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HomeMy WebLinkAbout038-170-030a 4� 38-17-30 .PETEaKONYN 8826 Midway, Durham Contr: Steve "`Si ke Permit#821-86B,P- 'M(new single-family): t _ 38-17-30 ,Con t t-eve-Sicke - 011.30-86B(add carport/SF) flff8-I70-030 02-0185' KONYN, PETER 8826 MIDWAY, DURHAM CONT: NORTH VALLEY BLDG METAL BLDG, ALMOND STG 17p_O3a MASONRY WALLS N E S W 1 st Lift 2nd Lift 3rd Lift 4th Lift.:-' 5th Lift 6th Lift FIRE WALLS Occu anc , Area, Property) Gypsum Board 1 st Layer 2nd Layer Walls Ceiling NOTES: ti Y "a i �J COMMERCIAL C�- r038-170-030 - --02=0185 KONYN, PETER 8826 MIDWAY, DURHAM CONT: NORTH VALLEY BLDG,,- METAL LDG•-METAL BLDG, ALMOND STG • • 'Ftccc� F,levcvkon av-4 �CO:4 JOB FINALED (Date)14 Signature a% 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) APPLICATIOtIl AND PERMIT 02-0185 ASSEfffflgAjFI�QliffSo / ZONING BUILDINGPERMIT , "'PETER KONYN TE342 -3796 SO. FT. OCC. BUILDING VALUATION 000 U 3 176,000.00 . OWNI� f lJ V k1ff M DAYTON HWY , DURHAM 95938 c"OWItNTALLEY BUILDING SYSTEMS TELEPHON345—7296 ' I CONTTTQR'DD�EVENS LN, CHICO 95973 1 f� I CONSTRUCTION LENDER I Fireplace I LENDER'S MAILING ADDRESS Total Valuation $176,00 .00 ARCHEA�ZNEC OR ENGINEER - ADALL ENGINEERING LICENSE NO. 32934 Filing Fee {. $ - 20.00 Permit Fee 905.50 ARCHITECT OR ENGINEER'S MAILING ADDRESS ' 4958 PONDERSOA WAY, MID PINES, CA 95345 Plan Checking Fee $588.50 BUILDING ADDRESS 8826 MIDWAY, DURHAM Energy Pian Checking Fee $ $ PERMIT FEE $1514.08 LOT NO. SUBDIVISION'S NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF l] Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap7.00 Solar or heat um 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 M Describe Work: NEW METAL. BLDG FOR ALMOND HTTIL STORAGE Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home I S I G I W @20.00 PERMIT FEE $ ELECTRICAL PERMIT Fling Fee 20.00 LESS Main Service zo.A 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. License Class 7� LIC. NO. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I 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 an I policy number are: Carrier Policy Number 03a Q� Izo r (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. X ___ Z O Signat o Applicant - ❑ O e ❑Contractor AgentAn OS permit is required for excavations over 5'0" ddeep nd demolition or construction of structures over 3 stories in height. Main Service 200A TO 1000A 46.00 NEW CONST. OWEwNG Occup. so OR ADONS. ( 8 ACC. S.3.5¢FT. NNOµp°SID. T. J.MULTI-_CUTLET @7.50 POWER APPARATUS 8 SINGLE OUTLET C1 R. 20 Q 1.00 Ex. Occup. OUTLET OR FIXTURES BAL. @ .so LNS Ex. Occup. ouTLEeorsA AEsID.°eA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wirin 23.00 El PERMIT FEE $ MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE $ Mobile Home Installation Fee $ Energy Inspection Fee $ Occ U3 CONST. TYPE II & TOTAL FEE $ 1514 - 08 HA D. IMP FLOOD CDF p H E This permit is hereby issued under the of the Butte County Code and/or indicated 4forees have ByReceiptNo. PERMIT E applicable provisions Resolutions to do work been paid. Date 337232/$536.00/3(/3157 9 �r 10R/ WHITE-D.D.S.-B.D. CANARY -ASSESSOR " PINK -INSPECT• R' GOLDENROD -APPLICANT COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 SCHEDULE OF FEES DUE OWNER. U r ` i vi PROPOSED BUILDING USE l 1. BUILDING PERMIT FEES --Balance Due ........................................................ $ --Additional Fees Due ............................................ $ --Additional Fees Due ........................................... $ 2. --Revised Plan Checking Fee .................................. SCHOOL DISTRICT FEES ;� n I -CA $ r ` v 3. (paid at District Office) SHERIFF FEES (paid at Building Division) Residential .................................... x $360.00 = $ Units Commercial (sq. ft. & x $0.03 = $ g `y' CO Sq. ft. 4. URBAN AREA FEES Residential ............................ _x- # Units Amt. Commercial (Sq. ft.) ............. x Sq. ft. Amt. 105. RECREATION DISTRICT FEES 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) 7. SRA FIRE INSPECTION AND PLAN CHECK $89.00 (paid at Building Division) 8. WATER TENDER FEES (Battalion # ) $200.00 (paid at Building Division) 9. CSA 87 TRAFFIC FEE $2500.00 (paid at Building Division) 10. OTHER 3� A.P. # 3 DATE I RECEIPT # DATE REC. 3Z.;�7 3VS 65 S At time of permit application, I was advised the above fees are required to be paid prior to issuance of the building permit. These fees may be changed during the plan checking process. APPLICANT ` l J �'�L� DATE 2 �� Pursuant to Governm8fit Code Section 66020, you are hereby notified that items 2, 3, 4, 5, 6, 7, 8, 9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original - Building Div. 2nd Copy - Applicant 3rd Copy - Owner (Rev. 6/00) i COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville, CA*94965'Phone (530)53877541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET,. YJ ASSESSOR PARCEL NUMBER OWNER:.. Proposed Building Use: Counter Technician: Date: Items required in order to apply for a permit: Al boxesfMUST be checked OR marked NA in order to apply. N7' 1.. Plot plans, 3 or 4 sets, signed by the preparer of the plans. . Complete plans, 3 or 4 sets, signed by the preparer of the plans. 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! _ (66 5. Energy compliance design and supporting documentation in duplicate. �/7Metal anufactured homes: (A) Data sheets and installation instructions, (B) Marriage line information, (C) Floor Plan, (D) Tie down or undation plans, all in duplicate. buildings: (A) Metal Building Plans, (B) Foundation plans and calculations in triplicate, (C) Elevation views in triplic; w. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. Items required for initial plan review. If checked items have not been received, plan review cannot proceed. The permit will be indexed and returned to the plan review line-up when required items are received. Date Received By 8. Flood Elevation Certificate, wet -stamped and signed, ,in duplicate ................................ ❑Plot plan and business license approval from.the City ofBiggs,..... ............................. Letter of intent for non-residential buildings .................. :.........................:............. 1 etached Accessory Building Form filled out by the owner.... .: ................:..........:. ` . 12. Hazardous Material Form..................................................................... :.......... �i ❑ 13. Other Rem ining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) / 14. Fees as shown on the attached Schedule of Fees Due Sheet ....................................... a ?5. Statement of Intent for Non -heated and A/C Buildings ......................................... 1'6. Sanitation and plot plan approval from the Environmental Health Department ❑ 17. City of Chico Plumbing permit......................................................................... ❑ .California Department of Forestry plan a� oval ❑paid. Sent by: ...................... • ' lanning approval for (A) Use: ,i� )Parking: rfi,P,✓y �CParcel Check: lea 20. ContactLand Development about ❑ ImprovementsCR'6ainage.............................. C4.GLL� ❑ 21. Encroachment Permit for driveway from the Public Works Dept. (construction approval prio to ccupancy). ❑ 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) ..................... r ❑ 26. Letter of Signature authorization .............................. ❑ 27. Recorded copy of Agricultural Acknowledgment Statement .................................... ❑ 28. Manufactured home utility clearance............................................................... " ❑ 291. Existing violations and/or expired permits......................................................... ❑� �. ❑ Grant Deed, ❑ M.H. Titlq/Statement of Facts, ❑ Letter from Legal Owner, ❑ Check to H.C.D. $ . . 1. Other: "�dhen issued Teleph ne 2 1 jo and hold for pickup. e I have been informed of the above items and requirements for obtaining a building Applicant: �-� Date:fermit. 1. Index permit application for the above items numbered:11y4 Plan Check Letter 2. Additional items required oll Contractor, designer, owner, was advised of the above data by ❑ p one, ❑ mail, ❑ counter, by Date: Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Plans reviewed by: miz, Date: I -70 -o Z Plans approved by: Date: Q Structural reviewed by: Date: 22 OL Structural approved by: Date: 2.12 8 1 1 OZ Note transfer by: Date: Yellow: Building Division E.N. USE CAILY �f P162. tan Attached (nous fan Attached Sent to ®.D. TO: Building Department FROM: Environmental Health ®l SUBJECT: Sanitation Clearance rdA) e2 `1 740 —��� O er Loca on AP# Plan Approved for: Sewage Disposal ✓" Water Supply: Public Private Well Clearance for dwelling. Other -CL�� � Hold final for: Final clearance O.K. for: NOTE: Environmental Health Specialist Date 8/96 T� School District A.P. Number Property Owner ,fir n..-- ...� �.. .,:i I.tn' .. .•. • l�. , �,�.. r ��,. :�" s.',a r .-.�'�'1.,��r .�.Y' i�,li ....r"r'..;�},� 4 F � •, t � f, ; :�.!7t^"i�l.,�'y„e-�'4�. _ <r BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) I\ Building Department No. 030 -' 170 — 00 Jurisdiction: Clty County -Puey- V.o rng Property Location/Address D (J 2b" ty I d Subdivision 0 Lot No. Residential Development .................................................................................................................. Sq. Footage No of Living Mobile Home t ;, .. Addition/ 'Supplemental to '• , �• -- (Group R) Units Ir{stallation ,r/` `• i ;onversiori }' Permit .- , 1 :............................................................................................... • No foundation inspection ..): Commercial/Industrial EP M Sq. Footage 1000 News Addition (Including Exterior .� Roofed Areas) 1moor rians reviewea oy scnooi uistnct District Identification No. 61 8 DURy-17'70 (J/V / `/ E.y School District certifies that Date i67 koNyN (Applicant) MA. HIDwAY (Street Address) (Phone Number) cA (City) (State) (Zip Code) has complied with the requirements of Resolution No. D D by payment of $ representing tVfi� square feet.. AB 2926 $ FULL MITIGATION'- t $ r School District Representative Date Paid by Check N AJ Ad Remarks: t1c'eZE- 5 A/Q 1. V&—b Notice: You may protest the imposition of the fees identified above by submitting a written protest to the District, in compliance with Government Code Section 66020(a)• within 90 days from the date fees are paid. Failure to submit a timely written protest will prohibit you from challenging the imposition of the fees in any court action. If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is notified by the applicable Local Planning Agency that this project is being reviewed under the California Environmental Quality Act (CEQA), . this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. White (applicant), Yellow (building department), Pink (school district) feeform.xls (10/98)dmm ,,1 OK O=Not OK - = Not Applicable ' = Not Reedy OK except If's COMMERCIAL y , on iK6- Setbacks -Easements -Flood -Slope -Soil Report ryMain: Soils-Ufer Ground.-Ftq. Depth 3!(old Downs -Bolts -Straps -Embedment -Hair Pins 4. Concrete -PSI -Cert -SP. insp.-Loc. 5. Stemwalls, Main; Steel -Bloc kouts-Wrapped 6. Reinf. Steel -Grade -Placement 7. Sla teel-Wrapped-Wire Mesh &I -Steel 9. O.W.V.; Fall -fitting -Test -2 Way C/O -Sewer Test 10. Gas Pipe; Size -Anchors 11. Water Pipe; Test -Anchor -Regulator -Service Test 12. Electric; Underground, Underslab 13. Pienums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts -Joists -Vents -Cripples 15. Masonry -Rebar -Lifts Date dot Card B t Date Card B-1 Date Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except It's 18' Water Htr.; Vent -Access -Combustion Air -Baffle 17. Water Pipe; Test & Anchor -Nail Protection 18. D.W.V.; Test -Fittings & Anchor -Nail Protection 19. Sinks -Floor -Grease Trap 20. Handicap-W/C-Backing 21. Gas Pipe; Size & Anchors - Firewall Penetrations Date Card B-1 Date Card -B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except a's 22. Fixture & Transformer Clearance -Ins. Protection 23. Single Phase -Three Phase -Equip. Bond 24. Size Boxes & No. of Conductors -Stapled 25. Romex Installed Close to Edge of Studs & C.J. 26. Equip. Ground made up w/Mech. Fastners-Bond Gas & Water 27. Wiring -90° -Protected -Color Coded 28. Subfeed Wire Size / / ga. Cu or AI-A.C. Wire Size / / ga. Cu or Al 29. Fire Resistive-Fixture-Conduit-G.F.I.-Susp. Ceiling 30. Service -Riser Conductors & Ground -Main Disconnect 31. Equip. Clearances Panels-Motors-Mech. Equip. 32. Fire Wall Penetrations Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except a's 33. A.C. Ducts Insulation & Support 34. Vent Fan; Exhaust above insulation 35. Condensate Drain & Overflow; Size & Grade 36. r'urnance-Vent; Access -Comb. Air -Return Air Vent -115 outlet 37. Attic Access & Platform if Furnance in Attic 38. FI.V.A.C.-Ventilation-Roof Access 39. Smoke & Fire Dampers ' Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FRAMING (Plans) OK except p's 40. Sils, Proper Material & Anchors -Hold Downs 41. Walls Studs -Nailing, Spacing & Bracing -Plates -Sound 42. Bearing Walls over Girders & Floor Nailing 43. Draft Stop in Walls (rat proof) 44. Fire Stops; Furred Ceilings -Stairs -Chases 45. Headers & Beam -Size & Bearing -Support Fix. Date FRAMING (Continued) _ 46. Hangers -Post Caps -Anchors -Connectors 47. Roof Shthing-Nailing-Diap.Chord Splice 48. Firewall- Doo rs-Area-Occp.-Prop. 49. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 50. Glu -Lam cert. -Placement -Support 51. Steel Buildings-Purlin-Girders 52. Property Line Firewall & Openings 53. Ext. Doors -Handicap Access 54. Stairs: Width -Headroom -Rise -Run -Landing -Fire Protection 55. plywood on Roof Overhang -Attic Vents -Rafter Outriggers 56. Siding-Nailinq Veneer Certificate of Occupancy (NOTE: An entry must be made each time you visit the job site) 57. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 58. Glazing Area -Glass Protection -Skylights -Plastic -Fire Port. 59. Shear Walls -Plywood-Nailing-Conn to Roof 60. Insulation -Walls -Ceilings 61. Infiltration -Walls -Windows 62. Corridors -Openings -Fire Protection -Framing Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except a's 63. Ext. Steps -Door & Sidelight Protection -Landings 64. Exits -Size -Number -Placement 65. Furnace; Vents -Clearance -Comb. Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 66. Sprinklers -Placement -Test 67. Suspended Ceiling-Seismic-Wires-Elec-Light & Mech. 68. Elec. Trim & Subpanel; Breaker Sizes & Labels 69. Stairs & Rails 70. Handicap -Door Levers -Fin. Floor 71. Elec. Outlets at Wood Panel; Int. & Ext. 72. Wtr. Htr.; Vents -Clearance -Comb. Air-Connector-P.R.V. Above Floor-Mech. Protection 73. Plb.. Elec. & Mech. Equip. Listed for Location 74. Insulation -Foam -Looked in Attic O Yes 75. Guard Rails & Deck Construction -Post Caps 76. Fdn. Vents & Crawl Hole Door -Drainage & Wood -Earth Clearance Looked under Floor O Yes 77. Stucco; Brown -Finish 78. A.C. Unit; Disconnect, Electrical, Plumbing 79. Vents Above Roof; Plbg.-Appliance-Fireplace.-Clearance to Openings 80. Water Well; Disconnect, Electrical, Plumbing 81. Exterior Elec. Trim; G.F.I. Receptacle -Underground 82. Off Site -Parking -Handicap 83. Glass Protection 84. Corrections from Previous Inspections 85. Gas Test -Meters Tagged; Gas -Electric 86. Water & Sewer Connected -C/O to Grade -HD Approval 87. Energy Compliance Certificate -Other Certificates 88. Roofing Certificate -Fire Rating Date Card B-1 Date Card B-1 We dard B-1 Date Card B-1 Date Card B-1 Date Card B -1 - Comments at Final: Certificate of Occupancy (NOTE: An entry must be made each time you visit the job site) .... ' . - .. -:�` - ...... COUNTY OF BUTTE % BUILDING DIVISION" DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 z CORRECTION NOTICE R ;11 04`7 - PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. E7a 016 S7G1tL 11-X//lad/rlG' Al 1�''14 BUTTE COUNTY ENVIRONMENTAL HEALTH DEPARTMENT HAZARDOUS MATERIALS AND EMMISSIONS QUESTIONNAIRE (A Building Permit cannot be approved without this completed form.) BUILDING PERMIT NUMBER 09 — 0136 APN 038 -/-70 -030 Firm Name / Erez ZL Hty Address 88ZG M I hu)A.-u - I )L -Le 1 A4_t 1C a - q7sq3 Nature of Business Aln�atin t�t2cxll�, Contact Person �ETL .��L1� Phone # 1. Dogs your business or that of your tennants handle, store, or transport hazardous materials? NO El YES NOTE: Hazardous materials are defined as any material that, because of its quantity, concentration, or physical or chemical characteristics, poses a significant present or potential hazard to human health and safety or to the evironment if released into the the workplace or the environment. "Hazardous Materials" .include, but are not limited to, hazardous chemicals, hazardous waste, paints, oils, lubricants, fuels, flammables, combustibles, corrosives, gases, and any material which a handler or the administering agency has a reasonable basis for believing to be injurious to the health and safety of persons or harmful to the environment if released. 2. Do you or will your future tenants handle store, or transport 55 gallons, 500 pounds, or 200 cubic feet (at stag . rd temperature 4 pressure), or formulation containing hazardous material? NO OYES 891-2727 If you answered YES to 1 or 2, contact the Butte County Environmemtal Health Department (916-5 �RRI) for a review of the project. 3. Is the business/facility/operation to be located within 1000 feet or the outer boundry of a school or s�chh I site? ONO OYES IF YES, name of school. 4. Does the business/facility/operation have the potential to emit any air pollutants; e.g., dust, soot, odors, fu es, vapors, or other volatile compounds? a NO El YES IF YES, contact the Butte County Air Pollution Controlistrict (916-891-2882) for permit requirements. Owner or Authorized Company Representative W. `J 29 Z §.gnature /Dat BCEHD BCAPCD 0 The applicant has met or is meeting the plicable requ* ments of Section 25505, 25533, and 25534 of the Health and Safety Code and the requirements for a permit from the Butte County Air Pollution Control District. El11 The Above Regulations Do Not Apply To This Facility. BCEHD Signature BCAPCD Signature Date Date WHITE - Building Dept • 0 YELLOW - Env. Health 0 PINK - APCD, 0 GOLDENROD - Fire Dept. PROJECT PROCESSING RECORD Applicant: I ``©r�� U l Permit #• O'. - 01 Owner: A.P. # 7)5$ -1-7 y — 03C� Work Description: Date Description of -Step -co1 Y1 ,, —,, , bit 1 3.n i 0 2 KL+Utvn Ly&,Yn 0� Lo 3. �� • o Z �W I� �.Qr- vim �10D-zL u--Ia� — e,o�► C4- - �� w d -L, /Low f-►-�,c.