Ll �e SACKS '±WITH NO WEBS.its SINGLE CUT 'WEB' END CONNECTOR PLATES WJST HE INSTALLED Its ACCORDANCE WITH REOUIREMENTS OF I.C:B-0- RESEARCH WEPORT 1 2549. TOP CHOM SHALL : _911 LATEAatLtY g�eACED '•ti7TN 'gAi�ERLY Et`NNECTED IxP!lRLIi S SPACER, T _A MAXIHLF,4 OF `24 ALL PLATES ARE TCS BE CENTERED ON THE JOINT. LEFT TO RIGHT AND _ 0 TUP TO BOTTOM. EXCEPT" WHEN LOCATED BY CIRCLE OR DIMENSION- CONNECTOR PLATES CEStiaJEO FOR GREEN LUMBER" PER `ttC?S, SEE D RAKING 130 FOR PL&3E LOVATILiNS ON T YPZ�AL �4�3INTS." TABLE ;8.I . NOTE_, 2X4 43 rrlEtrt-FIFi tR BET T -A CQltTlta�.,'C7tfS L1 TERAL 80TTGN ,;:r DRO BRA INS @ 72" MAX. .OI _C_ REQUERED. ATTACHWIT'H 2-16d MAILS. 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