� . 3 .I9 02. d� v -kA, FROM :CurryGroup Inc 9 Curry Group Inc. June 10, 2002 CGi: 02.1005.99 North Valley Building Systems Mr. Andy Wood No. I I Three Sevens Lane Chico, California 95973 FAX NO. :5302231442 Jun. 10 2002 10:23AM P1 RE: High -Strength Baiting Special Inspection Peter Konyn bull- 8826 Midway Durham, California. Dear Mr. Wood; (724 1,occk.t1"(1 [).rive, 81,10*c 4 RCCIC DR, CA '.)6002 530-2*23-1277 S30-223-14112 FAX On June 7, 2002, a CurryGroup representative observed tensioning of 3/4 -inch and 7/8 -inch ASTM A325 high-strength bolts at the project site. Bolts and nuts were identified per the AISC Manual of Steel Construction. Tensioning was by the calibrated wrench method. Our representative calibrated the erectors tensioning Procedures using three -bolt assemblages for each each tension connection. bolt length and diameter in our Skidmore Wilhelm Tension calibrator. Following calibration, our repre:entative verified that tensioning was completed at Based on the calibration tests and our observations, to the best of our knowledge, the work was completed in accordance with the approved plans and specifications, Tensioning at the observed connections meet the minimum tension requirements of the Uniform Building Code. We have employed generally accepted inspection and testing procedures. However, we do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility EO produce a completed project conforming to the project plans and specifications. No warranty is expressed or implied. If you have any questions regarding this Information, please contact me at (530) 223-1277 at your convenience. Regards, P, INC. IJtfford 'Curry President CGI: coPy,*ig1J( 2002 CG02L 146 4 y COLOR CODE USED ON PLANS Blue = Engineering Pink = Firewall Green = Braced wall panels Yellow = Important COMPLY WITH ITEMS INDICATED BELOW Your parcel lies within a designated 100 -year flood plain. Finish floor, electrical, HVAC equipment and services shall be a minimum of one _foot above the elevation shown on the attached. Flood Elevation Certificate. A.Post Fluurl Eievuiion.Certificate willalso .be required -if an y C�ec Note: We will normally accept the following as compliance with the flood elevation /�5��/%7�1 requirements: 1. Building is anchored to concrete stemwall system with conventional anchor bolts. 2. Building plate on top of stemwall to be one foot or more above the 100 -year flood elevation. (Plate height less than 24" above grade, or engineered design required). 3. Electrical, heating, ventilation, plumbing and air conditioning equipment and facilities located above the plate. 4. A_t least 2 openings to extPrtnr wall.q lnratP-A on QnnncitP nr adjacent walls with 3 total net area nf not less than 1 square inch for every square foot of enclosed area. 5. The bottom of the openings shall be no higher than 1 foot above grade. 6. The openings may be screened or covered with other devices that will permit automatic entry and exit of floodwater. ❑ . Parcel lies within the State Responsibility Area (SRA). Comply with attached requirements. ❑ Fire sprinklers are required in this structure. ❑ The following parcel map requirements shall be met: ® All structures and equipment including overhangs shall be clear of all easements. All setback's shall be as shown on the approved site and 20 feet (25 feet if Federal Aid Route) from the edge of the right of way shall be clear of structures and equipment except for a 2 foot overhang. ® Expansive soil may be encountered on this site. This condition may require the foundation to be designed by a California registered engineer or licensed architect. Page 2 -of 2 Owners Natfie.:F-YJP _ Building Permit Numb er:�2:Q1 Plans Examiner, � 11LDING III -DING IA1w or 61 FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE important: Read the instructions on pages 1 - 7. SECTION A -PROPERTY OWNER INFORMATION (I�ud' APL. Unit, Suite. and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. STATE n and Block Numbers. Tax Parcel Number. Legal Description, etc_.) _r w.... kn...,tlal- Addition. Accessory, eSc Use Cofnments sectbri # 7167W LI NAD 1927 L I NAD 1983 O.M.B. No. 3067-0077 Expires July 31, 2002 For Insurance Company Use:- Company ser Company NAIC'Number 71P CODE C l- -Clo — SOURCE: LI GPS (Type): 11._j I I USGS Oued Map LI Other: SECTION 8 - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION I�tMt1NITY NAME b COMMUNITY NUMBER 82. COUNTY NAME B3. STATE ltA PANEL B5. SUFFIX 86. FIRM INDEX B7. FIRM PANEL B8. FLOOD 89. BASE FLOOD ELEVA1hON(5) I Imo( DATE EFFEFTNEh2EVISED DATE ZONES) (ZonoUO. k+se�depch of flooding) ZD G uarc Lqqa �»�e-$ I I to the sauce d Base Flood Elevation (BFE) data or base depth entered in B9. IS Prefile FIRM L—) Comrmxhity Determined ).-1 Ot1� (Describe): to the datum used for the BFE in 59: X1 NGVD 1929 u NAVD Igae L_) Other (Describe): _ bi 115mg located In a CO?SW Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Ination Date:____r�A - -- SECTION C - BUILDING ELEYATiON INFORMATION (SURVEY 1-1 Yes 'KNo g Ntwa6onst ere based on Constnrc.'tiah Drawings- I—IBuildng Under Constriuction- (_Iruusneo wnsQukuvkr N Elevation CeRificate win be required when construction of the building is complete. V Diagam Numbqr�_� (Select the building diagram most similar to the building for which bus certificate is being completed - see 16 and T. If no diagram accurately represents the building, provide a sketch or photograph.) Sons; -zones Ai -Aso, AE. AH, A (with BFE), VE, V1 -V30, V (with BFE), AR ARIA. AR/AF_ AR/Al -A30, AR/AH, AR/AO *to Items C3a•i bek w a�ng.to the building diagram specified h item C2 State the datum used. K the datum is different from rhm used fa" BFE in Section B, convert the datum to Bhat used for•the BFE Show field measureff r and datum conversion b document the datum conversion. legion. the the ItpraOe provided or the Cormher,ts area of Section O or Sedfah G. els skpfxopri�a- -1 y r .• — A M I�1 Gv� 2�1ComersWo/Commien am le%el marls used _ � �� Does the elevation reference mark used appear on the FIRM? L_) Yes �No ) Top of bottom floor Qrxdtadk►9 basement Of enclosure) fL(m) QEF ESS/0 Tap d nerd higher floor — R(mj )• f Bottom d lowest horimntal structural member (V zones only) ,c�-- — o o f ti Fy i rvrstructural_.c Alladlad gavage (top R(m) ` A. 2 I) I -m est elev-Aon of madhinery and/or equipment / 1t(mj W N0. l l l serAcirig thetrutfdin9�G) 3 .33 fL(m) ,'�/G�-j t� gee 1 Li 3 5LZ (L(m) 1)1fighest adjacent gee (HAG) `rI CIVIC- t) No. d permanent openings (flood vents) wiMin 1 fL above adjacent grade d 9lr OF 4 Total area d afl permanent openings (flood vents) In C3h fV sq. In. (sq. cm) CA SECTION D - SURVEYOR ENGINEER OR ARCHITECT CERTIFICATION ertification ES to bre signed and sealed by a land surveyor. engineer. or architect authorized by taw to certify elevation information. ti that Che information in Sections A, S, and C on this certificate represents my best efforts to interpret the data available. w9and that any false statement rmy be eunishable b fine orkTyxisonment under 18 U.S. Code. Section 1001, IFtFR'S NAME LICENSE NUMBER n P_ C COMPANY NAME STATE ^ ZJP CUUt 0dq'Q ^ 3� DATE IN,TELEPHONE C n 1 vC ---- tit IA'T'1r1rJ pFDi nr.r-c At I nnc�nr Ic r-rWTiruJc tI 7 ANI: In these spaces, copy the corresponding information from Section A. For Insurance Company Use: IS .T ADDRESS llnduding t.. Urrt, Suite, and/or pldg. No.) OR P.O. ROUTE ANO 80X NO. Policy Number ova STATE ZIP COO Company NAIC Number SECTION O - SURVEYOR. ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) h styes of this Elevation Certificate for (1) community official. (2) insurance agent/company, and (3) building owner. Check here if MME - BU MNG M"ATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO and ZONE A (WITHOUT BF>7 Mind Lone A Wthout BFE), complete Items E1 through E3. K Phe Elevation Certificate is intended for use as supporting 10 b • I.Ott41 or LOMR-F Section C must be c=pleted. kQ9AqW Mr1be1' (Select the buildlrsg diagram most aknilar to the txul*V for wf*:ht this certificate is being completed – WIN 6 OM ]. M no diagram accurately represents ft building, provide a sketch or photograptL) NP d ttw bcbom 11001'(rtckdng basement or enclosure) of the b Adirtg Is l -L R(m) ( Llim(cm) U above or Lj below A &%) the hlg me adjacent Wade. hr AO 0*. If 1'o food depth number is available, is th6 top of the bottom floor elevated in accordance with the communitys ordinance? (_-_I Yes I_I No L! UnknowrL The local official must certify this information in Section G SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION "Doa or mWs authorized representative who completes Sectlons A. B. end E for Zone A (widlout a FEMA -issued or 00111M BFE) or Zone AO must sign here. 000141FRS OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME CITY STATE ZIP CODE DATE TELEPHONE I I Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) "IIIA. b v0mrtaed by law or ordnance to adrrtl ftW the comm nWs floodplain marogerment ordinance can complete iA lk C Im Q. v,d G of this Eteva* n Certificate. Co oft the moble lterrl(s) and sign below. fr113 Fab In SecOon C was taken From other documentation that has been signed and embossed by a Aoonsed .surveyor. 'Sour, or tt rhUct who Is suthoized by state or local law to eertlfy elsvatlon k*x matlon. (Indicate the source and date of the )�wnflsrt data in the Comments area below.) AevwtrEly dFdal completed Section E for a building located in Zoite A (without a FEMA -issued or commurdty-issued BFI) or (two M). Ji v M**V WOrmation (Berns G4 -G9) Is provided for comms unity floodplain managetnent purposes. G6. DATE CERTIFICATE OF ISSUED IN Ars bin issued for: L) New Construction LI Substantial Improvement Ind esbAt lowest floor (including basement) of the building is: — fL(m) Datum: Ib Lenr AO) depth of flooding at the building site is: — fL(m) Datum: uu■_q Unit Check here if attachments c�r_nI nrf_^ 1',I I oc-�r-_�nnl Ic r_rvnnr,lc .:31p Crandall Engineering p.l Crandall - Engineering 40282 Highway 41, Suite 8 www.crandallengineering.com Oakhurst, CA 93644 Phone: (559) 642-4844 Fax: (559) 642-4884 March 21, 2002 Mr. Tom Kuykendall Land Development. Division Department of Development 5ervrce5 7 County Center Drive Oroville, Ca. 95965-3397 Subject: Building Permit #02-0185. ' Dear Mr. Kuykendall: While no specific grading and drainage plan has been prepared for the proposed agricultural building for Peter Konyn, the contractor rs aware that no appreciable increase in stormwater runoff from the site 15 allowed to result from this development. To ensure compliance with this condition, the contractor will take all measures necessary to direct runoff from the building away from adjacent property boundaries and into the orchard on the parcel. Measures may include, but not be limited to, piping water from building downspouts to outlets away from property Imes; minor grading of the building area; and congtructing minor ditches or swales as required. Please call me if you have any further questions on this matter 51ncerely, 1IC J. Andy Cranc cc: nubs 02074 7CRAM-o.;ALL ENGINEERING 3NEET 1 of �(4p 4958 Ponderosa Way P.O. Box 124J013 NO: Mldpines, CA 95345' I�Z-z�OL DATEt Phone: (209 )966-4844 Fax: (209)988 -4744 �oc� tett CIU f OY1 �'f LF�12• iQJu� ri �O "� j 2'( � rL �FCSSIO/� N, CRgNF� Tjo�OIZ7�v►ab Q 32,34 a Exp. 'Q,"' Y/ "' Lam" jl �c9(�'� Com. AE OF Cl. - � ►Irl 1 • 'per ���L ���� TL� �n W -,!:p — �� 31S �- 3.� �- �,00 � Ido •-j �� - 21 ,c ` 1. •Cpl �j rlac)'r1w' rQ BUILDING DEPARTFIEPII �ppB0- V.6 D C ND I 1 NDIN IND SHEET OF _ 1958 POMsrou WIy . Midpinw, CA 95315 JOB NO: !2 0 MATERIALS CONCRETE WTK.CF OVERBURDEN WT • o.» K1CF BASIC SOIL BEARING • +.00 KSF INCREASE FOR WIDTH o. , oo PER FT PASSIVE SP KACF INCREASE FOR DEPTH • e.ae PER FT • o. ACTIVE SP • o. K7CF COEF FRICTION • e.00 SUDINGRESISTANCE• o.» K/SF m I❑ INTE �I Fr.: o B 6 op DI DI SECTION FOOTING PEDESTALL SP • a. ae FT. FOonOG BI • FT. PEDESTAL Dp • a. oo FT. FOOTING Ex • FT. DISTANCE S• a.eo FT. 'FOOTINGT• a.ee FT. DEPTH BELOW F.G.• .se FT. HEIGHT ABOVE F.G. o.ao FT. LOADING HORIZONTAL • K VERTICAL • u.+a K STRESS LEVEL aooa COMPONENT WT -1 X WX FOOTING 19.20 1.00 73.90 TOTAL V • 12.09 OVERBURDEN 3.68 1.00 11.81 TOTALRM• 173.18 PEDESTAL 0.15 1.00 1.80 FOOTING • OVER 23.3193.24 BUILDING 16.78 1.00 75.12 BUILDING HORIZ REACT • 9.53 KOaS PASSIVE SP 4.80 HEIGHT • 3.00 FT END FRICTION 0.00 8.00 0.00 RM v -25.59 FTI( FOOTING OVERTURN AND SOIL BEARING e= 0.19 FT r e •v FOOTING W >- OK . e> FOOTING Do .- NA A: 81.00 I • 10.52 S = 85.33 SP • 1.00 SP • 0.80 GOVERNING MAX SP v 0.90 ALLOWABLE= 1.30 .-OK OVERTURN FOS =MOM+• 0.15 MAXv 0.87 .-OK (� LATERAL STABILITY FRICTION • 0.00 SLIDING: ACTIVE SP• 1.30 - FSXAREA• 8.32 e - SLIDING • 8.32 12 0L • 21.05 t TOTAL R 13.12 K SUDING FOS • HIR • 0.65 ALLOWABLE • 0.67 t OK �. LOADING COMBINATION 12 HORIZONTALL= K VERTICAL• +.» K STRESS LEVEL +». COMPONENT WT X WX FOOTING 19.20 1.00 78.80 TOTAL V • 18.09 OVERBURDEN 3.66 1.00 11.81 TOTAL RM • 70.71 PEDESTAL 0.15 IAO 1.80 FOOTING OVER 23.3193.24 BUILDING -7.72 1.00 -28.88 BUILDING HORIZ REACT • .8.58 KIPS PASSIVE SP 8.38 --RM QHEIGHT. 3.00 FT END FRICTION 0.00 8.00 0.007 • 19.71 FT -K FOOTING OVERTURN AND SOIL BEARING e • 0.83 FT 0 - FOOTING OR - OK a > FOOD9 ♦- NA A • 64.00 f • 9.51 S .3 95.33 SP - 0.12 - - SP • 0.41 GOVERNING MAX SP • 041 ALLOWABLE = //• 1.73 e- OK OVERTURN FOS • MOM,= 0.28 MAX • 0.67 _Ox {/ . LATERAL STABILITY FRICTION= 0.00 SLIDING: - ACTIVESP= 1 8.38 FSXAREA• 11.07 suowG • 9.os 14.13 K 172a • 9.05 . SLIDING FOS • FUR • 0.18 ALLOWABL 0.67 e -OK Lll� Tj� CRANDALL ENGINEERING 4968 Ponderosa Way P.O.- Box -124 Midpine_ s• CA, 96346, Phones (209 )988-4844 - Faxt (209)968 -4744 SHEET b OF JOB No-. awl t�—I'S 0ATEt 1 %LZ�tOL � N c� �� ►�c.oa.�. :rl va c� C�� 5RANDALL ENGINEERING 4958 Pondnwt Wq Midph., CA 95345 MATERIALS CONCRETEWT' •.0 KICF OVERBURDEN WT • e.0 KICF BASIC SOIL BEARING• a.ee KSF PASSIVE SP' WCF ACTNE SP • o. KICF COEF FRICTION • e.e• 0 _J 6 "DID DI FOOTING PLAN n SHEET 4 OF JOB NO: �� INCREASE FOR WIDTH • PER FT INCREASE FOR DEPTH' e.ao PER FT SUDlNG RESISTANCE • e.. KISF SECTION FOOTING DIMENSIONS PEDESTAL BP • a.e• FT. FOOTINGBI• FT. PEDESTAL Dp' FT. FOOTING Of • FT. DISTANCES• a.eo FT. FOOTING T' a.o• FT. DEPTH BELOW F.G.• FT. HEIGHT ABOVE F.G.• e.aa FT. • LOADING COMBINATION II - HORIZONTAL • K VERTICAL- a��aa K STRESS LEVEL ua.o•a COMPONENT Wf X WX FOOTING 19.20 4,00 70.80 TOTAL V 0.97 OVERBURDEN 3.54 4.00 14.18 TOTAL RM • 30.32 • PEDESTAL 0.75 4.25 3.19 FOOTING • OVER 23.48 41.15 BUILDING -18.52 4.25 -70.21 BUILDING HORIZ REACT • 5.00 KIPS PASSIVE SP 8.38 Q HEIGHT • 3.00 FT END FRICTION 0.00 8.00 000 RM • .15.00 FTX FOOTING OVERTURN AND SOIL BEARING e• 1.80 FT e m FOOTING DRt HA : s > FOOTING DNS •- OK A • 84.00 1 • 0.59 S• 85.33 SP• 010. SP' 0.28 GOVERNING MAX SP • 0.28 ALLOWABLE• 1.73 •- OK •/ OVERTURN FOS' MWMI • 0.49 MAX • 0.87 t OK r LATERAL STABIlM 'SLIDING: FRICTION• 0.00 ACTIVE SP• 0.38 FSXARFJI• 11.07 SLIDING • 3.48 1.7 DL • 3.49 TOTAL R • 8.87 K SLIDING FOS • HIR • 0.51 ALLOWABLE • 0.87 t OK V/ G: ANCkIOR' BOLT;STRENGTHfDESI GNiCALCULATION� PER UBC 19261.1- . Gj/ Fc = 2500 PSI X= 1.0 (NORMAL WT CONCRETE) � = 0.65 Fs = 60 KSI (A-307 BOLTS) APPROXIMATE LOAD FACTORS DEAD LOAD + LIVE LOAD FACTOR <= 1.7 X 2 = 3.4 DEAD LOAD + WIND LOAD FACTOR <=.75X1.4X2= 2.1 P.-KAMtrrsv��ra DIAMETER` = �• 125INCHES) `#FULL AREAS yti 1227�c YSQrRIN(USFOR C�O�NC,RETE+S,TRE.E NGTH) n `ROOT�fAR ,_ 0!890`S �IN(USED�FORSTEEL;S.TRENGTH), - NO=BOLT r f ` - 2? 01MOF"'� 2i. ; BOLTS �4'TO�,TAI: i *, -6 ;EMBEDMEN,Ts =� � {GAGE'= , w 4INCHES ' . A- Tb STEEL: Pss = 48.1 KIPS/BOLT = 192.2 KIPS TOTAL Vss = 40.1 KIPS/BOLT = 160.2 " CONCRETE: As 1} At = PITCI!== 20.0 SQ IN PC= Vc = LOADING COMBINATIONS: #1 - DL + LL MAX SHEAR = MAX TENSION = 41.9 KIPS 31.9 KIPS/BOLT = 8.5 KIPS X LF = 0 KIPS X LF = COMBINED CONCRETE _ COMBINED STEEL = #2-DL+WL MAX SHEAR = 6.58 KIPS X LF = MAX TENSION = 7.22 KIPS X LF = 127.6 KIPS TOTAL 28.9 <=,OKa 0.08 < 'OKt `r 0.03 <-,OIC: 13.818 < OK. ►�� 15.162 COMBINED CONCRETE = 0.22 COMBINED STEEL = 0.01 #3-DL+WL@BB MAX SHEAR = 0 L = 0L<r-VOAMAX TENSION = KIPS X L = 0=='OKt' COMBINED CONCRETE = 0.00C". OK5 COMBINED STEEL = 0.00 CRANDALL ENGINEERING 4958 Ponderosa Way P.O. Box 124 T• N Midpines, CA 95345 Phone: (209 )966-4844 Fax: (209)966 -4744 �.nn►Jro ��w SHEET _�--O F ��(L JOB NO. r7 tom, OATEs loo -lo Lv e CRANDALL ENGINEERING 4958 Ponderosa Way P.O. Box 124 Mldpines, CA 95345' Phone: (209 )966-4844 Fax: (209j966-4744 SHEET OF ,o JOa NO: 0, DATEt I I tow V- �Od- Lo%`� tsAbr.v --� tX2:e- 6- — C4 - XAV&Q&" t=.�Vt-vw "� dl- (0 Imp E .S ANCHOR BOL+T'STRENGTHiDESIGNICALCULATION P.ER, Ci1925.- r�'Y 11 . l �42 Fc = 2500 PSI ?I = 1.0 (NORMAL WT CONCRETE) 0 = 0.65 Fs = 60 KSI (A-307 BOLTS) APPROXIMATE LOAD FACTORS DEAD LOAD + LIVE LOAD FACTOR <= 1.7 X 2 = 3.4 DEAD LOAD + WIND LOAD FACTOR <=.75 X 1.4 X 2 = 2.1 #DIAMETERS=, .:: INCHES 65.2 KIPS TOTAL Vss = 13.6 KIPS/BOLT = `RFUU AREA' . _017,61 0:4;42 SQA+IN (SED�FORSCONCRETE}STRENGTH) .. s. y 4ROO�T AREA= ' *: : 0?302? 'S�Qa IN(USED�FOR?ST,EELSTRENGTH) ; = 353.1 SQ. IN. y At = PITCH x GAGE = 20.0 SQ IN Pc = 34.7 KIPS �cNO+;BOLTS�=, " =2� 'ROWS,QFF BOLTS 17O7A4. LOADING COMBINATIONS: ,2' _ #1 - DL + LL MAX SH AR = 0 KIPS X LF = iEMBE_ DMENTt= „` t65tINCHES i .; •:GAGE _, 4?INCHESM ED0E �DIST:!61' � ;" PITCH.=_'+ -5 STEEL: Pss = 16.3 KIPS/BOLT = 65.2 KIPS TOTAL Vss = 13.6 KIPS/BOLT = 54.4 " CONCRETE: , As = 1.414 * {2 * EMBED * (PITCH + GAGE) + PI * EMBED ^2} = 353.1 SQ. IN. At = PITCH x GAGE = 20.0 SQ IN Pc = 34.7 KIPS VC = 11.5 KIPS/BOLT = 46.0 KIPS TOTAL LOADING COMBINATIONS: #1 - DL + LL MAX SH AR = 0 KIPS X LF = 0 <, ' K" MAX TE SION = 0 KIPS = 0 4_. +. . MBINED ON TE = 0.00 = CKL COMBINED S EL = 0.00 #2-DL+WL MAX SHEAR = 5 KIPS X LF = K1 . 10.5<f;�O'' MAX TENSION = 8 KIPS X LF = 16.8 < OK" COMBINED CONCRETE = 0.44 COMBINED STEEL = 0.10 #3-DL+EQ MAX SHEAR = 4.29 KIPS X LF = 9.009 <- OK , MAX TENSION = 7.86 KIPS X LF = 16.506 c= OKy COMBINED CONCRETE = 0.41 r, OK-, COMBINED STEEL = 0.09 - OKE CRANDALL ENGINEERING SHEET F 4958 Ponderosa Way. JOB NO. K O. -Ao x. -A 24. kid'I n's, tA:. 953 DATEs"' Phenot (209 )966-4.844 -..Fax-:,.,.(.;09)96.6--4744 ,� qe;mi e, LL 4- 05-155- 1 r_ 2 *1 " CRANDALL ENGINEERING 4968 Ponderosa Way P.O. Box 124 Mldpines, CA 96346 WIND LOAD FACTORS PROJECT: =MN ammna LOCATION: amTs co CLIENT: Nns SITE/ WIND CHARACTERISTICS: WIND SPEED: so MPH EXPOSURE: s 08. 16.4 BUILDING CHARACTERISTICS FULL ENCLOSED -OPEN / PARTIAL ENCLOSED: v IF OR P) OCCUPANCY FACTOR: I= 1.0 U SHEET: 1/o of JOB NO: g::�k o STRUCTURE OR HT / Ce PART THEREOF 15 20 25 30 40 60 80 100 11.2 120 160 DESCRIPTION Cq 0.62 0.67 0.72 0.76 0.84 0.95 1.04 1.13 1.31 PRIMARY E FRAMES WALLS: WINDWARD 0.8 IN 8.13 8.79 9.45 9.97 11.02 12.46 13.64 14.83 15.74 17.19 LEEWARD 0.5' OUT 5.08 5.49 5.90 6.23 6.89 7.79 8.53 9.27 9.84 10.74 ROOFS: WIND PERPENDICULAR TO RIDGE LEEWARD OR FLAT: 0.7 OUT 7.12 7.69 8.27 8.72 9.64 10.91 1.1.94 12.97 13.78 15.04 WINDWARD SLOPE < 2:12 0.7 OUT 7.12 7.69 8.27 8.72 9.64 10.91 11.94 12.97 13.78 15.04 SLOPE > 212 TO < 9:12 0.9 OUT 9.15 9.89 10.63 11.22 12.40 14.02 15.35 16.68 17.71 19.34 0.3 IN 3.05 3.30 3.54 3.74 4.13 4.67 5.12 5.56 5.90 6.45 SLOPE > 9:12 TO 1212 0.4 IN 4.07 4.40 4.72 4.99 5.51 6.23 6.82 7.41 7.87 8.59 SLOPE> 1212 0.7 OUT 7.12 7.69 8.27 8.72 9.64 10.91 11.94 12.97 13.78 15.04 WIND PARALLEL WITH RIDGE OR FLAT ROOF 0.7 OUT 7.12 7.69 8.27 8.72 9.64 10.91 11.94 12.97 13.78 15.04 METHOD 2 - PROJECTED AREA ALL STRUCTURES H < 40' HORIZONTAL PROJECTED AREA: 1.3 ANY 13.22 14.28 15.35 16.20 17.91 20.25 22.17 24.09 25.58 27.93 VERTICAL PROJECTED AREA 0.7 UP 7.12 7.69 8.27 8.72 9.64 10.91 11.94 12.97 13.78 15.04 ELEMENTS WALL ELEMENTS AND ALL STRUCTURES 1 1.2 IN 12.20 13.19 14.17 14.96 16.53 18.70 20.47 22.24 23.62 25.78 COMPONENTS 1.2 OUT 12.20 13.19 14.17 14.96 16.53 18.70 20.47 22.24 23.62 25.78 NOT IN OPEN STRUCTURES 1.6 OUT 16.27 17.58 18.89 19.94 22.04 24.93 27.29 29.65 31.49 34.37 AREAS OF PARAPET WALLS 1.3 IN /OUT 13.22 14.28 15.35 16.20 17.91 20.25 22.17 24.09 25.58 27.93 DISCONTINUITY ROOF ELEMENTS: ENCLOSED 6 UNENCLOSED SLOPE <7:12 1.3 OUT 13.22 14.28 15.35 16.20 17.91 20.25 22.17 24.09 25.58 27.93 SLOPE 7:12 to 12:12 1.3 IWOUT 13.22 14.28 15.35 16.20 17.91 20.25 22.17 24.09 25.58 27.93 OPEN STRUCTURES SLOPE < 212 1.7 OUT 17.29 18.68 20.07 21.19 23.42 26.49 29.00 31.50 33.46 36.52 SLOPE 2:12 to 7:12 1.6 OUT 16.27 17.58 18.89 19.94 22.04 24.93 27.29 29.65 31.49 34.37 0.8 IN 8.13 8.79 9.45 9.97 11.02 12.46 13.64 14.83 15.74 17.19 SLOPE 7:12 TO 12:12 1.7 IWOUT 17.29 118.68 20.07 21.19 23.42 26.49 29.00 31.50 33.46 36.52 ELEMENTS WALL CORNERS 1.5 OUT 15.25 16.48 17.71 18.70 0.66 23.37 25.58 27.80 29.52 32.23 AND 1.2 IN 12.20 13.19 14.17 16.53 18.70 20.47 22.24 23.62 25.78 COMPONENTS ROOF EAVES, RAKES OR RIDGES IN AREAS OF WITHOUT OVERHANGS DISCONTINUITY SLOPE <2:12 2.3 UP 23.39 25.27 27.16 28.67 31.68 35.83 39.23 42.62 45.26 49.41 SLOPE 2:12 to 7:12 2.6 OUT 26.44 28.57 30.70 32.41 35.82 40.51 44.35 48.18 51.17 55.86 SLOPE 7:12 TO 12:12 1.6 OUT 16.27 17.58 18.89 19.94 22.04 24.93 27.29 29.65 31.49 34.37 ROOF EAVES, RAKES OR RIDGES WITH OVERHANGS SLOPE <2:12 2.8 UP 28.47 30.77 33.06 34.90 38.57 43.62 47.76 51.89 55.10 60.16 SLOPE 2:12 to 7:12 3.1 OUT 31.52 34.06 36.60 38.64 42.71 48.30 52.87 57.45 61.01 66.60 SLOPE 7:12 TO 12:12 2.1 OUT 21.35 123.07 124.80 26.17 128.93 132.72 35.82 138.92 41.33 1 45.12 UD TOWERS SQUARE OR RECTANGULAR 1.4 ANY 14.24 15.38 16.53 17.45 19.29 21.81 23.88 25.94 27.55 30.08 HEXAGON / OCTAGON 1.1 ANY 11.18 12.09 12.99 13.71 15.15 17.14 18.76 20.39 21.65 23.63 ROUND / ELIPTICAL 0.8 ANY 8.13 8.79 9.45 9.97 11.02 12.46 13.64 14.83 15.74 17.19 SQUARE OR RECTANGULAR OPEN FRAME DIAGONAL 4 ANY 40.67 43.95 47.23 49.86 55.10 62.32 68.22 74.13 78.72 85.94 tTOWERS NORMAL 3.6 ANY 36.60 39.56 42.51 44.87 49.59 56.09 61.40 66.72 70.85 77.34 CRANDALL ENGINEERING P.O. BOX 124 MIDPINES, CA 95345 SEISMIC LOAD FACTORS - UBC 1997 PROJECT: xoHm Barr, sroPmE LOCATION: Burrs CO., CA CLIENT: Nns BUILDING SYSTEMS (TABLE 16-N): BASIC STRUCTURAL SYSTEM: OBF LATERAL -FORCE -RESISTING SYSTEM: concentric Braced steel R = 5.6 M = 2.2 SITE CHARACTERISTICS SEISMIC ZONE: 3 Z= 0.3 SOIL PROFILE TYPE SD rp NEAR SOURACE: NA: 1.0 NV: 1.0 A. Walls including the following: STRUCTURE CHARACTERISTICS OCCUPANCY CATGORY. 4 FACTOR = 1.00 STRUCTURE PERIOD: 3.0 1.200 1.200 Ct = 0.02 (SECTION 1630.2.2) 3.0 Hn = 20 FEET " - (Using shallow expansionichemicat anchors T= 0.19 SECONDS SEISMIC COEFICIENTS 0.960 c. All interior bearing and nonbearing walls Ca= 0.36 3.0 0.480 CV= 0.54 B. Penthouse. tE BASE SHEAR: 4.0 0.900 V= 0.510 W (EON 30-4) NOT EXCEEDING = 0.161 W (EON 30-5) NOT LESS THAN = 0.00396 W (EQN 30-6) pSF-LH. 0.252 A. Exterior and interior omamentations and appendages 2.50 ELEMENTS & COMPONENTS (ASSUME HR =HX) MAX Fp = 1.440 Wp (EQN 32-1 & EQN 32-313) MIN Fp = 0.252 Wp (EQN 32-3A) SHEET_ OF - JOB NO: Eqn 32.2 VP GOV. Vp ELEMENTS, NONSTRUCTURAL COMPONENTS AND EQUIPMENT . ap rp 1. PART OR PORTION OF STRUCTURE A. Walls including the following: a. Unbraced Parapets 2.50 3.0 1.200 1.200 b. Other exterior walls above the ground floor 1.00 3.0 -0.480 0.480 " - (Using shallow expansionichemicat anchors 1.00 1.5 0.960 0.960 c. All interior bearing and nonbearing walls 1.00 3.0 0.480 0.480 B. Penthouse. 2.50 4.0 0.900 0.900 C. Connections fro prefabricated structural elements 1.00 3.0 0.480 OA80 2. NONSTRUCTURAL COMPONENTS 0.252 A. Exterior and interior omamentations and appendages 2.50 3.0 1.200 1.200 B. Chimnerys, stacks and trussed towers supporte on or above roof. 0.252 a. Braced below center of mass 2.50 3.0 1.200 1.200 b. Braced above center of mass 1.00 3.0 0.480 0.480 C. Signs and Billboards 2.50 3.0 1.200 1.200 D. Storage racks over V (including contents) 2.50 4.0 0.900 0.900 E. Permanent cabinets and book stacks more than 6' high 1.00 3.0 0.480 0.480 F. Anchorage and bracing for suspended ceilings and fight fbdures 1.00 3.0 0.480 0.480 G. Aooess floor systems 1.00 3.0 0.480 0.480 H. Masonry or concrete fences over 6' high 1.00 3.0 0.480 0.480 I. Partitions 1.00 3.0 0.480 0.480 3. EQUIPMENT 0.252 A. Tanks and vessels 1.00 3.0 0.480 0.480 B. Electrical, mechanical and plumbing equipment 1.00 3.0 0.480 0.480 C. Any equipment anchored to frame below center of mass 2.50 3.0 1.200 1.200 D. Anchorage of emergency power supply and communications equipment 1.00 3.0 0.480 0.480 E. Temporary containers with flammable or hazardous materials 1.00 3.0 0.480 0.480 CRANDALL ENGINEERING 49688-Pondeirosgi Way Mldpin-*-s,--,;tA,i 95346 ph a it a g .(206 )966-4844- Fax: (2,091)96,6 -4744 w � 0 SHEET )_OF F JOB No: CAO, 11- I - 'DATE. ! L 40 rOOT-r0c*e" CRANDALL ENGINEERING / ^ 49197 ROAD 426 SUITE E OAKHURST, CA 93644 REINFORCED CONCRETE FLEXURAL DESIGN (MOMENTS) -1997 UBC PROJECT: KoHm MEMBER: CoxCP= wars, SHEET: �_ OF LO JOB NO: O d� "!, 4, UBC 1612.2.1 fl= 0.5 f2 = 0.2 CASE CONDITION UBC REF FACTORED MOMENTS = U PO NEG 1 D+L 1.4 D + 1.7 L 1909.2.1,9-1 9.16 0.00 2A D + L + W 0.75(1.4 D + 0.0 L + 1.7 W) 9-2 0.76 0.76 2B D+L+W 0.75(1.4 D+ 1.7L+1.7W) 9-2 7.63 0.76 2C D + W 0.9 D + 1.3 W Wo 9-30.78 10.69 IN 0.78 3A D - 1.4 D --' 1612.2.1,12-1 0.00 0.00 3B DL+L + Lr 1.2 D + 1.6 L + 0.5 Lr ✓ 12.2 8.62 0.00 3B DL+L+S 1.2 D + 1.6 L + 0.5 S 12.2 8.62 0.00 3C DL+Lr+L 1.2D+1.6Lr+f1 L ✓ ✓ 12.3 2.69 0.00 3C DL+Lr+W 1.2 D + 1.6 Lr + 0.8 W 12.3 0.48 0.48 4A D+W+L+Lr 1.2D+1.3W+f1L+0.5Lr ✓ 12.4 3.47 0.78 4B D+W+L+S 1.2D+1.3W+f1 L+0.5S ✓ 12.4 '3.47 0.78 5A D+E+L+S 12D+1.0E+f1 L+f2S 12.5 6.02 0.77 6A D+E 1.1 (0.9 D + 1.0 E) 12.6 3.66 0.49 6B D -E 1.1 (0.9D -1.0E) 12.6 -3.66 K -FT K -FT = PROVIDED MOMENT CAPACITY 6C D+W1.1(0.9D+1.3W) 12.6 0.66 0.66 6D D -W 1.1 0.9D -1.3W 12.6 -0.66 -0.66 �smae+rwnIsAml I -o3+i ,1NNWX4 1 MATERIALS: CONCRETE Fc = 2500 PSI (i = 0.85 OK STEEL Fy = 60000 PSI b = 0.90 ESTIMATE SECTION: WIDTH = 12.00 IN DEPTH = 12.00* IN STURRUPS / TIES = #0 BOTTOM COVER = i IN D+ = 10.69 IN POSITIVE REINFORCING = #s TOP.COVER = i IN D- = 10.69 IN NEGATIVE REINFORCING = #s POSITIVE BENDING: MIN = 200/Fy = 0.0033 As = 0.43 MAX = 0.75 Pb = 0.0134 As = 1.71 # OF + REINFORCING BARS TO USE= i.00 #5 As = 0.31 SQ. IN T=Asxfy= 18.6 K D a = T /.85 x fc x b = 0.73 IN Mr = T x (D - a/2) = 16.00 K -FT f70 m Mr= REQ'D Mu = 14.40 9.16 K -FT = PROVIDED MOMENT CAPACITY K -FT I/ NEGATIVE BENDING: MIN = 200/Fy = 0.0033 As = . 0.43 ` O\ �n MAX = 0.75 Pb = 0.0134 As = 1.71 # OF - REINFORCING BARS TO USE = 0.67 #5 As = 0.21 SQ. IN v T= As x fy = 12.40062 K a = T /.85 x fc x b = 0.49 IN Mr = T x (D - a/2) _ 0 Mr= 10.79 9.71 K -FT K -FT = PROVIDED MOMENT CAPACITY REQ'D Mu = 0.84 K -FT A CRANDALL ENGINEERING (�� E M E E T O F 4958* Pomd.eros• We' P.D. ...B o:x. 12 4.: o s N a O �- MIdOnis. CA' 96346' ' ! r.... o�TE� ` 2Z- OZ Phone:, (209 )966-4844. Fax: (209;)96.6.-4744. II �cx�rtoco T'6 .lo dOr : T k 5,v5 ,e oc. _. 7_ -Z-1 �---- yC 5� ^Cay ul n� -=51 o . I,C> - � �I` • ' 2, is 2W CRANDALL ENGINEERING //,,���� SHEET �"/ OF�� 4968 Ponderosa W.ay "V� ios No P. 0. •.B o:x:. 1 24....._,. :.. . .....:.....,..._.... _ _.__ .. ... Mid 'fieis, !CA 96.346' DATE: Phone::(209 )966.4844 ..4ax:-(209)966 -4744. _ -e a -?-"I� — o.�f Z� Z. o� ^ Opt-,�►-v� �� .........._ . . _ ...._... , ..._. ,. --. -• . ' I> O :. -t3p c- Dove rjAzznor 1 ate. Wap s 4:'-0"4& fzo 00out) _ CRANDALL ENGINEERING SHEET of 1�P 4968 Ponderosa Way P.O.- Box A24..... •_..,......., `-_:...._....; J.0 B. No- OIt�"1d- Mldpines, CA`. 96346• :oATEs > Phon.es (209 )968-4844 •.. Fax: (;q9)966-4744. II 1 YC -Er. _a�•e� ��Tt►o ro - X t a PERMIT NO. 821-86B, P, E,M + PERMIT EXPIRES L� OWNER PETE KONYN CONTR. Steve Sicke ASSESSOR PARCEL 38-17-30 LOCATION 8826 Midway, Durham s� �•-' ' Copy `�pFFtCE + Address Y GAS r Meter gy ELEC. Meter , Date j Dat Y OFFICE COPY J 41. ddress ' GASer gy '+ Met _ ELECTRIC Date Meter gy_ Date ' f � >f • Temp. Power Pole Called PG&E f Temp. Elec. Service Called PC Temp. Gas Sei Cal led PG ` JOB FINALE[ a i Signature i' Owner • AWA10Z _ Permit No. ENERGY CERT IF ICAT ION Hanlon Road, Durham 35-7 —30 LOCATION A.P. No. DESCRIPTION OF INSULATION ROOF Material Thickness(inches) EXTERIOR WALL Material Fj Thickness(inches) 3�" CEILING Batt or Blanket Type Thickness(inches) Loose Fill Type Fiberglass Minimum T..ick..ess(I:.c..es) 10a Area covered(ft.2) 1,200 FLOOR, ELEVATED Material Thickness(inches) FLOOR, SLAB Material Thickness(inches) Width(inches) Brand Name Thermal Resistance (R Value) Brand Name Manville Thermal Resistance(R Value)_ R13 Brand Name Thermal Resistance(R Value) Brand Name Manville N=bar of Bags 24 ::t. per hag 40 lb. Thermal Resistance(R Value) R30 Brand Name Thermal Brand Name Thermal Resistance(R Value) Resistance(R Value) FOUNDATION WALL Material Brand Name Thickness(inches) Thermal Resistance(R Value) I hereby certify that the above insulation was installed in the above building in conformance with the State of California Energy Requirements. LOERKE INSULATION CO., INC. #432518 FIRM NAME/OWNER STATE CONTRACTOR'S LICENSE NO. _ August 11, 1986 SIGNATURE 0 INSTALLATI N APPLICATOR DATE I hereby certify the above insulation and all required items as shown on the Building Department approved plans and attachments 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 the State of California. Sk-eve. . fin : fora • FIRM NAME/OWNER (Please print) STATE CONTRACTOR'S LICENSE NO. SIGNATURE OF GENERAL CONTRACTOR/OWNER DATE THIS CERTIFICATE MUST BE ON FILE WITH THE BUILDING DEPARTMENT PRIOR TO FINAL INSPECTION APPROVAL AND A COPY SHALL BE POSTED WITHIN THE BUILDING. January 1984 V = OK 0 = Not OK = Not Applicable MOBILEHOMES = Not Ready MISCELLANEOUS 'A•a Date MOBILEHOME UTILITIES (Plans) OK except N's 1. Zoning Requirements -Setbacks -Easements Date DECKS, COVERS, CARPORTS, ETC. (Plans) OK except N's 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support -Sketch 2. Footings; Size -Depth -Spacing -Connectors 3. Sewer; Location -Test -Fall -C/0 -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.-Shthg.-Rig.-Bracing 5. Electricity; Location-Clearances-Grnd.-/ / Amp -Concrete 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Gas; Location -Test -Wrap:/ /"L"ft./ /"Nat. or/ /"L"ft./ /"LPG 6. Carports; Windows -Doors 7. Utility Clearance _ 7. Elec. Card -BI Date Card -BI Date Card -BI Date Card -BI Date Card -BI Date Date Card -BI Date . MOBILEHOME INSTALLATION (Plans) OK except N's r 1. Zoning Requirements -Setbacks -Easements Card -BI Date Date Card -BI Date POOLS (Plans) OK except N's 1. Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 2. Soils; Compaction -Structure Stability 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 3. Pool Structure; Steel -Connections -Thickness -Dead Men -Lining 4. Elec.; Receptacles and Lighting; Distances-GFI 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector 5. Elec.; Pool Lighting; 15 volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Water and Sewer Connected -C/O to Grade -HD Approval 7. Elec.; Bonding; Metal w/5' -Circulating Equipment -Heater 8. Gas and Electricity Tagged 8. Elec.; Grounding; Equip. w/5' -Circulating Equip. -Pool Lghtg. Boxes -Enclosures -Panel boards -Ins. to Main in Conduit 9. Health Department Approval 9. Exits; Insp.-Sketch 10. Cert. of Occupancy 10. Plumb; Cir. Test -Water Supply Test Card B-1 Date Card -BI Date Card -BI Date Card -BI Date Card B -I Date Card -BI Date Card -BI Date Card -BI Date , t, 0 _- OK. , e = Not OK = Not Applicable RESIDENTIAL (Single and Duplex) = Not Ready Date LINP5KLOOR Plans OK except N's Date FRA ING Continued Z ning requirements -Setbacks -Easements Property Line Firewall & Openings O."'Ext. Doors -One 3' -Check Garage -3rd story, 2 exits . Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection Ftg., Main; Soils -Steel -EI r d.- / /" Ftg. Depth tg., Garage; Soils -Steel- / /" Ftg. Depth 4. Ftg., Porches & Decks; Soils -Steel- //'Ftg. Depth . Plywood on Roof Overhang -Attic Vents -Rafter Outriggers temwalls, Main; Steel -Blockouts-Wrapped-SI 52. iding-Nailing-Veneer 6. Stemwalls, Garage; Steel -Blockouts-Wrapped-SlabStucco Mesh -Drip Screed-Fdn. Vents-Underflr. Access 2°--s-Fireplace Ftg.-Steel .-64r-Glazing Area -Glass Protection -Skylights -Plastic W.V.: Fall -Fittings -Test -2 way C/O -Sewer Test _5L—Shear Walls; Nailing -Bolts 9. Gas Pipe; Size -Anchors 10. Wat tpe; a Anchors -Regulator -Service Test 11. Electric; Underground _ 12. Plenums & Ducts; Clearance -Material -Support -Ins. 13. Girders -Sills -Anchor Bolts -Joists -Vents -Cripples Card -BI Date 4 L, Card -BI Date Card -BI ate Card -BI Date Card -BI Date Card -BI Date Card -BI Date Card -BI Date Date FI L (Plans) OK except k's Card -BI Date Card -BI Date Date PL BING (Permit) OK except N's xt. Steps -Door & Sidelight Protection -Landings Smoke Detector _ Water Ht.; Vent -Access -Combustion Air Furnace; Vents -Clearance -Comb. Air-Connector- ,"Tin Garage; Above Floor-Ducts-Mech. Protection Pipe; Test & Anchors -Nail Protection _f5�ater D.W.V.; Test-Fttngs & Anchors -Nail Protection /Bedroom Exiting _ _dp _17!Shower Pan; Test, First Floor -Tub Access F.I. &Bath Fixtures &Tub Access 18. Test Tub & Shower, 2nd Floor -Tub Access Elec. Trim & Subpanel; Breaker Sizes -Labels ._ Gas Pipe; Size & Anchors , irs & Rails Fireplace or Stove; Clearances ear lec. Outlets at Wood Panel; Inf:_&-Eit. Card -BI Date Card -BI Date Ki ixt. & Appliance; Grn Air Gap -Cooking Clearance Card -BI Date Card -BI Date Elec. Outlets & Receptacles at Kit. Cou ter Date ELECTRICAL Perron OK exce t q's rage Fire Door; Swing -Landing -CI ser Gara -Dar - ture &Transformer Clearance -Ins. Protection 9 r. WE; V -Clence r -Con r - .P. .- Isr?4cagel-Above. or-Mech. rotection — Elec. Receptacles Spacing -Lights &Switches at Doors 22. Size Boxes & No. of Conductors -Stapled 70. Plb., Elec. & Mech. Equip. Listed for Location _-y1!' Iec. Receptacles in Garage; (G.F.I.)-Romex Protec. Romex Installed Close to Edge of Studs & C.J. -- - � Equip. Ground made up w/Mech. Fasteners -Bond Gas &Water Insulation -Foam -Looked in Attic ❑Yes --uard IV Appliance Circuits in Kitchen &Conductor Size ?.G.� bfeed Wire Size / / ga. Cu or AI-A.C. Wire Size / / ga. Cu or Al Rails & Deck Construction -Post Caps eft, Vents & Crawl Hole Door -Drainage & Wood -Earth Clearance Looked under Floor ❑ Yes ange Circ. / / ga. Cu or AI -Oven Circ Cu or Al, Insulated Neutral _Yes DNo Service -Riser Conductors & Ground -Main Dis nnect 75. Following instld.: Drii es ❑ No; Walks ❑ Yes , Planters ❑Y L7�No. 76. Stucco; B n-Fi ' - - -- - - Card B-1 Gard B -I _ _ to Equip. Clearances: Panels-Motors-Mech. Equip. (38. Clothes Closet Light -Shower Light _ - -- ------ -- —------FV7Exterior Date _ Card -BI _ Date Date Card -BI Date 7 C. Unit; Disconnect-Clrnces-Brkr. & Cond. Size -115V Outlet Vents Above Roof; Plbg.-Appliance-Firepl.-Clearance to Opngs. aheiFconnect, Electrical, Plumbing Elec. Trim; G.F.I. Receptacle -Underground • Ventilation throughout House Glass Protection Date MEC -CAL (Per OK except q's 3. C rections from Previous Inspection s Test -Meters Tagged; Gas -E tric Ge's _-- Card -BI Card -BI A.C. Ducts,' &Support Went Fan: -Exhaust above Insulation _ _— ondensate Drain & Overflow; Size & Grade __ _DY - -- urnace-_Vent: Access -Comb. Air -Return Air Vent -_1 V_ I 35 Attic Access & Platform it Furnace in Attic — Date Card -BI _ Date_ _ —Card / "DatQ5-%,AJ!* Card -BI Date Water & Sewer Connected -C/O to Grade -HD Approval Energy Compliance Certificate -Other Certificates - Card -BI Dat (7 Card -BI Date BI Date Card -BI Date Card -BI Date Card -BI Date Date FRAMING(Plans) OK except q's Comments at Final: Sills; Proper Material & Anchors . Walls: Studs -Nailing, Spacing & Bracing -Plates -Sound wring Walls over Girders &_F_loor Nailing raft Stop in Walls (rat proof) — Fir_e_Stops: Furred Ceilings -Stairs -Chases -Tub Header & Beam -Size & Bearing , angers -Post Caps -Anchors -Connectors 0- _ 4Cy'ng. Joist-Rftr. Ties-Purlin-Roof Brac.-Truss-S rip. Fireplace Ties or Type A Flue -Fire ace Throat Attic Access: Size & mex P cti -Draft Stop -In affl Bdrm. Windows or Exiting Doors -Sill Hgt. & Dimensions -+r-Tarage Fire Protection Framing _ — — — - — --- -- _--- — (NOTE: Anentry must bbbmade each time you visit job site) COUNTY OF BUTTE DEPARTMENT OF PUBLIC WORKS 196 Memorial Way, Chico — Phone: 891-2751 7 County Center Drive, Oroville — Phone: 534-4541 Skyway and Elliott Road, Paradise — Phone: 872-2961, Ext. 57 CORRECTION NOTICE 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 Inspector Da 7 County Cen Skyway and Elliott Road, CORRECTION NOTICE 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 matter, or need additionpl explanation, please contact this office immediately. Inspector Date COUNTY OF BUTTE DEPARTMENT OF PUBLIC WORKS 196 Memorial Way, Chico — Phone: 891-2751 7 County Center Drive, Oroville — Phone: 534-4541 Skyway and Elliott Road, Paradise — Phone: 872-2961, Ext. 57 CORRECTION NOTICE 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 matter, or need additional explanation, please contact this office immediatalu Inspector_ Date_ COUNTY OF BUTTE - DEPARTMENT OF PUBLIC WORKS 7 County Center Drive - Oroville, CalifoZ104"D a 95965 - Telephone 916/534-4541 APPLICATION PERMIT FF,RMIT NO - c ASSES O PARC NUM B.F R / Z NIN 0 0 BUILDING PERMIT owN EF1 TELEPHONE SO. FT. OCC. BUILDING VALUATION OwER'S MAILI ADD ESS �a a O r 1 CO RACTOR'S NAM I TELEPHONE It 0 I C - CON RA CTO -R'S MA ING ADDRESS - O/F� Y Fireplace D CONS UCTION LENDER 7; UNKNON W Total Valuation $ Filing Fee $ 10.00 LENDER'S MAILING ADDRESS Permit Fee $ ARCHI ECT OR ENGINEER LICENSE No. Plan Checking Fee $ / Energy Plan Checking Fee $ ARCHITECT OR ENGINEER'S MAILING AD ESS Penalty $ BUILDING ADDRESS /\` G � .J a C Permit fee $ PERMIT Filing Fee 10.00 /PLUMBING 14 Each Trap 2.00 011 ke j2 W-1 Solar or heat pump water heater 20.00 LOT NO. SUBDIVISION NAME PARCEL MAP Water piping 5.00 Each qas water heater or vent 5.00 , USE OF STRUCTURE SF Duplex❑ Mobilehome❑ Other SPECIFY Gas piping system 1 - 5 outlets 5.00 Building sewer 5.00 1S Mobile Home S I G I W 10.00ea TYPE OF WORK New /' Addition ❑ R d 1 ❑ Utilities ❑ Installation ❑ Other ❑ Describe work: J\ _ Permit Fee $ Contractor ELECTRICAL PERMIT Filing Fee 10.00 Main service 600V OR LESS 100 AMP OR LESS 10.00 Main service EA. ADO'L 100 AMP 2.50 CONTRACTORS LICENSE LAW I declare der penalty of perjury (Check one): I am licensed under provisions of Chapt. 9, Div. 3 of the Business and Professions Code and my license is in full force and effect. ��j License No.� %I�� Classification l��( ❑ 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. I DWELLI11 n , OR ACDNS. % ACC. Bl( �Ttsgft NEW CONSTR U TI-OUTLE NON.R ESID BRANCH CIRC ITS 2.50 ea POWER APPARATUS &) SINGLE OUTLET CIR. z0®s0c Ex. Occup OUTLETS OR FIXTURES NL@30 FIXED APPLNS. OR Ex. Occup. OUTLETS (RESID.) EAJ 2.00 Temporary service 10.00 Mobile Home Facilities 15.00 Misc. lyirin 15.00 9 Permit Fee $ � WORKMEN'S COMPENSATION INSURANCE I declare and rpenalty of perjury (check one): ❑ TP4 permit is for $100.00 (valuation) or less. 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 to 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 Filing Fee 10.00 Heating Cooling �§ Hood 3.00 Ventilation Permit Fee $ 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. I also agree to save, indemnify and keep harmless the County of Butte against all liabi ities, judgments, costs, and expenses which may in any way accrue against id County in consequence of the granting of this permit. X Date G Signature of Applicant — Owner El Contractor/Agent An OSHA permit isrequired for excavations over 5'0" deep and demolition or construct- ion of structures Over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ TOTAL PERMIT FEE $ , oc�� S� CONST.TTPe FIA ARc L PD17,1SSUE This permit is hereby issued under sions of the Butte County Code and/or work indicated above for which DIRECTOR OF P BLIC rw By PERMIT EXPIRES Date the applicable provi- resolutions to do fees have been paid. WORKS Date Receipt No. WHIT!-D.P.W., YELLOW -ASSESSOR, NK -INSPECTOR, GOLDENROD -APPLICANT •r t1 COUNTY OF BUTTE - DEPARTMENT OF PUBLIC WORKS - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE;'CALIFORNIA 95965 - TELEPHONE: 916/53,4-4541 PERMIT APPLICATION DATA SHEET OWNER Proposed Building Use r', P, f, k,. Permit Fee Based Upon: Complete Contract Price Other (E Permit No. A. P. No. Y DPW Valuation Building Inspector�il1.�G/16"1.Cit'./' Date (' / 1� 75 (® 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. . . . . . . . . . 3. Complete plans in duplicate/triplicate. . . . . . . . . 4. Complete engineered plans and calcs. . . . . . 5. Plans with Energy Design Compliance Statement. . . . . . 6. CUSD "Fees Paid" Stamp on Floor Plan . . . . . . . . 7 Statement of Intent for Non -Heated and AC Buildings. . . . . 8. Fees of $ . . . . . . . . 9 9-/ Letter of signature authorizat'o . . Sanitation approval from Health Dept. 11. Planning approval for (A) Use: (B) Parking: 12. Certificate of Workmen's Compensation Insurance. . . . . . 13. Contractor's License Information (no., name style, classif.) 14. Owner -Builder Verification (Given to owner❑, Mail to owner ❑ ) 15. Improvements may be required. . . . . . . . . . . . 16 M b•I I h I t II t' D t U e ome ns a a Ion a a. . . . . . . . ... . 1 Pre -inspection for Re uire 4 Pre-Inspec. request to (Dote) p q Building Inspector 8' Recor d f qg ' It al Acknowledgment Stat ment . Other DRI PExt H 6nstruction approval required' pr or 11 �t h9upax►�j, a W en you issue the permit, process as follows: Mail to owner. Telephone and hold for pickup at Other Appl ica Copy of plans sent Health Dept., Fire Dept., Other off ice. i I to contractor. Deliver w/inspector. Date Date During the plan checking process, the following data must be submit d rior to permit issuance: (For required items not checked above at tim of plic on, rcIe 1. Index permit for above Items No. 2. Additional items required: .160oon'trac`tor Designer, Owner) was advised.of above required data by Telephone Mail Other By1 . ,� Date _ 4—&-004C Plans checked by Date` Plans approved by Date — 2 - Other Other Copy—DPW TO: Building Department FROM: Encroachment Permit Section RE: Driveway Clearance owner location AP # Driveway permit has been issued for the above property. �-/- /(", -j*(67 date TO: Building Department r' FROM. i Environmental Health, Chico SUBJECT: Sanitation Clearance We hm � 4 "'u Owner t �, / APS Plan approved for: sewage disposal f water supply !� Hold final,for: water supply Final clearance O.K. for: water supply .0 I. Clearance for `Z,bedroom mohil.home. they Note***,, �i • � t Sanitarian Date I RESIDENTIAL PLAN CHECKING GUIDE 7/85 (S.F., DUPJZX '&-MISC. ONLY) o v �/ Bldg. Permit # a Z OWNER /i�� /�-C�� -T •A'. P. # .3 6- / % --30 GENERAL Zoning requirements: (sideyards and number of permitted living units).1 S�i� 2,0 ,2! valuation. ,S!' Plans signed by designer. .�r- Energy Design and Compliance. .5. Existing violations on property. PLOT PLAN Complete parcel size and dimensions. IAtX,*,0e 3S.-Ifc.. IOA.67- 410/A o Setbacks, sideyards, easements, etc. Other buildings or structures. .� Grading, fills, drainage. Flood hazard. ..ff. Special conditions on creation map or compliance document. FLOOR PLAN Complete to scale plan with dimensions. Required windows for light and ventilation (Sec. 1205). ' Required windows for second -exit (Sec. 1204). Skylights (Chapter 34 & Sec. 5207). ,.5- Human impact glass (Sec. 5406). Required room sizes, ceiling heights (Sec. 1207). �! G.F.C.I.'s in baths, garage and exterior outlets (Article 210-8). .8: Light fixtures, switches, receptacles, and exterior receptacles for maintenance of mechanical equipment. 9. Locations of water heater eat' an cooling equipmen other electrical or gas equipment, and plumbing fixtures. ,,1,6. Garage firewall, door size, and closer (Sec. 503(d)(3)). r1.I-- 1 - 3'0" exterior exit door (Sec. 3304(e)). Fireplace and wood stove location. .1-3— Smoke detectors (Sec. 1210). STRUCTURAL DETAILS Foundation plan complete enough:to construct building. Floor construction details complete enough -.to construct building..5e,-fol ,3: Elevations and wall construction details complete enough to construct building. Roof construction details complete enough to construct building.TA4ers- Y. Fireplace construction details and calcs if necessary. f6-"- Sufficient data and details to satisfy energy requirements (State Law) (Form 1). MISCELLANEOUS ITEMS TO LOOK OUT FOR Exposure I plywood on exposed locations and overhangs. Stairway details: landings, rise and run, head clearance, handrails (Sec. 3306). ,3o' Guardrail details (Sec. 1711 & 3306(j))_ Brick or stone veneer (Chapter 30). Exterior plaster - weep screeds (Sec. 4706). /8'. Proper roof pitch for roof covering (Chapter 32)4;0 -&*K0 4RO-'�'_ Rafter ties or bearing ridge beam. 7X41Ws' RESIDENTIAL PLAN CHECKING GUIDE (CONT'D) 7/85 MISCELLANEOUS ITEMS TO LOOK OUT FOR (CONT'D) e8!Garage door or porch header sizes. ,.9. --'Adequate bracing. ,,D8-.- Living area over garage - complete 1 -hour separation required on garage side including supporting walls and posts, etc. At-.— Two exits on three-story dwellings (Sec. 3303 & see Mezannines 1716). #Iof:' Attic access and ventilation (Sec. 3205). sllo�'_Underfloor access and ventilation (Sec. 2516). Wood stoves, clearances, alcoves & 1 -hour shafts. Combustion air for fuel burning appliances. .1 -8'0' -Noise requirements on duplexes. .elo.�_Adobe soils - special foundation design. ook8:� Retaining walls requiring design. Unusual shape, size or split level house requiring lateral design. if, TOTAL POINTS =_ -able 3-1. Slab Floor Points 17ncgla- I R -Value of Insulstion 1 I tiun I i I Depth, _r Inches i 0-2 i 3-4 ; 5-6 I' 7+ 1 `iT-T I o-11(-5 1-5 (-5 1-5 1 I 12 - 15 1 -5 I -3 I -2 I -1 1 116 - 19 i -5 j -2 1 -1 1 0 1 I 20 + I -5 1 -1 i D l +1 I 1 1 I I I I 7/7/83 Table 3-2. Raised ZONE 11 T_ I Z Floor Area R -Value of I 1 OWNER POINTS Table 3-3a. Ceiling Insulation PERMIT NO. ASSIGNED ACTUAL Points -6 1. SLAB - INSULATION I 13 - 18 I .r I R -Value of Insulation 1 I Points .83 up 1- 0 i -1 i s2 1 South 1 0 1 3.2 1 6.4 1 8.0 1 9.6 I I to I to, l to I to I up 2. RAISED FLOOR - R-19 I '0 -.18 1 0 1 +1 1 +2 1 +2 I +3 1 19 I -4' 3. CEILING - R-30 A-36 0_ 1 30 I 0 4. WALL - R-19 -� I 38 I i 49 +2 +4 L 5. NORTH GLAZING. - 2.4-3.6-1. .37-.57 I 0 1 -1 1 -3 I -6 I -7 I I -1 I -3 i .-6 I -22 1 -15 6. EAST GLAZING - 2.5-3.6% /`7 j- I to I to I to 1 to I to 7. SOUTH GLAZING - 1.6-3.6% g. 2 �� Table 3-4a. hall Insulation Pointe S. WEST GLAZING - 2.9-3.6% 3•r1 +-�� i R -Value of Insulation I Points I 9. SKYLIGHT - 0-1.3% I I 10. SHADING (Exclude Overhang) I 19 I 0 EAST - /7.66 - O 1 24 1 i 30 i +2 I +3 SOUTH - 2 .19-.42 j WEST - „3.q.13-.36 Table 3-5. North -Facing Glazing Pts .SKYLIGHT - .37-.57 I I Glazing Type I 11. HORIZONTAL SOUTH OVERHANG 2' El t Zoo Sngl, Dbl, Trpl,I 12. MOVABLE INSULATION - NONE I Floor I U- 1 U- I U- I t Area 1 0.66 1 0.42- 1 0.41 1 13. INFILTRATION (Standard=0)(Tight=+12) e5 �� (' I 1 i 1.10 0.65 down i I a + 4 -64 + 4 14. THERMAL MASS SF 1 0.1- 1.2 1 +4 ! +4 I 1.3- 2.3 I +1 I +2 +4 I I +2 I 15. GAS FURNACE(SE) 71-76% I 2.4- 1.6 I -2 I 0 i 3.7- 4.8 I -4 ( `-r 1 +l I I -1 I 16. SEAT PU1TP (EER) 7.5-7.9% 1 4.9- 6.1 I -7 I -4 1 6.2- 7.3 I -9 I -6 1 -3 I I -5 I 17.DUAL PACK (SE, SEER) 8,0-8.3/71-76% .- I 7.4- 8.2 i -12 I -8 1 8.3- 9.7 1 -14 1 -10 I -7 I I -6 i WOOD STOVE O I 9.8-10.8 I -17 I -12 I -10 1 WATER •HEATER O 112.1-13.2 I -22 1 -16 I -13 I 113.3-14.5 I -24 I -18 I -15 I ATTIC 14.6-15.3 i -27 i -20 i -17 OTHER . TOTAL POINTS =_ -able 3-1. Slab Floor Points 17ncgla- I R -Value of Insulstion 1 I tiun I i I Depth, _r Inches i 0-2 i 3-4 ; 5-6 I' 7+ 1 `iT-T I o-11(-5 1-5 (-5 1-5 1 I 12 - 15 1 -5 I -3 I -2 I -1 1 116 - 19 i -5 j -2 1 -1 1 0 1 I 20 + I -5 1 -1 i D l +1 I 1 1 I I I I 7/7/83 Table 3-2. Raised Floor Points T_ I Z Floor Area R -Value of I 1 I Insulation I I I Pointe I below 3 1 -12 i 3-4 1 -8 I 5 - 7 1 -6 1 8 - 12 I -i' I 13 - 18 I r2 -19+ i 0 .83 up 1- 0 i -1 i s2 Table 3-7. South-Facin ClatI Pte Yable 3-10. Shading Coefficient Pot T- I I Glazing Type 1 I Total I I I Z of I Sngl,Dbl, Trpl, I Floor I (U - I (U - 1 (11 - I I Area 1'1.10) 10.65) 1 0.41)1 I I dints I oints I ointsl O +3 +3 +3 I up to 1.5 I +2 1 +2 1 +2 I I 1.6- 33•.26 1 -1 1 0 I 0 1 I 35-3--6-5I 6 1 --r I l I I 6.6- 7.7 1 -9 i -6 I -5 I I 7.8- 8.9 1 -11 I -8 I -7 I I 9.0-10.0 1 -13 I -10 .1 -9 i 110.1-11.5 I -17 1 -13 . I -11 1 111.6-13.0 I -21 I =16 I -14 1 1 13.1-14.5 i -25 1 -19 I -16 I 1 14.6-16.0 I -28 I -22 1 -1.9 1 I I I I I Table 3-8. Gest -Facing Clatine Pts. 1 IGlazing Type I I Total I 1 I Z of I Sngl, IDbl, I Trpl, I Floor I (U - I (U - I (U - I I Area 1 1.10) 1 0.65) 1 0.41)1 I I points I oints I ointsl o +6 +6 +6 1 up to 1.3 I +5 I +6 1 +6 I 1 1.4- 2.2 1 +3 1 +4 I +5 I 1 2.7- 2.8 I 0 1 +2I +3 I t 2.9- 3.6 I -3 I 0 1 +1 i 1 .3_" 37 1 -8 I -4 I -2 I I 5.1- 5.6 I -10 1 -6 1 .-4 1 5.7- 6.2 I -13 I -8 I -6 I I 6.3- 6.9 i -15 I -10 I -7 I 1 7.0-'7.6 I -18 I -12 1 -9 .I I 7.7- 8.2 I •-20 1 -14 I -ll 1 1 8.3- 8.8 1 -22 I -16' I -13 I 1 8.9- 9.5 I -25 I -18 I -15 I I 9.6-10.1 I -27 -20 I -16 I 110.2-11.0 I -29 1 -23 1 -17 I 111.1-11.8 i -35 1 -26 1 -21 I 111.9-12.7 1 -3S I -29 1 -24' I 1 12.8-13.5 I -42 I -32 I -27 i 1 13.6-14.3 I -46 1 -35 1 -29 1 1 14.4-15.2 I -50 i -38 1 -32 1 Table 3-9. Skylight Points Table 3-6. ET_ Tast-Facing Glazing Pts. I Glazing Type I I Glazing Type 1 I Total I I - --I Total I 1 I Z of T Sngl, I Dbl, Trp,, 2 -of 1 Sngl, Dbl, Trpl, I Floor I U- I U - I U I I Floor 1 (U - 1 (U - 1 (U - I I Area 10.66- t 0.42- 10.41 I 1 Area 11.10) 1 0.65).1 0.41)1 1 11.10 10.65 1 down I II 1points (points I ointsl 1 o I+ 7 1 + 7 t4 I up to 1.3 1 -1 I 0 I 0 1 1 up to 1.3 1 +3 1 +4 I +4 I I 1.4- 2.2 1 -3 I -2 I -1 I 1.4- 2.4 1 +1 1 +2 1 +2 1 I 2.3- 2.8 1 -6 I -4 I -3 I IZ-.5--3.6 1 -2 1 V* 1 0 1 I 2.9- 3.6 1 -9 1 -6 I -5 I I 3.7- 4.6 1 -5 1 • -2 1 -1 1 1 3.7- 4.2 1 -11 I' -8 I -6 I ( 4.7- 5.6 1 -8 1 -4 1 -3 1 1 4.3- 5.0 1 -14 I• -10 ( -8 I I 5.7- 6.7 I -10 I -6 1 -5 1 e I 5.1- 5.6 I -16 I -12 ( -10 1 I 6.8- 7.7 I -13 1 -8 1 -7 I I 5.7- 6.2 I -19 I -14 I -12 I I 7.8- 8.7 1 -15 I -10 1 -8 I I 6.3- 6.9 I -2I I -16 I -13 I I 8.8- 9.7 1 -1.7 1 -12 1 -10 I I 7.0- 7.6 i -24 1 -18 I -15 I I 9.8-11.2 1 -21 I.-15 1 -13 1 7.7- 8.2 I -26 I -20 1 -17 I 111.3-12.7 1 -25 1 -18 { -15 I I 8.3- 8.8 I -28 1 -22 I -19 1 1 12.8-14.0 1 -28 _) -21 I -18 1 1 8.9- 9.5 1 -31 I -24 1 -21 I 14.1-15.3 1 -32 I -24 i -20 I I 9.6-10.1 1 -33 I -26 -22 I I SC by 1 I Orien- I Z Floor Area ( tation I I 1 I East I I 3.2 I " I _23.6+ 0-3.1 to6.4 up 3 I 0 -.19 1 0 ( +l ( +2 I .20-06 1 0 1 0 1 `o I •31 I o j -I .83 up 1- 0 i -1 i s2 1 South 1 0 1 3.2 1 6.4 1 8.0 1 9.6 I I to I to, l to I to I up I I 1 3.1 16.3 17.9 19.5 I I '0 -.18 1 0 1 +1 1 +2 1 +2 I +3 I .19-.42 1 0 1 o 1 0 1 0 1 0 I 43-.66 1 0 1 -1 I -2 I v2 I -3 ' 0 I -2 1 -4 I -4 I -6 West 1 .1 11.6 1 3.2 16.4 19.0 I to I to I to I to I up ( 1.5 13.1 16.3 17.9 I I I t t I 0-.12 1 01 +1 1 +3 1 +6 I +7 .13-.36 1 o f of 0 1 0 1 0 .37-.57 I 0 1 -1 1 -3 I -6 I -7 .58-.82 I -1 I -3 i .-6 I -22 1 -15 yup r -2 t -4 I -8 I -16 I -•20 I I I I I Skylight i .1 I .8 i 1.6 1 342 14.0 I to I to I to 1 to I to r ---7-T ---T 5.2 0-.12 r 1 0 1 +1 I +3 I +6 I +7 .137.36 1 0 1 0 1 0 1 0 1 O .37-.57 1 0 1 -1 1 -3 t -6 I - .58-.82 ( -1 I -3 I -6 I -12 I -. .83 up I -2 I -4 1 -8 I -16 I -20 Table 3-11. Horizontal South Overhand. Potnte Sou M Clezing I Length Out I Area, Z of Floor I I from Wall ( I I ft r 1 0-6.3 I 6.4 up I I w- V.3 1 -t 1 -4 1 1 0.6 - 1.0 I -2 i -3 I 11.1 - 1.9 I -1 I -2 I 2.0 up i 0 i 0 1 Table 3-12. Movable Insulation 1 Points Moveable Insulation'l 1 I Area, Z of Floor I Points 1 I 0= 5.5 I 0 I I 5.6 - 11.5 ( +2 1 1 11.6 - 17.3 1 +4 1 I 17.6 - 23.5 I +6 I I _23.6+ 1 +8 I i Table 13. lttf?ltzatlon Control Feetvres Points I Coctrol Features I Points I T_ I I I Standard I 0 { ! I I 1 1.9 air changes per hr 1 1 T_ I I. I Tight 1 +12 I I I I 1 0.6 air changes per hr I I i I I Table 3-15. Cas Furnnce Withouc _ Refrigeration Cooling Points i- I I Seasonal Efficiency I Poiats I I (SE), � I 1 I 71 - 76 I 0 1 { 77 - 82 I +2 I I 83 - 38 { +4 I I 89 - 94 ! +6 • I 95 up I +8 1 Table +3-16. Heat P•.mo Points T- I Energy Efficiency I Points I I Ratio I (EER) { 1- 7.5 7.9 - 9 I +3 { I S.0 - 8.3 1 +6 I I 8.4 - 9.7 I +9 I I 8.8 - 9.1 I +12 I 9.2 - 9..6 I +13 I I 9.7 - 10.2 I +18 I 10.3 - 10.8 { +21 I I 10.9 - 11.5 I +24 I I 11.6 - 12.3 I +27 I I 12.4 i - 13.2 I I +30 I I 50-59 60-69 Table 3-17. Cas Furnace With Refrlveration Coollnn Points IRefrlgeraclonl Cas Furnace I I Cooling I SE S I II 71-117-i83- fig -7 -9 -ST I 1 761 821 881 941 up I 1 8.0 - 8.3 1 01 +21 4.41 +61 +8 1 1 8.4 - 8.7 1 +21 +41 +61 +91+10 1 1 8.8 - 9.2 1 +41 +61 +81+101+12 1 1 9.: - 9.7 1 +61 +81+101+121+14 I I 9.8 - 10.3 1 +314.101+121+141+16 1 1 10.4 - 10.9 1+10i+12i+141+16{+18 I 1 11.0 - 11.6 1+121+141+161+181+20 1 7/7/83 ZONE 11 TABLE 3-14 (ADAPTED) INTERIOR THERMAL MASS POINTS MASS_ DUELLING AREA SQUARE FOOT AREA 1,000 1,500 2,000 1 2,500 I 3,000 I 3,500 4,000 I 4,500 5,000 I SO. FT. I A B C D A B C D A 6 C D A 6 C D A B C D A S t' 01. A B C D A 6 c 6 :. B 50 2 2 2 2 2 2 2 0 1 2 2 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 0 0 0, 0 o O I 100. 4 4 4 2 2 �. .2 2 2 2 2 2 2 2 2 2 0 2 22 0 2 2 D 0 2 2 0 0 2 2 0 01 D 0 0 D I 150 6 6 6 4 4 4 4 2 2 '2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 0 2 ? 2 0 2 2 2 0 200 8 8 6 4 6 6 4 2 4 4 4 2 4 4 2 2 2 2 2 2 2 2 2 2 2 2 2 2 I 2 2 2 i 2 1 7 0 253 1010 8 6 6 6 6 4 6 6 4 2 4 4 4 2 4 4 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 309 12 12 10 6 8 B 6 4 6 6 6 4 6 6 4 2 4 4 4 2 4 4 7 2 2 2 2 2 2 2 2 7' 2. 7 2 2 350 14 14 12 8 10 10 8 6 6 6 E 4 6 6 6 2 6 4 4 2 4 4 4 2 4 4 2 2 I 4 4 2 7! 2 2 7 2 400 14 14 12 8 10 10 8 6 8 8 6 4 6 6 4 4 6 - 6 4 2 4 4 4 2 4 4 4 2 I 44 2 2 I 4 4 2 2 503 18 18 16 10 12 12 10 6 10 10 8 6 R .8 6 4 6 6 6 4 6 6 6 2 6 5 •1 4 4t 2 t 4 4 I 600 22 20 18 12 14 14 12 8 12 12 10 G 10 10 8 6 8 B 6 4 8 G 6 4 6 6 6 4 I 6 5 4 2 I• 6 6 4 Z' 793 24 24 20 14 18 16 14 10 14 14 12 0 10 10 10 6 10 10 8 6 8 8 6 4 8 6. 6 4 1 6 6 6 41 6 6 6 7 230 f 26 24 22 16 70 16 16 10 14 14 12 8 72 }0 10 6 10 10 a 6 10 P 8 4 I^ 6 6 C I B 6 6 4I 6 6 S00 I 28 28 74 16 21 20 18 12 16 16 14 10 14 14 12 B 12 12 10 6 10 10 0 6 I 3 8 • 8 0 + 8 8 5 4 � 8 8 6 c j 1.000 30 70 26 18 i?2 20 20 14 18 18 16 10 14 14 12 8 12 12 l0 6 12 10 10 6 10 10 B 6 I 8 8 0 41 .n, 8 G 4 i 1.100 .l2 32 28 2O I24 24 22 14 20 20 18 10 16 }6 14 8 14 }4 12 g 12 12 10 6 10 10 10 6 110 10 1,200 34 32 30 22 26 26 22 16 22 20 18 12 18 18 14 10 14 14 12 8 14 12 12 B •12 12 10 6 ! 10 10 8 6 I In 10 8 6 i I i 1,300 34 34 32 22 28 26 24 16 22 22 20 12 18 19 lG 10 lu 14 14 8 14 12 12 6 12 12 10 6 12 10 10 GI 10 10 f, u 1,400 34 34 32 24 28 28 26 18 24 24 20 14 20 20 18 12 18 16 14 10 14 14 12 8 X14 14 12 8 11 12 lG f. l0 13 17 S 1 1,iea 136 34 34 24 30 30 26 18 24 24 22 14 I22 20 18 12 18 18 16 10 16 16 14 8 14 14 12 w 17 12 10 7.1 ;2 12 1: 6 2,OOii 34 34 32 22 30 30 26 18 26 26 22 16 22 22 20 14 20 20 18 12 18 18 16 10 16 16 }4 &� 14 la 12 s 1 2,509 34 ]4 30 22 I30 30 26 18 26 26 24 16 24 24 21. 10 22 22 13 :2 20 20 18 !: I is = It :u 3.000 34 32 30 22 30 30 26 18 28 76 24 16 I24 24 22 14 22 22 20 11 :2 :0 I, 12 I 3,500 I 32 32 30 20 30 30 26 ld 28 28 74 16 26 24 22 Iii ?4 ;4 20 1.1 4 .030 32 32 30 20 30 30 26 la i 7a '8 24 If 26 2n 2: 16 .� ' 4,500 _ 32 32 26 1U 130 3c3 26 l j 16 .?= 1£ I SV00.^ 1I32 T7 2i 20 j 1 '<6 I n A) 1. 3't' Concrete Slab: HC -8.93; R-.29; Fact R.. 2. 3 3/4' Thick Common Brick: IIC=7.125; R•.13; Factor -7.3 a) 1. 5k• Concrete Slab: NC-14.to6; R-.458; Factor -7.1 wood stove ��33 oints' no back u C 1. B" Solid Filled Block: 'KC -261.63; R-1.93; Factor•6.1 P ( P) 2. S. Solid Filled Block With Both Sides Exposed To Conditioned Air. casablanca fan + 1 point NOTE:Use all square footage directly exposed to conditioned air for Thermal'Mass Area: IIC-10.164; R-.96�; Factor -6.1 D) 1' Thick Concrete/Ti-le: HC -2.55; R-.083; Facto r•3.7 Table 3-19. Zonally Controlled Electric Reslstance Space Heating Points I Points fot this measure v!11 I Table 3-20. Solar Hater Heatinz With Cas Backuo Points I be competed after the CEC I I has approved an Alternative I Component Package for Resistance 'I I Ileat. I Table 3-15. Active Solar Space Heating vlth Cas Points Net Solar Fraction I Points I I (NSF), Z I I 1 1 1 M.ultiEamil (pier unit points) I 0-6 I 0 I I 7-14 i +2 I I 15 - 23 ( +4 I I 24 - .',0 I +6 I ( 31 - 39 i +8 i I 40 - 47 I : +10 I 1 48 - 55 I 4.12 I I 56 - 63 I +14 I ( 64 - 71 I +18 I I 72 up I +20 M.ultiEamil (pier unit points) --"T I Cas Only I I 0 i I Beat P.mp I I Floor Area I ( Solar vith Electric I ) Net Solar Fraction (NSF), Z I per unit, I I ments la Part 2 I I I 0 i I I Electric Resistance ( I I O.ly i -d0 ) ft 2. 0.9 10-19 20-29 30-39 40-49 50-59 60-69 70-79 , 600-799 0 +3 +7 +10 +14 +17 +21 +24 800-999 0 +3 +5 +8 +11 +14 +16 +19 1,000-1.499 0 +2 +4 +6 +8 +10 +12 +14 1,500-1,999 0 +1 +3 +4 +6 +7 +8 +10 2,(100 and up 0' +1 +2 +4 +5 1 +6 +7 +9 All others (pe build ng pnints) 8U0 -P.99 0 +5 +10 x14 +19 +24 +29 r +34 900-999 0 +4 +9 +13 +17 +il +26 +30 1.00D-1,199 0 +4 •1.7 +11 +15 +•19 +22 +26 1,20ri-1,499 0 +3 +6 +9 +12 +15 +18 +21 1,500-1,999 0 +2 +5 +1 +9 +12 +14 +1& 2,000-2,999 0 42 +3 +5 +7 +8+10 +11 3,OL0 n:.d tin -0 +I +3 +4 +5 +7_ +S +10 i Table 3-21. Other Water Heating Pts. T_ I System Type 1 f I Points I I --"T I Cas Only I I 0 i I Beat P.mp I I 1 0 I I ( Solar vith Electric I ) I Re+!stance Bnckup I I I Heetlna the Require- I I I ments la Part 2 I I I 0 i I I Electric Resistance ( I I O.ly i -d0 ) >; RESIDENTIAL ENERGY PLAN..CHECK/INSPECTION SUMMARY FORM ' OwnerClimate Zone Permit �_ No.. Flood Area .Compliance path: Package ❑ A ❑ B ❑ C ❑ Point System []Budget ® Other J0910 1G3 MIN R -VALUE DESCRIPTION REQ'D INSTALLED ITEMS (1) INSULATION: ® Roof/Ceiling /L '3d 09 Wall . • // ❑ Sla Floor Perimeter ❑ Raised Floor (2) INFILTRATION: ❑ (A) A vapor barrier is required in climate zones, 1, 14 & 16. ®: (B) All manufactured windows and sliding glass doors shall meet the 1972 ANSI Air Infiltration Standards and shall be certified and labeled. (C) All swinging doors and windows leading to unconditioned areas shall be fully weatherstripped. Tight - the above standard features plus: ❑ (D) Continuous infiltration barrier /VO7-('eft e,e2 ❑ (E) Electrical outlet plate gasket / - Area ❑'. (F) Air-to-air heat exchanger MC= Location (3) GLAZING: ❑ (A) Location - Area Ft.7 HC= R= Area Glazing %,Floor Area Single Double Triple (j Total Bldg 142- /Z. 9 e 0 Ft.2 HC= North S49. _ 91 East 7.1 ❑ 19 South _its Q, 2 R= p MC= West 49 3.9 x ❑ ❑ Skylights - Area < (B) Shading MC= Location Shading ❑ Type - Area Coefficient Description R= ❑ MC= East _ ❑ 7/83 South ❑ West ❑ Skylights (C) South OverhahA eft. Length of projection Description Aff- ❑ (D) Moveable insulation: Area ftZ Description (E) Thermal mass -74-2 oapr /VO7-('eft e,e2 ❑ Type / - Area Ft.2 HC= R= MC= Location ❑ Type - Area Ft.7 HC= R= MC= Location ❑ Type - Area Ft.2 HC= R= MC= ,Location ❑ Type - Area Ft. HC= R= MC= Location ❑ Type - Area Ft.2 HC= R= MC= Location ❑ Type - Area Ft.z HC= R= MC= Location 7/83 ✓� FORM (4) MASONRY AND FACTORY -BUILT VIREPLACES shall be equipped with tight fitting closeable metal or glass doors covering the entire opening of the firebox; a combusion air intake equipped with a readily accessible, openable, and tight fitting damper to draw air from the outside of the building; and a tight fitting flue damper with a readily accessible control. -*1(5) HEATING. VENTILATING; AIR CONDITIONING SYSTEM (A).::.Heating Central Gas Furnace (brand and model number) SE Btu/hr (heating capacity) ❑ Heat Pump. (brand and model number) ACOP • Btu/hr (heating capacity at 47`F) ❑ Active Solar :;type (liquid or air) Collector. brand and ft2 model number solar fraction collector area collector orientation collector tilt rated y -intercept rated slope/S {J Other (describe) *1 (B) Cooling _ Q Electric Air. Conditioner (brand and model number) (seasonal EER) Btu/hr (cooling capacity at 95°F) ❑ Electric Heat Pump EER Btu/hr (cooling capacity at 95°F) ❑ Other (describe) ❑ (C) A TWO-STAGE THERMOSTAT, which .controls the supplementary heat on r its second stage, shall be required for heat pumps. (D) AN AUTOMATIC SETBACK shall be provided for all thermostats, except those controlling heat pumps. (E) AN INTERMITTENT IGNITION DEVICE shall be provided for all gas-fired fan type central furnaces, gas-fired fan type wall furnaces and gas cooking appliances. Q (F) BACKDRAFT DAMPERS shall be provided for all fan systems exhausting air to the outside. Q (G) DUCT CONSTRUCTION & INSULATION. All transverse duct, plenum, and fitting joints shall be sealed with pressure sensitive tape or mastic to prevent air loss and shall be insulated to conform to the provisions of Section 1005 of the UMC, 1976 Edition. 7/83 2 �F �. FORM 1 Y, . (6) DOMESTIC WATER SYSTEM ' ® -(A) Gas Only Gallons (brand and model number) (tank size) ❑ Heat Pump w/Electric Backup (brand and model number) Gallons (tank size) 13 Active Active Solar (collector brand and model number) (rated -y -intercept) (rated slope) (solar fraction) • 2 ft .(backup heater type, brand and model number) (collector area) (collector orientation) (collector tilt) ❑ Location of Solar Panels ❑ Other (Describe) Q :(B) TANK INSULATION. Storage type water heaters and storage and backup tanks for solar systems shall be externally wrapped with R-12 insulation or greater. ® (C) PIPE INSULATION. The five feet of pipe closest to the water heater and outside conditioned space shall be insulated with a minimum of R-3. Steam and steam conditioned space shall be insulated with a minimum of R-3. Steam and steam condensation return piping and recirculating hot,water piping outside the building envelope shall be insulated in accordance with* T20 -1408(d). Q '(D) FLOW RESTRICTORS shall be provided for showerheads and faucets as outlined in the new appliance efficiency standards and shall be certified to the Energy Commission. (7) LIGHTING D (A) Lamps used in luminaries for general lighting in kitchens and bathrooms shall have an efficacy of not less than 25 lumens per watt (usually florescent). *1 Submit documentation of sizing heating and cooling equipment by Manual J, sizing charts (form #4) or other approved methods, section 2-5352(g), and fill out the following: Heating: Winter design temperature 27 °, elevation XO C4 ', heating load ��BTU elevation factor x heating load = maximum outlet capacity gas furnace 3 %BTU Cooling: Summer'design'temperature 02 °, cooling load V 704 BTU (USE ONLY AS A SIZING GUIDE, COOLING MAY BE INADEQUATE) *2 Submit T.I.P.S.E. chart or other approved system (form #5) to document sizing of solar panels. ® DESIGN COMPLIANCE STATEMENT: The above building design meets the requirements of Title 24, Part 2, Chapter 2-53 of the California Administration Code. I 7/83 A 2�- � SIGNATURE OF BUILDING DESIGNER OR APPLICANT M Return -to DPW AGRICULTURAL STATEMENT OF ACKNOWLEDGEMENT C, (� �` 1:`,( FOR RESIDENTIALDEVELOPMENT FT; ':.• •'AU i:01R,41 C,F1A ' .,1 T HF i'•_QUF_ISI C:• Section 26-8.1 of the Butte County Code requires this acknowledgement 1 I _ be recorded prior to issuance of a building permit. ��` �`^�- S" V2- �. IS36APR 16 1111 11 '- 27 The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this !, g P P � cLE�;P,:i!'c N. �Li,riCi': property may be subject to inconveniences or discomfort arising from ELEANOR —RECORDER FEE 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..,irb the.County of Butte, State of California, described as follows: All that portion of Lots 25, 26, 27, and'28 as the said lots are designated and delineated on that certain Map entitled, "Map of Hanlon Tract, Subdivision No. 1, part of Secs. 6 and 31 of the•`Aguas Frias Ro.", which Map was recorded in the office of the County Recorder of the County of Butte, State of California, February 7, 1910 in Volume 8 of Maps, at page 16 described as follows: Beginning at a point on the Y4festerly line of said Lot 28, which is North 150 15' `,'lest, 103.24 feet from the Southwesterly corner of said Lot 28, thence from said point of beginning North 151 15' 'nest along.tho Westerly lines of said Lots 28, 27, 26, and 25 to the Northwesterly corner'of said Lot 25; thence Easterly along the Northerly line of said Lot 25, a distance of 876 feet to the Northeast corner of said Lot 25; thence Southerly along the Easterly line of said Lots 25, 26, 27 and 28 to a point that bears North 740 451 Fast from the point of beginning; thence South 7LEo L51 !'lest, to the true point of beginning, containi more less. Date. i _ iRO bE o _1 /1 i ,a E x, State of (,Aiifnrnia ) On this the lA day of AAr�1 19 86 before Butte ) SS. me, the undersigned Notary Public, personally appeared County of ) Peter J. Konyn and Alice C. Konyn k qua / Personally known to me. / / Proved to me on the basis of satisfactory evidence. P:i �.:: A;; .': ... �,1 isfrt :e V.•,::�!•4 i.ir:•.f iJ 4l}..ri It R eto be the persons) whose names) a, -P subscribed to IR" NA .,the within instrument and acknowledged that :: ,::/ r!�•rrutay �,� ._ n,.•-;,,,,; F„.�_,ti,r�,i �`. executed the same for the purposes therein containe . f4IN WITNESS WHEREOF, I hereunto set my hand and official seal. a 'a”C Notary Publ c Present A.P. No. S ; ,% - tSLl"iSq PERMIT N0. 1130-86B PERMIT EXPIRES OWNER PETE KONYN CONTR. Steve Sicke, Chico 3 } ASSESSOR PARCEL 98-17-30 • t LOCATION 8826 Midway, Durham , i c+ + r Y 1 i ri i f h t Temp. Power Pole Called PG&E Temp. Elec. Service Called PG&E / Temp. Gas Service Called PG&E l JOB FINALE( Signature F t. 1 �. J = OK' 0 = Not -OK — = Not Applicable = Not Ready MOBILEHOMES MISCELLANEOUS Date MOBILEHOME UTILITIES (Plans) OK except H's Date I DEC S, COVERS, CARPORTS, ETC. (Plans) OK except N's 1. Zoning Requirements—Setbacks—Easements 2. Soils; Special MH Support—Sketch ng Requirements—Setbacks—Easements _ ootings; Size—Depth—Spacing—Connectors 3. Sewer; Location—Test—Fall-C/0—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.—Shthg.—Rfg.—Bracing 5. Electricity; Location—Clearances—Grnd.—/ / Amp—Concrete 5. Alum. Awn.; Columns—Connections—Splice—Decal—Enclosures 6. Gas; Location—Test—Wrap:/ /"L"ft./ /"Nat.or/ /"L"ft./ /"LPG 7. Utility Clearance arports; Windows—Doors 7. Elec. Card -BI Date Card -BI Date Card -BI Date Card -BI Date Card -BI Date Date Card -BI Date MOBILEHOME INSTALLATION (Plans) OK except N's 1. Zoning Requirements—Setbacks—Easements Card -BI Date Date Card -BI Date POOLS (Plans) OK except q's 1. Setbacks—Easements 2. Footings; Size—Spacing—Marriage Line 2. Soils; Compaction—Structure Stability 3. Gas; MH Test—Demand—Valve—Connector 3. Pool Structure; Steel—Connections—Thickness—Dead Men—Lining 4. Electricity; MH Test—Crossovers—Breakers—Clearances 4. Elec.; Receptacles and Lighting; Distances—GFI 5. Drain; MH Test—Fall—Flex Connector 5. Elec.; Pool Lighting; 15 volts—GFI 6. Water; MH Test—Regulator—Connector 6. Elec.; Enclosures; Conduit Entries—Terminals—Listed 7. Water and Sewer Connected—C/0 to Grade—HD Approval 7. Elec.; Bonding; Metal w/5'—Circulating Equipment—Heater 8. Gas and Electricity Tagged 8. Elec.; Grounding; Equip. w/5'—Circulating Equip.—Pool Lghtg. Boxes—Enclosures—Panel boards—Ins. to Main in Conduit 9. Exits; Insp.—Sketch 10. Cert. of Occupancy 9. Health Department Approval 10. Plumb; Cir. Test—Water Supply Test Card B-1 Date Card -BI Date Card -BI Date Card -BI Date Card B-1 Date Card -BI Date Card -BI Date Card -BI Date r -f V = OK lz 0 = Not OK Not Applicable Not Ready RESIDENTIAL (Single and Duplex) SIE Date UNDERFLOOR Plans OK except #'s Date FRAMING (Continued) 1. Zoning requirements -Setbacks -Easements 48. Property Line Firewall & Openings 2. Ftg., Main; Soils-Steel-Elec. Grnd.- / /'' Ftg. Depth 49. Ext. Doors -One 3' -Check Garage -3rd story, 2 exits 3. Ftg., Garage;'Soils-Steel- / /" Ftg. Depth 50. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 4. Ftg., Porches & Decks; Soils -Steel- / /" Ftg. Depth 51. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 5.Stemwalls, Main; Steel-Blockouts-Wrapped-Slab 52. Siding -Nailing -Veneer 6. Stemwalls, Garage; Steel-Blockouts-Wrapped-Slab 53. Stucco Mesh -Drip Screed-Fdn. Vents-Underflr. Access 7. Piers -Fireplace Ftg.-Steel 54. Glazing Area -Glass Protection -Skylights -Plastic 8. D.W.V.: Fall -Fittings -Test -2 way C/O -Sewer Test 9. Gas Pipe; Size -Anchors 55. Shear Walls; Nailing -Bolts 10. Water Pipe; Test -Anchors -Regulator -Service Test 11. Electric; Underground _ 12. Plenums & Ducts; Clearance -Material -Support -Ins. 13. Girders -Sills -Anchor Bolts -Joists -Vents -Cripples Card -BI Date Card -BI Date Card -BI Card -BI Date Card -BI Date Date Card -BI Date Card -BI Card -BI Date Date Card -BI Date Date Card -BI Date PLUMBING (Permit) OK except #'s 14. Water Ht.; Vent -Access -Combustion Air Date FINAL (Plans) OK except #'s 56. Ext. Steps -Door & Sidelight Protection -Landings 57. 58. Smoke Detector Furnace; Vents -Clearance -Comb. Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 15. Water Pipe; Test & Anchors -Nail Protection D.W.V.; Test-Fttngs & Anchors -Nail Protection 59. Bedroom Exiting _ _16. 17. Pan; Test, First Floor -Tub Access 60. G.F.I. & Bath Fixtures & Tub Access 18. _Shower Test Tub & Shower, 2nd Floor -Tub Access 61. Elec. Trim & Subpanel; Breaker Sizes -Labels _ 19. Gas Pipe; Size & Anchors 62. 63. 64. Stairs & Rails _ Fireplace or Stove; Clearances -Hearth Elec. Outlets at Wood Panel; Int. & Ext. Card -BI Date Card -BI Date 65. Kit. Fixt. & Appliance; Grnd.-Air Gap -Cooking Clearance Card -BI Date Card -BI Date 66. Elec. Outlets & Receptacles at Kit. Counter Date ELECTRICAL Permit OK except #'s Y 67. Garage Fire Door; Swing -Landing -Closer 0 68. 69. A.C. Duct in Garage -Damper Wtr. Htr.; Vents -Clearance -Comb. Air-Connector-P.R.V.- In Garage; Above Floor-Mech. Protection 20. Fixture & Transformer Clearance -Ins. Protection - - 21. 22. 23. 24. 25. Elec. Receptacles Spacing -Lights &Switches at Doors Size Boxes & No. of Conductors -Stapled Romex Installed Close to Edge of Studs & C.J. Equip. Ground made up w/Mech. Fasteners -Bond Gas & Water 2 Appliance Circuits in Kitchen &Conductor Size 70. Plb., Elec. & Mech. Equip. Listed for Location 71. Elec. Receptacles in Garage; (G.F.I.)-Romex Protec. 72. Insulation -Foam -Looked in Attic ❑Yes 73. ,Guard Rails & Deck Construction -Post Caps 74. Fdn. Vents & Crawl !-tole Door -Drainage & Wood -Earth Clearance Looked under Floor ❑ Yes 75. Following instld.: Drive Yes No; Walks 9 ❑ ❑ ❑ Yes ❑ No; Planters ❑Yes ❑No 76. Stucco; Brown -Finish 77.A.C. Unit; Disconnect-Clrnces-Brkr. & Cond. Size -115V Outlet 26. Subfeed Wire Size / / ga. Cu or AI-A.C. Wire Size / / g Cu or At 27. Range Circ. / / ga. Cu or AI -Oven Circ. / / ga. C o I, _ Insulated Neutral `;Yes ❑No -- 28. Service -Riser Conductors & Ground -Main Disconnect - 29. Equip. Clearances: Panels-Motors-Mech. Equi Card B -I Card B-1 30. Clothes Closet Light -Shower Light N -2 - Date Card -BI _ _ Date Card -BI Date 79. 80 Vents Above Roof; Plbg.-Appliance-Firepl.-Clearance to Opngs. ater Well; Disconnect, Electrical, Plumbing rior Elec. Trim; G.F.I. Receptacle -Underground 81, V ilation throughout House I s Protection Date MECHANICAL (Permit) OK except #'s 83. 1 Co ections from Previous Inspections 84. Gal Test -Meters Tagged; Gas -Electric - _ Card -BI Card -BI 31. 32. 33. 34. 35. A.C. Ducts_ Insulation & Support _-_ - Vent Fan: Exhaust above Insulation _ -__ - Condensate Drain & Overflow; Size & Grade Furnace-_Vent_Access-Comb. Air -Return Air Vent -_115V outlet Attic Access & Platform if Furnace in Attic -- - Date Card -BI Date Date Card -BI Date 85. NWer & Sewer Connected -C/O to Grade -HD Approval g6, Energy Compliance Certificate -Other Certificates Card -BI Card -BI Date Card -BI Date Pate Card -BI Date Card -BI Date Card -BI Date Date FRAMING(Plans) OK except #'s 36. Sills; Proper Material & Anchors 37. Walls: Studs -Nailing, Spacing & Bracing -Plates -Sound 38. Bearing Walls over Girders & F_I_oor N_ailing__ 39. Draft Stop in Walls (rat proof) 40. Fire Stops: Furred Ceilings -Stairs -Chases -Tub - 41. Header & Beam -Size & Bearing 42. Hangers -Post Caps -Anchors -Connectors 43. Cing. Joist-Rftr. Ties-Purlin-Roof Brac.-Truss-Shthng.-Rfng. 44. Fireplace Ties or TypeA Flue -Fireplace Throat 45. Attic Access: Size & Romex Protection -Draft Stop -Ins. Baffles _ 46. Bdrm. Windows or Exiting Doors -Sill Hgt. &Dimensions 47. Garage Fire Protection Framing Comments at Final: _ _ (NOTE: Anentrymust be made each time youvisit jobsite) t COUNTY OF BUTTE - DEPARTMENT OF PUBLIC WORKS 7 County Center Drive - Oroville, Californ,Ga 95965 - Telephone 916/534-4541 APPLICATION AND PERMIT PER T N0. �D ASSXkR PARC NUM ER ZONING �t 00 BUILDING PERMIT OWNE // -/} d TEL HONE SO. FT. CC. BUILDING VALUATION OWN ZING DRE V yr AO Im CO A TOR'S NAME �< e T LEPHO E ^ U 7irepla CON ACTOR S MAIL G ADD R�SS ^ ` Y coNS`rFPCrrOr LENDER UNKNOWN Total Valuation is Filing Fee $ 10.00 LENDER'S MAILING ADDRESS Permit Fee $ ARC ECT OR ENGINEER LICENSE NO. Plan Checking Fee $ Energy Plan Checking Fee $ ARCHITECT OR ENGINEER'S MAILING ADDRESS Penalty $ BUILDING ADDIR�//{ i1- ` ,4 Permit fee $ PLUMBING PERMIT Filing Fee 10.00 Each Trap 2.00 Solar or heat pump water heater 20.00 LOT NO. SUBDIVISION NAMEPARCEL MAP Water piping 5.00 Each qas water heater or vent 5.00 USE OF STRUCTURE SF Duplex❑ Mobilehome❑ Other SPECIFY Gas piping system 1 - 5 outlets 5.00 Building sewer 5.00 Mobile Home Is 10.00 ea TYPE OF WORK New ❑ Addition [r RemodelZ Utilities ❑ Installation❑ Other ❑ Describe work: ✓` r Permit Fee $ Contractor ELECTRICAL PERMIT Filing Fee 10.00 ` U Main service Boov OR LESS 100 AMP OR LESS 10.00 Main service EA. ADD'L 100 AMP 2.50 CONTRACTORS LICENSE LAW I declare under penalty of perjury (check one): ❑ I am licensed under provisions of Chapt. 9, Div. 3 of the Buslnes$ and Profess s Code and my license is in full force and effect. License No. Classification __ IJ—` FlI, 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) ElMobileo 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 OCCUP.ai` , OR ADDNS. ( ACC. BLDGS. / /22sq ft NEW CONSTR. MULTI -OUTLET RC ITS 2.50 ea NON-RESID BRANCH CRC., POWER APPARATUS e (SINGLE OUTLET CIR. Ex. Occup(OUTLETS OR FIXTURES 200030 FIXED Ex. Occup. OUT ETS P(RESID )APLNS.REAJ 2.00 Temporary service 10.00 Home Facilities 15.00 Misc. H 15.00 9 Permit Fee $ WORKMEN'S COMPENSATION INSURANCE I declare under penalty of perjury (check one): ❑ e -permit is for $100.00 (valuation) or less. i, 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 to 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 Filing Fee 10.00 Heating Coolin g Hood 3,00 Ventilation permit Fee $ 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 Countyot Butte to enter upon the above-mentioned property for inspection purposes. I also agree to save, indemnify and keep harmless the County of Butte against all liabilities, judgments, costs, and expenses which may in any way accrue again t said C nt In consequence of the granting of this permit. r7 "'"' date b Signature of Applicant — Owner ❑ Contractor rUl Agent An OSHA permit is required for excavations over 5'0" deep and demolition or construct- ion of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ TOTAL PERMIT FEE $ OCCUP. CONST.TYPC i� I FLOOD PARCEL I PD ND suE This permit is hereby issued under sions of the Butte County Code and/or work indicated above for which DIRE C OR OF PUBLIC 9__67 BYDate P MIT EXPIRES Date the applicable provi- resolutions to do fees have been paid. WORKS % Receipt No. �� `'1 T WNITC-D.P.W.. YELLOW-ASBE390R, Pith -INSPECTOR. GOLDENROD -APPLICANT OWNER v gut L'. ij. ` COUNTY OF BUTTE - DEPARTMENT OF:�PUBLIC WORKS - BUILDING DIVISION 7 COUNTY CENTER DRIVE--dROVILLE;"�N'LARNIA 95965 - TELEPHONE: 916/5341541 PERMIT APPLICATION DATA SHEET Permit No. i xom L/ n A. P. No. L Proposed Building Use Permit Fee Based'Upon: Complete Contract Price e DPW Valuation Building Inspector Uate 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. . . . . . . . . . . 3. Complete plans in duplicate/triplicate. . . . . . . . . 4. Complete engineered plans and calcs. . . . . . . . . . 5. Plans with Energy Design Compliance Statement. . . . . . 6. CUSD "Fees Paid'' Stamp on Floor Plan . . . . . . . . 7 Statement of Intent for Non -Heated and AC Buildings. 8. Fees of $ . . . . . . Letter of signature authorizatio . Sanitation approval from Health Dept. S -��C_ 11. Planning approval for (A) Use: (B) Parking: 12. Certificate of Workmen's Compensation Insurance. . . . . . 13. Contractor's License Information (no., name style, classif.) 14. Owner -Builder Verification (Given to owner❑, Mail to owner ❑ ) 15. Improvements may be required. . . . . . . . . . . . 16. Mobilehome Installation Data. . . . . . r 17.. Pre -Inspection for Required. Pre-Inspec. request to P q Building Inspector I(Date) rd } yAyf �t feOnectruct�OR approvar required prior to 18. RecOther ll occupancy 19. Other WWVn issue the emit, pr ces as follows: MailL �� Mail to contractor. �owwner. Telephone and hold for pickup at 6LQ.Loffice. Deliver w/inspector. Other Appl icaDate Z 2 6 Copy of plans sent Health Dept., Fire Dept., Other Date ` During the plan checking process, the following data must be submitted prior to permitlissuance. (For required items not checked above at time of application, circle item.) 1. Index permit for above Items No. 2. Additional items required: (Contractor, Designer, Owner) was advised of above required data by Plans Plans Other Copy—DPW By Telephone t Mail Other Date TO: Building Department FROM:; Environmental Health Chaco SUBJECT: Sanitation ClearaGnce Owndr Locatio APP Plan approved for: sewage disposal water supply Hold final for: water supply Final clearance O.K. for: water supply Clearance for bedroom mobile home, Other Note**�a Sanitarian pate . V 2 tri � • j ''r� / � ; r .r -v` n�' � ,r ' j a ; a `rte o /� X10,' 0 oo 11rJ i w E., o -se° i A setback of 5 ft. froril% tfie L % I. property lies and ate? of 50ft. fit mss( L4 rpti -l—' P a �e. gtea r of sou �-S5t or equip ent exe ,.�,:,_, 'y'for a 2 ft. eave overhang. cij -rFF M COUNTY u M. LDING DEPARTI�'f Q i V i I � C-1 Oa G'i61 m m• � ; O O `O U ^o Q r�f�f i6s _c_s il'POD I a 1 -z- 0 or iOti r, • V -M -SFr SmcFcT � kep+ on fe job at a;l tunes and tmc,6 ony'changes or, alterotions written permission from the Dep( Wlwh, v!oL)4v of Bbtte. I I I I • I ! i I I 1 1 f t661� �V.r •.. .fid ..Jn 1 unlaw tc )n some withouf I -tment of Public I I a I n ; • h 1 l�l ! �I T01 a D 4 F. i V �j1----.— ° FJILDING DEPARTMEW APPROVED j -m v P� �� ),�owyp 4' i for approval prior to erection:' �1Z� 11 i -AC T f u5 5 foo OG w..._ ,\ i . ie b� i' 1 wood CCS . con p . si. I V I C_ ; ye, 19��a ! 4 . 7'0� 6-e _E,.yiKer✓eii-'151/s-s a' T9wti lr E.' oQ i,• lh'av�cC. � � V - `� '`�Vft1y1 C• nn � c�iy-s 41A C? 7 e5' /12 o eet�. �PJv NOTE:—A11 Materials & Workmanship��� Accordance . with Recognized Good Practices- and of a quality prescribed for the Specified use in the Uniform Building, Plumbing & Machanical Codes and Ae National Electrical Code. . Hyl v tc- o�7 �iyt6Ti-N��.•�. �c rig4,r $) ► -- $G This set of plans and specifications MUST be kept on the job at all times and it is unlawful to make any changes or alterations on some without written permission from the Department of Public Works, County of Butte. jr jr 1� .F 0011 4 4".' `e BUTTE COUNTY Prio-MADING DEPARTMENT APPROVED Ca Ir pD For /4, r >'1 hs Pc#'. "1Wyo 0— 030 -O Buller Manufacturing Company 7440 Doe Avenue BUTLER P.O. Box 1590 ® Visalia, CA 93279-1590 (559)651-5369 December 18, 2001 Andy Wood 80x100x20 LRF 5:12 North Valley Building Systems Peter Konyn Chico, CA Chico, CA BMC No. 04-079270-1 Builder No. 01-68 To Whom It May Concern: Please accept this letter as our certification that the Butler Mfg. Co. (an AISC Class MB Certified Fabricator) components of the subject building, when ordered in accordance with Butler standards, will be designed in accordance with the 1989 Edition of the AISC Specification for the Design, Fabrication and Erection of Structural Steel and the 1986 Edition of the AISI Specification for the Design of Cold -Formed Steel Structural Members. The basic loads of the subject building meet or exceed the County Climatic Data as published in the 1986 Edition of the MBMA Low Rise Building Systems Manual. Loads applied to the subject building will be in accordance with the 1997 edition of the Uniform Building Code. The subject building will be designed to carry a basic roof live load of 20 pounds per square foot, with an Importance Factor of 1.0, and a collateral load of 3.0 pounds per square foot, in addition to the dead load of the structure. Components are designed for reduced roof live loads in accordance with Section 1607.5 and 1607.6 of the Uniform Building Code. Roof live load for each component is based on the following schedule: Tributary Loaded Area (Sq. Ft.) Design Live Load (p.s.f.) 0 to 200 20 psf 200 to 600 16 psf Greater than 600 12 psf The"building will be designed for a basic wind speed of 80 M.P.H., exposure factor "B", with an Importance Factor of 1.0. Applied in accordance with Chapter 16 -Division III of the Uniform Building Code. The building will be designed as "OPEN" for wind design. The building will be designed for Seismic Zone 3 in accordance with Chapter 16 -Division IV of the Uniform Building Code with an Importance Factor of 1.0. The soil profile type is So. Load combinations will be in accordance with Section 1612.3.2 of the Uniform Building Code. The Butler Components, when properly erected on an adequate foundation in accordance with the erection drawings as supplied and using the components as furnished, will meet the above loading requirements without exceeding the allowable working stress. The design of this building for wind loads assumes that doors not supplied by Butler are designed to sustain the same wind pressures and suctions as the walls in which they are installed. This certification does not cover field modifications or design of materials not furnished by Buticr Manufacturing Company. Components for the building will be produced in one or more of Butler Manufacturing Company's facilities located in Annville, PA, Birmingham, AL, Galesburg, IL, Laurinburg, NC, San Marcos, TX, and Visalia, CA. All listed facilities are Category MB certified by the American Institute of Steel Construction. Cordially yours, p Z- 0/8-6, Mei Tsui P.E. re 8® Project Engineer UJ N0. C 056216 n 'M BUILDING DEPARTKO * EXP. DEC. 31, 2004 �l s� CIVIL !1� 9jFOF CAl\F-- � r 3 3C I� CUSTOMER: PETER KONYN LOCATION: CHICO, CA , BUILDER: NORTH'VALLEY BUILDING SYS BUILDING SIZE UNIT 1: 8OX10OX20 LRF 5:12 BMC ORDER NO.: 04-079270-1 ,BUILDER ORDER NO: 01-68 DESIGNER: MEI TSU1, P. E. DATE: . 12/18/01 TABLE OF CONTENTS UNIT 1 DESIGN CRITERIA: D1 SPECIFICATIONS: 1 ROOF SECONDARIES: 5 ENDWALL STRUCTURALS: 17 LONGITUDINAL BRACING: 19 WALL PANEL: 21 ROOF PANEL: 22 FRAME DESIGN: F1 FRAME CONNECTIONS: S1 TSV 2G, Z No. C 056216 m Exp. DEC. 31, 2004 ) 2 FOF C KV , I Ul . DATE: 12/17/01 D E S I G N C R I T E R I A R E P O R T 1.3 All welding shall be done in accordance with the AMERICAN P DC -- 1 PAAGEGE P 1 TIME: 01:54 PM 2. MATERIAL SPECIFICATIONS (Minimum Fy and Fu in ksi) ----------------------------------- Built-up Sections matl <=1" thick and <=12" wide .. Fy = 55. --------- ORDER ------------------------------------------------------------------ # 079270 BUILDER NORTH VALLEY READY BUIL ------------ BLDR ORDER # 01-68 BLDR ACCOUNT # - 20-04-007-90 Visalia BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN (LIVE) ENGR (WIND) GRP (CODE/YEAR) (SLOPE) COMPLEX - NO (TYPE) (WIDTH) (LENGTH) 0/32 X 100' 0" (HEIGHT) 0/32 X 20' 3" 12/32 20 PSF 80 MPH UBC 97. 5.000:12 UNIT # 1 BLDG DESCRIPTION LRF 80' 0" (COLUMN KNEE) (COLUMN OFFSET) (GIRT DEPTH) --------- (COLUMN SHAPE) LSW: TAPERED RSW: TAPERED LSW: --------------------=----------------------=------------------------ HORIZONTAL RSW: HORIZONTAL LSW: 6" ------RSW: 8" ----LSW: 8" ------RSW_ 8" ----------------------------------------------------------.----------- 1. DESIGN SPECIFICATIONS 1.1 All structural mill sections.or welded -up plate sections are designed in accordance with the 1989 edition of the AISC SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS. 1.2 All cold -formed structural members are designed in accordance with the 1986 edition of the AISI SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS. 1.3 All welding shall be done in accordance with the AMERICAN WELDING SOCIETY CODE FOR BUILDING CONSTRUCTION. 2. MATERIAL SPECIFICATIONS (Minimum Fy and Fu in ksi) Built-up Sections matl <=1" thick and <=12" wide .. Fy = 55. Built-up Sections matl >1" thick or >12" wide .. Fy = 50. Wide flange Sections (unless noted) ............... Fy = 36. Cold -formed Members up to .120 thickness .......... Fy = 60. over .120 thickness .......... Fy = 55. Galvanized Material .......... Fy = 42. Brace Rods up to 3/4" diameter ....................Fu = 80. over 3/4" diameter ......I.............Fu = 70. Roof Cover BRII 28 Gage ................... Fy = 80. Wall Cover BRII 26 Gage ................... Fy = 50. Wall Cover OPEN --------------------------------------------------------- 3. SPECIFIED DESIGN LOADS AND BUILDING CODE. 3.1 BUILDING CODE: The 1997 edition of.the "Uniform Building Code" by the International Conference of Building Officials (ICBG). 3.2 DESIGN LOADS Terrain Cat/Wind Exp B Dead Load 2.2 + Frame Weight Roof Live Load 20 pef Exposure of Roof Partial Exposed Rf Thermal Condition Normal Collateral Load 3.00 psf Wind Speed 80 mph Seismic Zone 3 Snow Importance Factor 1.000 Wind Importance Factor 1.000 Seismic Importance Factor 1.000 Min County Ground Snow 0 psf Building Use Category 4 (GENERAL USE) DATE:'12/17/01 D E S I G N C R I T E R I A R E P O R T PD120ODDC PAGE D 2 TIME: 01:54 PM -----=------------------- =--------------------------------------------------------------- - ORDER # 079270 BUILDER NORTH VALLEY READY BUIL BLDR.ORDER 7------------------------------------------ # 01-68 BLDR ACCOUNT # - • 20-04-007-90 Visalia BLDR CONTACT - ANDY WOOD. BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN (LIVE) ENGR (WIND) GRP (CODE/YEAR) (SLOPE) COMPLEX - NO (TYPE) (WIDTH) (LENGTH) 0/32 X 100' 0" (HEIGHT) 0/32 X 20' 3" 12/32 20 PSF 80 MPH UBC 97 5.000:12 UNIT # 1 BLDG DESCRIPTION LRF 80' 0" (COLUMN KNEE) (COLUMN -OFFSET) (GIRT DEPTH) . (COLUMN SHAPE) LSW: TAPERED RSW: TAPERED LSW: --------------------------------------------------- HORIZONTAL RSW: HORIZONTAL -------------------------- LSW: 8" ------RSW: 8"------LSWe--B"-------RSW_ - 8" ----------------------- ACTUAL DESIGN LOADS LIVE LOAD INTERMEDIATE FRAME ENDWALL STRUCTURALS ROOF STRUCTURALS 20.0 psf FRAMES: 1, 21 3, 4 20.0 psf FEW 20.0 psf BAYS: 1, 2, 3, 4 none REW COLLATERAL LOAD INTERMEDIATE FRAME 3.00 psf FRAMES: 1, 2, 3, 4 WIND SPEED INTERMEDIATE FRAME 80.00 mph... FRAMES: 1, 2, 3, 4 ENDWALL STRUCTURALS 3.00 psf FEW 3.00 psf REW - ENDWALL SIDEWALL STRUCTURALS STRUCTURALS 80.00 mph FEW 80.00..mph RSW 80.00 mph REW 80.00 mph LSW ROOF STRUCTURALS 3.00 psf. BAYS: 1, 2, 3, 4 BRACING ROOF STRUCTURALS 80 mph 80.00 mph. BAYS: 1, 2, 3, 4 WIND COEFFICIENT (* 'INDICATES OVERRIDE) PRESSURE •SUCTION UPLIFT All girts 0.900 -0.900 B&P EW Roof Beams -1.800 . "C" EW Posts 0.900 -0.900 Roof Structurals -1.000 Bracing 0.800 -0.500 ---------------------------------------------------------------------------- DATE: 12/17/01 D E S I. G N D A T A R E P O R T PD1200DSN TIME: 04:13 PM 0-00-01 GLOBAL DATA LRF DESIGN SPECIFICATIONS PAGE 1 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 079270 BUILDER - NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT .# 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME PETER KONYN ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 80' 0" 0/32 X 100' 0" 0/32 X 20' 3 "12/32 20 PSF 80 MPH UBC 97 5.000:12 --------------------------------------------------------------------------------------------------=--------------------------------- 1 DESCRIPTION 1.1 GENERAL The primary structural system consists of rigid frames designed as clear°span or with interior columns as a modular rigid frame.- The end frames consist of "C" Section simple beams and posts or an H -Section modular rigid frame. Purlins and eave struts spanning between the'frames support the roof panels. The wall panels span from the base to the eave and may be supported at the intermediate points by girts spanning between the frames. 1.2 RIGID FRAMES The rigid frames consist of tapered or straight welded -up plate section exterior columns and roof beams with bolted splices. For modular frames, interior columns are straight sections. The minimum yield of the steel used for flanges and webs is 55 ksi. 1.3 END FRAMES Endwall framing has two options: (i) Light gage "C" section members composed of endwall posts and endwall roof beams. The members are fabricated from 60 ksi minimum yield material except that material greater than 0.120" thick is 55 ksi minimum yield. (2) H -Section roof beams and posts designed as a modular rigid frame. The minimum yield of the steel used for flanges and webs is 55 ksi. 1.4 SECONDARY FRAMING The secondary framing consists of purlins, girts, and eave struts cold -formed from 60 ksi minimum yield material. Purlins and girts are Z-shaped members and eave struts are C-shaped. 2 DESIGN SPECIFICATIONS All structural mill sections or welded -up plate sections are designed in accordance with the AISC SPECIFICATION FOR THE DESIGN, FABRICATION,.AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS. All cold -formed structural members are designed in accordance with the AISI SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS. DATE: 12/17/01 D E S I G N D A T A R E,P O R T PD1200DSN TIME: 04:13 PM 0-00-01 GLOBAL DATA LRF DESIGN SPECIFICATIONS PAGE 2 ----------------------------------------------------------------------------------------------------------------------- ORDER # 079270 BUILDER NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN ENGR GRP -.Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 80' 0" 0/32 X- 100' 0" 0/32 X 20' 3" 12/32 20 PSF 80 MPH UBC 97 5.000:12 -----------------------------------------------------------------------------------------------------------; METHOD OF ANALYSIS 3.1 RIGID FRAMES The rigid frame is designed using the stiffness analysis method column bases. Modular frames with interior columns are indeterminate reaction analysis for this frame uses the energy changing sections of the frame, summations are obtained by adding the frame coefficients of these sections.. 3.2 ENDWALL FRAMING The frame is designed with pinned connections at the designed with pinned connections at the column top. The method considering bending only. To account for the dividing the frame into a number of individual sections and Endwall framing has two options. Option 1 consists of light gage "C" section endwall roof beams designed as simple span, simple span with cantilever, or two span continuous supported by endwall posts designed as pinned end members. Option 2 consists of H -Section roof beams and posts designed as modular rigid frames with or without endwall bracing. 3.2.1 Light Gage "C" Section Option 3.2.1.1 Endwall Posts Endwall posts will be designed as pinned end members (simple span) to resist the moment and shear caused by wind load from the tributary wall area; the axial load caused by the vertical forces (dead load, live load, uplift) from the tributary roof area; and the bending moment. caused by the eccentricity of the vertical forces (roof beam attached to the endwall post flange). All roof and wall loads will be considered uniformly distributed. Except for the addition of the moment caused by the roof beam eccentricity, endwall posts will be assumed to be loaded through the shear center. The posts will be considered adequately braced against torsional-flexuraly buckling by the panels and girts. Girt locations will be considered inner and outer flange brace points. Moments and forces will be determined in accordance with the above specifications and procedures. 3.2.1.2 Endwall Roof Beams Endwall roof beams will be designed as simple span, simple span with cantilever, or two span continuous members. All connections will be considered to provide pinned end support. The roof beams will be designed to resist the shear and moment caused by the dead load, live load, and wind.uplift applied to the tributary roof area. The endwall panel weight (1.1 psf x eave height) will be deducted from the applied uplift load. The purlin clips will brace the top and bottom flange of all roof beams. Allowable moment capacity will be computed in accordance with the AISI Specification. Moments and forces will be determined in accordance with the above specifications and procedures. 3.2.2 H -Section Option The rigid frame endwall consists of straight welded -up plate section corner columns, endwall posts, and roof beams with bolted splices. The minimum yield of the steel used for flanges and webs is 55 ksi. Endwall posts are designed as pinned end members (simple span) to resist the moment and shear caused by the wind load on the endwall and axial load caused by the vertical forces from the roof. Some frames will also be designed with rod bracing attached at the base and top of the endwall post to act in conjunction with the rigid frame action of the frame to resist the force caused by the wind load on the sidewalls. DATE: 12/17/01 D E S I G N D A T A 'R E P O R T PD1200DSN TIME: 04:13 PM 0-00-01 GLOBAL DATA LRF DESIGN SPECIFICATIONS PAGE 3 -------------------------------------------------------------------------------------------------------------------------,----------- ORDER # 079270 BUILDER - NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 80' ,0" 0/32 X 1001• 0" 0/32 X 20' 3" 12/32 20 PSF 80 MPH UBC 97. .5.000:12 ---------------------------------------------------------------------=-------------------------------------------------------------- 3.3 'SECONDARY FRAMING 3.3.1 Purlins, Eave Struts,*And Girts Purlins and girts may be designed as simple span or continuous beams. Eave struts are designed as simple span beams. All members are designed using the stiffness analysis method. The purlins and eave struts are designed for the shear and moment caused by live load or uplift on the tributary roof area and the axial load caused by wind on the tributary endwall area. The girts are designed for the shear and moment caused by wind pressure or suction applied to the tributary wall area. All loads are assumed uniformly distributed,,but tapered and concentrated loads can be input and considered in the design. The section is optimized for either allowable forces, moments, or live load deflection in accordance with the above listed specifications and procedures. 3.3.2 Roof Panels Panels will be designed as continuous span members. All live or snow loads and wind pressure or suction are assumed uniformly distributed. 3.3.3 Wall Panels Panels will be,designed as simple span no girts) or continuous span (with girts)' members. The panels will be designed assuming a uniformly distributed wind pressure or auction. Maximum panel spans will be developed in accordance with the above specifications and procedures. 3.4 WIND BRACING The standard wind bracing is.provided by using brace rods. Alternate wall bracing can be provided by using portal frames, wind posts, or panel diaphragms. Brace rods will be designed as tension members in accordance with the applicable provisions of AISC. Rods 0.75 inch in diameter and less will have a minimum 80 ksi ultimate tensile strength. Rods larger than 0..75 inch in diameter will have a minimum 70 ksi ultimate tensile strength. Bracing design based on panel diaphragm action will require a lineal footage of full height panels determined by eave height and wind loading. DATE: 12/17/01 D E S I G N D A T A R E P O R T PD1200DSN . TIME: 04:13 PM 0-00-01 GLOBAL DATA LRF DESIGN SPECIFICATIONS PAGE 4 ------------------------------------------------------------------------------------------------------ ORDER # 079270 BUILDER NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 80' 0" 0/32 X 100' 0" 0/32 X 20' 3" 12/32 20 PSF 80 MPH UBC 97 5.000:12 ---- --------------------------------------------------------------------------- 3.4.1 Roof And Sidewall Bracing The standard wind bracing to be provided in all buildings is a parallel chord.Pratt truss in the roof and "X" diagonal rod members in the wall. The rod loads are computed by summing.the windward and leeward endwall post reactions which act between the ridge of the building and the strut whose load the brace rod is transferring down the roof. If more than one braced bay exists, it is assumed that the accumulated wind load is distributed equally to each braced bay. Hence the sum computed above is divided by the number of braced bays. The rod load is determined by dividing the strut load by the cosine of the angle between the strut and the brace rod. The braced bay sidewall reactions are the horizontal and vertical resolution of the load in the sidewall rods. 3.4.2 Endwall Bracing The endwall bracing for the "C" Section endwall will be designed to resist a concentrated load at the top of the corner post equal to the wind load times the tributary sidewall area. The endwall bracing for the H -Section endwall will be designed to act in conjunction with the rigid frame action of the frame to resist the forces caused by the wind load on the sidewalls. DATE: 12/17/01 (FT & PSF) D E S I G N D A T A R E P O R T PD1200DSN 9 TIME: 04:13 PM 1-02-01 ROOF STRUCTURALS LEFT SLOPE PURLINS ---------------------------- -PAGE ------ ----------------- ORDER # 079270 ------- BUILDER -------- NORTH - ---------------------------------- -- VALLEY READY BUIL ------------------ BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 Visalia BLDR CONTACT - ANDY WOOD WSUCT + -------------------------------.------------------------+ BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN (LIVE) ENGR GRP - (WIND) (CODE/YEAR) (SLOPE) COMPLEX - NO 4.4.7 (TYPE) 3.0 20.0 (WIDTH) (LENGTH). 0" (HEIGHT) 0/32 X 20' 3" 12/32 20•.PSF 80 MPH UBC 97 5.000:12 UNIT # 1 BLDG DESCRIPTION 3.0 20.0 LRF 80' 0" 0/32 X 100'' 3 25.00 .4.47 SPANS AND UNIFORM LOADS (FT & PSF) 4 23.00 4.47 1.2 3.0 20.0 0.0 21.9 +------------------------ BAY SPAN LOAD -------------------------------------------------------------+ UNIFORM LOADS LAP PURLIN NUMBER WIDTH DL CLL LL- WPRESS WSUCT LEFT RIGHT TYPE 1 24.50 4.87 -------------------------------------------------------------+ 1.2 3.0 .20.0 0.0 12.1 1.00 CONTINUOUS 2 25.00 4.87 1.2 3.0 20.0 0.0 12.1 2.00 1.00 CONTINUOUS 3 25.00 4.87 1.2 3.0 20.0 0.0 12.1 1.00 2'.00 1 CONTINUOUS 4 23.00 4.87 1.2 3.0 20.0 0.0 12.1 1.00 CONTINUOUS NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. PERIMETER LOADS (FT & PSF) ------------------------------------------- BAY SPAN LOAD PERIMETER LOADS NUMBER WIDTH DL CLL LL WPRESS WSUCT + -------------------------------.------------------------+ 1 24.50 4.4.7 1.2 3.0 20.0 0.0 21.9 2 25.00 4.47 1.2• 3.0 20.0 0.0 21.9 3 25.00 .4.47 1.2 3.0 20.0 0.0 21.9 4 23.00 4.47 1.2 3.0 20.0 0.0 21.9 PURLIN BRACE LOCATIONS------------------- + ------------------------------- BAY LOCATION/ NUMBER POSITION --------------------------+ 1 10.50 TOP 2 10.00 TOP 3 10.00 TOP 4 14.00 TOP NOTES: PURLIN BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL DATE: 12/17/01 D E S,I G N D A T A R E P O R T PD120ODSN TIME: 04:13 PM 1-02-01 ROOF STRUCTURALS LEFT SLOPE PURLINS PAGE 10 ------------------------------.-_----------------------------------------------------7------------------------------- ORDER # 079270 BUILDER NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME.- PETER KONYN ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND). '(CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 80' 0" 0/32 ------------------------------------------------------------------------------------------------------------------------------------ X 100' 0" 0/32 X 20' 3" 12/32 .20 PSF 80 MPH UBC 97 5.000:12 LOAD COMBINATIONS END FORCES +------------------------------+-----------------------------------------+ FRONT EW REAR EW " SHEAR MOMENT SHEAR MOMENT NO DESCRIPTION (K) (IN -K) (K) (I14 -K) ---------+-----------------------------------------+ 1 DL + CLL + LL -0.05 _ 0.17 -0.23 -2.82 2 DL + WL (S) 0.02 -0.07 0.10 1.27 - SECTION PROPERTIES (ACTUAL FURNISHED PART) +----------------------------------------------------------------------=----------------------------------------+ BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IY NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) +----------------------------=---------=------------------------------------------------------------------+ 1 0530925 323-4 8.00 0.082 0.068 60.00- .2.63 0.25 1.13 1.23 1.1.95 2.51 2 0530924 323-4 8.00 0.067 0.061 60.00 2.63- 0.25 1.06 1.00 9.76 1.98 3 0530924 323-4 8.00 0.067 0.061 60.00 2.63 0.25 1.06 1.00 9.76 1.98 4 0530924 323-4 8.00 0.067 0.065 60.00 2.63 0.25 1.06 1.00 9.76 1.98 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DATE: 12/17/01 D E S I G N D A T A R E P O R T PD120ODSN TIME: 04:13 PM 1-02-01 ROOF STRUCTURALS LEFT SLOPE PURLINS ' PAGE 11 ------------7---------------------------------------------------------------------------------------------------------- ORDER # 079270 BUILDER - NORTH VALLEY READY BUIL BLDR ORDER,# 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN ENGR GRP Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND). (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 80' 0" 0/32 X 100' 0" 0/32 X 20' 3" 12/32 20 PSF 80 MPH UBC 97. 5.000:12 ----------------------------------------------------------------------------------------------------------------------- DESIGN DATA SUMMARY BAY *********** SHEAR *********** *********** COMBINED AXIAL & BENDING ********** ** COMBINED SHEAR & BENDING ** STRUT LOAD NUM XV ACTV ALLV. CSRV LD XM ACTM ALLM ACTA ALLA CSRB LD XC ACTVC ACTMC CSRC LD ACT ALLOW -------------------------------------------------------------------------------------------------------------=--------------+ + 1" 23.5 -1.7 6.3 0.268 1 23.5 -70.8 100.0 0.00 16.20 0.708 1 23.5 -1.7 -70.8 0.574 1 5.6 2 2.0 1.4 3.4 0.397 1 2.0 -56.4 77.1 0.00 12.00 0.732 1 2.0 1.4 -56.4 0:693 1 8.2 3 1.0 1.3 3.4 0.391 1 1.0 -51.0• , 77.1 0.00 '12.00 0.661 1 1.0 1.3 -51.0 0.590 1 7.6 4 1.0 1.6 3.4 0.461 1 1.0 -66.0. 77.1 0.00 13.20 0.856 1 1.0 1.6 -66.0 0.945 1 4.7 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL -SHEAR (KIPS)' ALLV = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR XM = DISTANCE (FEET) FROM'LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) ACTA = ACTUAL AXIAL FORCE (KIPS) ALLA = ALLOWABLE AXIAL FORCE'(KIPS) IN THE ABSENCE OF MOMENT CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress.condition) XC DISTANCE (FEET) FROM LEFT SUPPORT TO POINV OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR (KIPS) AT COMBINED LOCATION - ACTMC = MOMENT`(IN=KIPS) AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACT = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD ALLOW = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DATE: 12/17/01 D E S I G N D A T A R E P O R T PD120ODSN TIME: 04:13 PM 1-02-01 ROOF STRUCTURALS LEFT SLOPE PURLINS PAGE 12 --------------------------------------------- # 079270 : BUILDER - NORTH VALLEY READY BUIL I BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOODBLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN ENGR GRP = Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG ---------------------------------------------------------------------------------------------------------------- DESCRIPTION LRF 80' 0" 0/32 X 100' 0" 0/32 X 20' 3" 12/32 20 PSF 80 MPH _UBC 97 5.000:12 -- DESIGN DATA SUMMARY - WEB CRIPPLING ----------- =--------------------------------------------------------------------------+ BAY START' **** WEB CRIPPLING **** ***** COMBINED CRIPPLING & BENDING ***** NUM END ACTP ALLP CSRC LD ACTM ALLM ACTP ALLP CSRBC LD ---------+ 1, S 1.2 1.6 0.738 1. -0.1 100.0 1.20 1.60 0.000 1 1 E 3.4 5.9 0.577 1 -91.8 177.2 3.40 5.90 0.807 1 2 S 3.4 5.9 0.577 1 -91.8 177.2 3.40 5.90 0.807 1 2 E 2.9 4.8 0.602 1 -67.7 154.3 2.90 4.80 0.774 1 3 S• 2.9 4:8 0.602 1 -67.7 154.3 2.90 .4.80 0.774 1 3 E 3.3 4.8 0.681 1 -85.6 154.3 3.30 4.80• 0.915 1 4 S 3.3 4.8 0.681 1 -85.6 154.3 3.30 4.80 0.915 1 4 E -1.1 CLIP 1 -2.8 77.1 -1.10 CLIP 1• NOTES: ACTP = ACTUAL WEB"CRIPPLING LOAD (KIPS) ALLP = ALLOWABLE WEB CRIPPLING LOAD (KIPS) CSRC = COMBINED STRESS RATIO - WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION) CSRBC = COMBINED STRESS RATIO - BENDING AND WEB CRIPPLING (* IND.ICATES OVERSTRESS CONDITION) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACTM = CRITICAL MOMENT (IN -KIPS), ,ALLM = ALLOWABLE MOMENT (IN -KIPS) DATE: 12/17/01 -----------------L------=----------+ D E S I G N D A T A R E P" 0 R T PD1200DSN PAGE 13 TIME: 04:13 PM CLL LL WPRESS WSUCT 1-02-01 ROOF STRUCTURALS RIGHT SLOPE PURLINS 3.0 20.0 ------------------------------------------------------------------------------------------------------------------------ ORDER # 079270 BUILDER - NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 Visalia BLDR CONTACT -.ANDY WOOD 4 23.00 4.47 1.2 3.0 20.0 BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN (LIVE) ENGR GRP - (WIND) (CODE/YEAR) (SLOPE) COMPLEX - NO (TYPE) LOCATION/ (WIDTH) 0/32 (LENGTH) X 100' 0" (HEIGHT) 0/32 X 20' 3" 12/32 20 PSF 80 MPHUBC"97 5.000:12 UNIT # 1 BLDG ----------------------------------------------------------------------------------------- DESCRIPTION 1 10.50 LRF 80' 0" TOP SPANS AND UNIFORM LOADS (FT & PSF) 3 10.00 +---------------------------------------------------------=---------------------=-----+ TOP 4 14.00 ' BAY SPAN LOAD UNIFORM LOADS LAP PURLIN NUMBER WIDTH DL CLL LL WPRESS WSUCT LEFT RIGHT TYPE -------------------+ +-=---------------------------------------------------------- 1 24.50 4.87 1.2 3.0 20.0 0.0 12.1 1.00 CONTINUOUS 2 25.00 4.87 1.2 3.0 20.0, 0.0 12.1 2.00 .1.00 . CONTINUOUS 3 25.00 4.87 1.2 3.0. 20.0 0.0 12.1 1.00 2.00 CONTINUOUS 4 23.00 4.87 1.2 3.0 20.0 0.0 12.1 1.00 CONTINUOUS NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. PERIMETER LOADS (FT & PSF) -----------------L------=----------+ +------------------------- BAY SPAN LOAD PERIMETER LOADS NUMBER WIDTH DL CLL LL WPRESS WSUCT -------------------------------------------+ 1 24.50 4.47 1.2 3.0 20.0 0.0 21.9 2 25.00 4.47 1:2 3..0 20.0 0.0 21.9 3 25.00 4.47 1.2 -3.0 20.0 0':0 21.9 4 23.00 4.47 1.2 3.0 20.0 0.0 21.9 PURLIN BRACE LOCATIONS -----------------------------------------+ LOCATION/ BAY NUMBER POSITION -------------------------------------------------------------------------------+ 1 10.50 TOP 2 10.00 TOP 3 10.00 TOP 4 14.00 ' TOP NOTES: PURLIN BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL DATE: 12/17/01 D E S.I G N D A T A R E P O R T PD120ODSN PAGE 14 TIME: 04:13 PM 1-02-01 ROOF STRUCTURALS RIGHT SLOPE PURLINS ------------------------------------------------------------------------------------------------------------------------- ORDER'# 079270 BUILDER NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN (LIVE) (WIND)• ENGR GRP - (CODE/YEAR) Visalia (SLOPE) COMPLEX = NO (TYPE) (WIDTH) . 0/32 (LENGTH) X 100' 0" (HEIGHT) X 201 3" 12/32 20 PSF 80 MPHUBC 97 5.000:12 UNIT # 1 BLDG DESCRIPTION ------------------------------------------------------------------------------------------ LRF 80' 0" .0/32 ------ LOAD COMBINATIONS' END FORCES +---------------=--------------+---------=-------------------------------+ FRONT EW REAR EW SHEAR MOMENT SHEAR MOMENT NO DESCRIPTION (K) (IN -K) (K) (IN-K) ------=-----------+---------•--------------------------------+ 1 DL + CLL + LL -0.05 0.17 -0.23 -2.82 2 DL + WL (S) 0.02 -0.07 0.10 1.27 SECTION PROPERTIES (ACTUAL FURNISHED PART) +-------------------------------------------------------------------------------=-------------------------------+ BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IY NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN). (IN) (IN) '(IN**2) (IN**4) (IN**4) --------=---------------------------------------+ ------------------------------------ ------------------------------------------------------------------ --------------- + 1 0530925 323-4 8.00 0.082 0.068 60..00 2.63 0.25 1.13 1.23 11.95 2.51 2 0530924 323-4 8.00 0.067 0.061 60.00 2.63 0.25 1.06 1.00 9.76 1.98 3 0530924 323-4 8.00 0.067 .0.061 60.00 2.63 0.25 1.06 1.00 9.76 1.98 4 0530924 323-4 8.00 0.067 0.065 60.00 2.63 0.25 1.06 1.00 9.76 1.98 NOTES: MINTHK = MINIMUM DESIGN THICKNESS 01 PD1200DSN DATE: 12/17/01 D E S I G N D A T A R E P O•R T PAGE 15 TIME: 04:13 PM 1-02-01 ROOF STRUCTURALS RIGHT SLOPE PURLINS ------------------------- IL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 ORDER # 079270 BUILDER - NORTH VALLEY READY BU BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KO(LI ENGR GRP - Visalia (TYPE) .(WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNITL#X 1 NO OBLDG DESCRIPTION (LRF 80' 0" 0/32 X 100' 0" 0/32 X 20' 3" 12/32 20 PSF _80--MPH----_-UBC-_97_---5_000_12 DESIGN DATA SUMMARY -----------------------------------------------------+ -------------- ********** ** COMBINED SHEAR & BENDING ** STRUT L BAY *********** SHEAR *********** *********** OAD COMBINED AXIAL & BENDING NUM XV ACTV ALLV CSRV LD XM ACTM ALLM ACTA ALLA CSRB LD XC ACTVC ACTMC ----SRC--LD---ACT----O6 ------------------ ------------------------ 574 1 1 23.5 -1.7 6.3 0.268 1 23.5 -70.8 100.0 0.00 16.20 0.708 1 23.5 -1.7 -70.8 0. 2 2.0 1.4 3.4 0.397 1 2.0 -56.4 77.1 0.00 12.00 0.732 1 2.0 1.4 56.4 0.693 1 8,6 3 1.0 1.3 3.4 0.391 1 1.0 -51.0 77.1 0.00 12.00 0.661 .1 1.0 1'.3 -51.0 0.590 1 4.7 4 1.0 1.6 3.4 0.461 1 1.0 -66.0 77.1 0.00 13.20 0.856 1 1.0 1.6 -66.0 0.945 1 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR, ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF.CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) ACTA = ACTUAL AXIAL FORCE (KIPS) ALLA = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) XC = DISTANCE (FEET)•FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR (KIPS) AT COMBINED LOCATION ACTMC = MOMENT (IN -KIPS) AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACT = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD ALLOW = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DATE: 12/17/01 D E S I G N D A T A R E P O R T PD120ODSN TIME: 04:13 PM 1-02-01 ROOF STRUCTURALS RIGHT SLOPE.PURLINS PAGE 16 ------------------------------=----------------------------------------------------------------------------------------------------- ORDER # 079270 BUILDER - NORTH VALLEY READY BUIL BLDR ORDER # 01-68 . BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME -,PETER KONYN ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION' ----------------------------- LRF 80' 0" 0/32 X' 100' 0" -------------------------------------- 0/32 X 20' 3" -------------- 12/32 20 PSF..80 ------------------ MPH UBC 97 5.000:12 ----- ------ ---------------- - - - - - - DESIGN DATA SUMMARY - WEB CRIPPLING +-------------------------------------------------------------------------------------+ BAY . START **** WEB CRIPPLING **** ***** COMBINED CRIPPLING & BENDING ***** ,NUM END ACTP ALLP CSRC LD ACTM ALLM ACTP ALLP CSRBC LD +-------------------------------------------------------------------------------------+ 1• S 1.2 1.6 0.738 1 -0.1 100.0 1.20 1.60 0.000 1 1 E 3.4 5.9' 0.577 1 -91.8 177.2 .3.40 5.90 0.807 1 2 S 3.4 5.9 0.577 1 -91.8 177.2 3.40 5.90 0.807 1 2 E 2.9 4.8 0.602 1 -67.7, 154.3 2.90 4.80 0.774 1 3 S 2.9 4.8 0.602 1 -67.1 154.3 2.90 4.80 0.774 1 3 E 3.3 4.8 0.681 1 -85.6. 154.3 3.30 4.80 0.915 1 4 S 3.3 4.8 0.681 1 -85.6 154.3 3.30 4.80 0.915 1 4 E -1.1 CLIP 1 -2.8 77:1 -1.10 CLIP 1 NOTES: ACTP = ACTUAL WEB CRIPPLING LOAD (KIPS) ALLP. = ALLOWABLE WEB CRIPPLING LOAD (KIPS) CSRC = COMBINED STRESS RATIO - WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION) CSRBC = COMBINED STRESS RATIO - BENDING AND WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) PD1200DSN DATE: 12/17/01 D E S I G N D A T A R E P O R T PAGE 17 TIME: 04:13 PM 1-04-01 ENDWALL STRUCTURALS --- FRONT ENDWALL GIRTS -----# -- 01-68 BLDR ACCOUNT # 20-04-007-9 ---------------------------------------- BLDR ORDER ORDER # 079270 BUILDER NORTH VALLEY READY BUIL ' NYN BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME PETER KO(LI ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) ------------------------------ UNIT # 1 BLDG DESCRIPTION LRF 80' -- 0--- X --- 0" 0--- X-20'-----12/32----20--PSF--80 MPH' UBC 97 5.000:1 -------------------------------------------- SPAN AND UNIFORM LOADS (FT & PSF) (WIND PRESURE = 10.9 PSF / WIND SUCTION =---10_9-PSF)------ ----- -SSSS--SSSS-- ------------------------------------------- GIRT ELEVATION SECTION 1 SECTION 2 SECTION 3 SECTION 4 SECTION LENGTH(FT) 16.00 16.00 16.00 16.00 ------- ________________________ -------------------- LOAD WIDTH / LEFT LAP / RIGHT LAP ------------------------------------------------ -----30.00 4.22/0.0/0.0 27.50 3.39/0.0/0.0 3.75/0.0/0.0 3.39/0.0/0.0 22.50 3.56/0.0/0.0 6.00/0.0/0.0 6.00/0.0/0.0 6.00/0.0/0.0 3.56/0.0/0.0 15.50 6.75/0.0/0.0 6.75/0.0/0.0 6.75/0.0/0.0 6.75/0.0/0.0 6.75/0.0/0.0 9.00 7.75/0.0/0.0 7.75/0.0/0.0 7.75/0.0/0.0 7.75/0.0/0.0 7.75/0.0/0.0 GIRT LOCATIONS (TYPE/ PART NUMBER - LENGTH(IN) ) -------------------------------------------------- --------------------- =-------- SECT-----"-- SECTION 5 ---------SSSS--"-"-------------SSSS-- SECTION 3 SECTION 4 GIRT ELEVATION SECTION 1 SECTION 2 16.00 16.00 ' LENGTH(FT) 16.00 16.00 16.00 . --------------------SSSS--SSSS-----------SSSS-- �. ------------------------------------- Z95'/0550303 181-2 30.00 Z95/0550303 181-2 Z95/0550303 181-2 Z95/0550303 181-2 27.50 22.50 Z95/0550303 163-2 Z95/0550303 181-2 Z95/0550303 181-2 Z95/0550303 181-2 295/0550303 163- 15.50 Z95/0550303 163-2 Z95/0550303 181-2 Z95/0550303 181-2 Z95/0550303 181-2 Z95/0550303 163-2 9.00 Z95/0550303 163-2 Z95/0550303 181-2 Z95/0550303 181-2 295/0550303 181-2 295/0550303 163-2 INNER GIRT BRACE LOCATIONS (DISTANCE FROM LEFT SIDE OF - --- SECTION (FT)) ----------------------------- ------------------------------ -- ------- -----ION 4 SECTION GIRT ELEVATION SECTION 1 SECTION 2 SECTION 3 SECT LENGTH(FT) 16.00 16.00 16.00 --------------------------- 16.00 -------------------------------------- NO BRACES FOR THIS WALL LOAD COMBINATIONS +------------------------SSSS-- NO DESCRIPTION -------------------------------- 1 WIND PRESSURE 2 WIND SUCTION DATE: 12/17/0.1 ************ D E S I G N •D A T A R E P O R T *********** BENDING PD120ODSN TIME: 04:13 PM SHEAR & 1-04-01 ENDWALL STRUCTURALS FRONT ENDWALL GIRTS XV PAGE 18 ------------------------=----------------------------------------------------------------------------------------------------------- ORDER # 079270 BUILDER - NORTH VALLEY READY BUIL BLDR ORDER # 01-68 XM BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ•NAME - PETER KONYN ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG.DESCRIPTION --------------------------------------------------- LRF 80' 0" 0/32 X 100' 0" --------------------------------------=------------ 0/32 X 20' 3" 12/32 20 PSF 80 MPH ------------------------------ UBC, 97 5.000:12 SECTION PROPERTIES (ACTUAL FURNISHED PART) 1 8.0 -32.5 53.6 PART SHAPE DEPTH THICKNESS FY FLANGE RADIUS LIP - AREA IX - IY 1. NUMBER (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) 8.0 0550303 Z 9.50 0.060 60.00 2.75 0.25 1.06 1.00 13.47 1.98 32.5 DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) SIMPLE Z GIRTS --------------------------------------------------------------------------------------+ BAY/SECTION ************ SHEAR ************ *********** BENDING ************** ** COMBINED SHEAR & BENDING ***** NUMBER XV ACTV ALLV CSRV LD COND XM ACTM ALLM CSRB LD COND XC ACTVC ACTMC .CSRC LD COND +-----------------------------------------------------------------------------------------------------------------------------+ 1 16.0 -0'.7 2:7 0.250 1 8.0 -32.5 53.6 0.607 2 8.0 0.1 32.5 0.094 1. 2 0.0 0.7 2.7 -0.250 1, 8.0 -32.5 53.6 0.607 2 8.0 0.1 32.5 0.094 1 3 0.0 0.7 2.7 0.250 1 8.0 =32.5 53.6 - 0.607 2 8.0 . 0.1 32.5 0.094 1 4 0.0 0.7 2.7 0.250 1 8.0 -32.5 53.6 0.607 2 8.0 0.1 32.5 0.094 1 5 0.0 0.7 2.7 0.250 1 8.0 -32.5 53.6 0.607 2 8.0 0.1 32.5 0.094 1 -- r*6, DATE: 12/17/01 D E S I G N D A.T A R E P O R T PD120ODSN TIME: 04:13 PM 1-05-01 LONGITUDINAL BRACING ROOF BRACING PAGE 19 --------------------------- ORDER # 079270 7---_---------------------------------------------------------- BUILDER NORTH VALLEY READY BUIL BLDR ORDER ------------------------------------------- # 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN (LIVE) ENGR GRP - Visalia (WIND) (CODE/YEAR) (SLOPE) COMPLEX - NO (TYPE) (WIDTH) (LENGTH) 0/32 X 100' O" (HEIGHT) 0/32 X 20' 3" 12/32 20 PSF 80 MPH UBC97 5.000:12 UNIT # 1 BLDG --------------------------------------------------------------------------------------------------------- DESCRIPTION LRF 80' 0" ------ -- ROOF BRACE RODS FOR LONGITUDINAL BRACING THE FOLLOWING TABLE CONTAINS INFORMATION ON THE BRACING SECTIONS STARTING WITH THE LEFT SIDEWALL STRUCTURE LINE AND THE FIRST BRACED BAY FROM THE FRONT ENDWALL. ANY DIRECTIONS INDICATED ASSUME YOU ARE LOOKING AT A PLAN VIEW OF THE ROOF BRACING WITH THE FRONT ENDWALL AT THE BOTTOM OF THE DRAWING. +------+-----+--------+-------+-------+--------+----------+------------+ ROD BAY DIST BAY ROD ROD CONNECTION PART DIR- NUM FROM LEN LOAD DIA DET NUMBER ECT ION FROM EAVE . FEW (FT) (FT) (KIPS) (IN) LEFTIRIGHT +------+=----+--------+-------+-------+--------+----+-----+------------+ 1 / 1 3 1 0.00 1 25.00 1 9.30 1 0.6250 ! IB001 1 ! \ ! 3 1 0.00 ! 25.00 1 9.30 1 0.6250 1 !B001 I ! !/ f 3! 17.00 1 25.00 15.06 1 0.5000 1B001!B001 1 1 ! \ ! 3 ! 17-.00 ! 25.00 1 ,5.06 1 0.5000 1BOO11BOOl 1 1 ! / ! 3 ! 33.00 ! 25:00 1 0.39•! 0.5000 !B0011B001 ! ! ! \ ! 3 ! 33.00 ! 25.00 ! 0.39 ! 0.5000 1B001!B001 1 ! ! / ! 3 ! 40.00 ! 25.00 ! 0.39 ! 0.5000 !B001!B001 1 ! ! \ ! 3 1 40.00.1 25.00 ! 0.39 1 0.5000 1B001!B001 1 ! ! 3 ! 47.00 ! 25.00 1 5.06 ! 0.5000 !B0011B001 ! ! ! \ ! 3 ! 47.00 ! 25.00 ! 5.06 ! 0.5000 !B001!B001 ! ! ! / ! 3 ! 63.00 ! 25.00 ! 9.30 ! 0.6250 !B001! ! ! \ ! 3 ! 63.00 ! 25.00 ! 9.30 ! 0.6250 !B001! ! ! +------+--- --+--------+-------+-------+--------+----+-----+------------+ DATE: 12/17/01 D E S I G N D A T A R E P O R T PD1200DSN TIME: 04:13 PM 1-05-01 LONGITUDINAL BRACING WALL BRACING PAGE 20 ------- ---------------------------------- ORDER # 079270 --------------------------------------------------------------------------------- - BUILDER NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN (LIVE) ENGR GRP - Visalia (WIND) (CODE/YEAR) (SLOPE) COMPLEX - NO (TYPE) (WIDTH) (LENGTH) X 100' 0" (HEIGHT). 0/32 X 20' 3" 12/32 20 PSF 80 MPH UBC 97 5.000:12 UNIT # 1 BLDG ---------------- DESCRIPTION LRF 80' 0" 0/32 ---------------------------------------------------- ------- ---- --- - -------- ---- --- - - - - - - LEFT SIDEWALL PORTAL.FRAMES DESIGN DATA SUMMARY ----------------------------+---------+---------+----------------+---------------+ BAY BAY NOM ACT FORCE PORTAL BEAM PORT COL CONN DETS PORTAL PORTAL REACTIONS REACTIONS NUM SIZE EAVE CLEAR AT TOP TO FRAME I LEFT I RIGHT BEAM COLUMN (WIND) (SEISMIC) FROM HT HT OF PORTAL CONN DET ANCH ANCH PART PART HORIZ VERT HORIZ VERT FEW (FT) (FT) (FT) (KIPS) LEFT I RIGHT TOP BOLT BOLT NUMBER NUMBER (KIPS)I (KIPS) I (KIPS) (KIPS) +------+-------+-------+-------+-----------+------+-----=+------+------+------+---------+---------+-------+--------+-------+--- --+ I* 3 125.00 120.28 117.91 I 8.98 I I I B060 I I 10544150 10544146 I 4.49 I 7.73 I 6.04 110.41 +------+-------+-------+-------+-----------+-•-----+------+------+------+------+---------+---------+-------+--------+-------+-------+ SECTION PROPERTIES BAY BAY NOM ACT + +--------- - --------- --------------------------------------------------------------------------------------------------- PORTAL WEB AREA IX SX RX IY RY RT BAY PART " LENGTH (IN) DEPTH (IN) FLANGE WIDTH OUT THICK IN THICK THICK (IN**2) (IN**4) (IN**3) (IN) (IN**4) (IN) (IN) NUMBER TYPE HT HT OF PORTAL CONN DET TOP ANCH I BOLT ANCH BOLT PART NUMBER NUMBER +----------------------------------------------------------------------------------------------------------------------+ 3 BEAM 285-6 17.75 9.00 .500 500 281 13.71 ' 779.75 87.86 7.54 60.78 2.11 2.40 3 COLUMN 215-0 17.75 9.00 *.500 .500 .160 11.68 732.36 82.52 7.92 60.76 2.28 2.48 NOTES: FY = 50 KSI RIGHT SIDEWALL PORTAL FRAMES DESIGN DATA SUMMARY ---- ----- -------------------- +---------------+ REACTIONS BAY BAY NOM ACT FORCE PORTAL BEAM PORT COL CONN DETS PORTAL PORTAL REACTIONS (SEISMIC) FLANGE NUM SIZE EAVE CLEAR AT TOP TO FRAME RX LEFT RIGHT BEAM COLUMN PART (WIND) HORIZ VERT HORIZ VERT THICK FROM (IN**2) HT HT OF PORTAL CONN DET TOP ANCH I BOLT ANCH BOLT PART NUMBER NUMBER (KIPS)I (KIPS) (KIPS)I (KIPS) FEW (FT) (FT) (FT) (KIPS) LEFT I RIGHT 17.75 ----------------------------------------------------------------------------------------+ 9.00 .500 500 .281 +------+-------+-------+-------+-----------+------+------+------+------+------+---------+---------+-------+--------+-------+-------+ 779.75 113060 I 1 10544150 10544146 I 4.49 I 7.73 I 6.04 ( 10.41 I I* 3 125.00 120.28 117.91 I 8.98 I I COLUMN +------+-------+-------+-------+-----------+------+------+------+------.+------+---------+---------+-------+--------+-------+-------+ 17.75 9.00 .500 SECTION PROPERTIES BAY ------------------ PART LENGTH ----------------------------------------------------------------------------------------------+ DEPTH FLANGE OUT IN WEB AREA IX SX RX IY RY RT (IN) (IN) NUMBER TYPE (IN) (IN) WIDTH THICK THICK THICK (IN**2) (IN**4) (IN**3) (IN) (IN**4) 3 BEAM 285-6 17.75 ----------------------------------------------------------------------------------------+ 9.00 .500 500 .281 13.71 779.75 87.86 7.54 60.78 2.11 2.40 3 COLUMN 215-0 17.75 9.00 .500 .500 .160 11.68 732.36 82.52 7.92 60.76 2.28 2.48 NOTES: FY = 50 KSI Butlerib® I1 Wall System - Panel PANEL DESIGN DATA Calculated sectional properties for Butleril:011 wall panel materials using 1966 edition of AISI design manual with 1989 Addendum. �! 36" t 12" 12" 12" 4 1j2- I Y. 4 112" 14 112' 3" , 4 112" 14 112" i 3" , 4 112" quiside Face Section Throuah Panel Section ProDerties for One Foot of Width Panel Design I ry E Weight I Compression -Outside Compression -Inside Material Thick (m) I (k lI (ks7 (#/F L) I Sx (in3) 1(in4) Sx (in3) I (in4) 6 Ga. Steell 0.017 ( 50 .1295001 26 1 351. 22 1 30 1.14 1 0.0446 0.0546 0.0382 0.0305 24 Ga. Steel 0.0225 1 50 29500 1.06 D.0640 0.0776 D.D475 0.0386 Allowable Uniform Load (pst) . Fy No. of I Span = 5.0' I' Span = 7.0' , Span = 7.5' IPanel Material ( (ksi} Spans I P 17i7 P S I P S 50 1 1 48 41 24 21 1 21 18 26 Ga. Steel 50 ( 2 41 48 21. 24 1 18 21 50 3 51 60 26 30 23 26 .5D 1 68 50 ( 35 26 30 22 24 Ga. Steel 570—F 2 1 50 1-68-T 26 1 351. 22 1 30 50 1 3 1 63 1 79 1 32 1 40 28 35 Legend: P = Pressure on Outside face S =Suction on Outside face i he above values are computed for the panel only in accordance with 1986 AISI. . Pressure and suation values shown have been increased 1.33 as allowed by section A4.4 of the 1986 AISI Specification with 1989 Addendum. 9 BUTLER MFG. COMPANY ENGINEERING DATA FILE NO. G40-0 M" BY °^ rButlerib no Roof Panel Desian Data DLJ 1/15/93 RKP Caiclilated section properties for BuilenI II roof panel materials using 1986 edition of AISI design manual with 1989 Addendum and representative center section. 36- Note: Legend - P = Pressure on Outside face; s Painted Finish Only - S = Summon on Outside face; #• ALZI\ Finish Only The above values are computed for the panel only in accordance with 1986 AISL Suction values shown have been increased 1.33 as allowed b3' sermon A4.4 of the 1986 AISI SpecificatiorL All values shown are for continuous conditions of spans greater than 2. Weight of panel has been deducted from "P" values and added to "S' values. Pressure slues must be limited to 150 psf as this can exceed normal smem capacity. The suction values shown in the above allowable load table do not take into account panel deformation and fastener pullout Refer to the technical screening informa3ion for additional details. 12" 12. u„ 112"� 412" 3" i 4112 " I 4112 " .� 3 412" I " O�t9de Fa 412" i 3" 412" S =4.0' S =5.0' Sevc ion Throw Panel 1�.aierial I (ksii) Se=tion Proaerties for One Foot of Width P S P S PI pane Material Design ]jright Thick Cin)( S 28 Ga. Steel ��Torn on Outside (/Ft) I (in4) Co cession on Inside Sx (in3 I (in4) ( 116 ( i8 Steel 26 Ga. Steel 24 Ga Steel 24 Ga Steel Z_� Ga Steel 0.032 Alum 0.014 ( 0.017 0.0225 0.0225 0.0285 0.032 $0 80 1 80* 50 50 21.5 29500 29500 29500 29500 29500 10000 0.86 0.03288 1.14 0.04190 1.45 0.05981 1.45 0.06415 1.40 0.0977 055 0.0971 0.0407 0.05153 0.07267 0.07716 0.1137 0.1153 0.02710 0.03501 0.05135 0.05686 0.0740 0.0874 0.0227 0.0287 0.4406 0.0434 0.0617 0.0663 Note: Legend - P = Pressure on Outside face; s Painted Finish Only - S = Summon on Outside face; #• ALZI\ Finish Only The above values are computed for the panel only in accordance with 1986 AISL Suction values shown have been increased 1.33 as allowed b3' sermon A4.4 of the 1986 AISI SpecificatiorL All values shown are for continuous conditions of spans greater than 2. Weight of panel has been deducted from "P" values and added to "S' values. Pressure slues must be limited to 150 psf as this can exceed normal smem capacity. The suction values shown in the above allowable load table do not take into account panel deformation and fastener pullout Refer to the technical screening informa3ion for additional details. Allowable Unifornn Load Panel Fy S S =3.0' S =4.0' S =5.0' S =5.27' 1�.aierial I (ksii) P S P S PI S P S 28 Ga. Steel 80 104 ( 116 ( 77 87 67 53 42 36 38 32 26 Ga Steel 80 85 285 135 210 86 140 55 90 49 81 24 Ga StG1 80*06 hi 359 218 259 127 200 81 128 72 ll6 24 Ga Steel 50�� 220 278 155 199 87 134 55 86 50 78 22 Ga- Steel 50 319 390 313 280 123 154 118 101 73 90 0.032 Ainm. 21.5 148 179 104 132 45 72 32 52 28 47 Note: Legend - P = Pressure on Outside face; s Painted Finish Only - S = Summon on Outside face; #• ALZI\ Finish Only The above values are computed for the panel only in accordance with 1986 AISL Suction values shown have been increased 1.33 as allowed b3' sermon A4.4 of the 1986 AISI SpecificatiorL All values shown are for continuous conditions of spans greater than 2. Weight of panel has been deducted from "P" values and added to "S' values. Pressure slues must be limited to 150 psf as this can exceed normal smem capacity. The suction values shown in the above allowable load table do not take into account panel deformation and fastener pullout Refer to the technical screening informa3ion for additional details. FINAL FRAME DESIGN - CONTENTS CADDS F— DATE: 12/17/01 TIME: 04:45 PM -- ------------------------------ ORDER # 079270 ---------------------------------------------------------------------------------------- BUILDER NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20.04-007.90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ --------------------------------------------- NAME - PETER KONYN ENGR GRP -.Visalia ------------ (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE/YEAR) (SLOPE) (UNIT) (FRAMELINES) PAGE NO. -----i-- DESIGN FRAME # ------ -------------- ------ 1 EWDS 80'-0" 20'-3 3/8"20 PSF ------ 80 MPH ----------- UBC 97 ------- 5.00 TO 12 ------ 1 ------------ FEW F— A DESIGN FRAME # 2 LRF 80'-0" 20'-3 3/81120 PSF 80 MPH UBC 97 5.00 TO 12 1 01,02,03,04 .... F-33 s FINAL FRAME DESIGN DATE: 12/17/01 CADDS F—lA TIME: 04:4.5 PM PAGE: ------------------------------------------------------ ORDER # 079270 BUILDER NORTH VALLEY READY --------------------------- BUIL. BLDR ORDER ------------------------------------ # 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME -PETER KONYN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME --------------------------------------------------------------------------------------------------------- # 1 DESCRIPTION EWDS 80'-0" 20'-3 3/8".20 PSF 80 MPH UBC 97 5.000 TO 12 77 s F R A M E D E S I G N - G E N E R A I,' I N F O R M A T I O N DATE: 12/17/01 CADDS TIME: 04:45 PM PAGE:F 2 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 079.270 BUILDER - NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN ENGR GRP - Visalia (TYPE)' (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM ---------------------------------------------------- FRAME # 1 DESCRIPTION EWDS 80'-0" ------------------------------------------------------------------------------- 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 LEFT SIDE RIGHT SIDE SPAN NO. WIDTH MISCELLANEOUS PROPERTIES , EAVE HEIGHT = 20.003 FT. 20.003 FT. 1 TO 5 = 16.000 FT MODULUS OF ELASTICITY = 29000 KSI FRAME HEIGHT = 19.281 FT. 19.281 FT. COL. CLEAR HT. = 18.179 FT. 18.179 FT. CMX = 0.850 SLOPE (P/12.) _ 5.000 5.000 CMX(stepped column/no wind) = 0.950 SW R -BEAM OFFSET = 0.125 IN. 0..125 IN. CMY(pinned in minor axis) = 0.600 'DIST. TO RIDGE = 40.000 FT. 40.000 FT. CMY(fixed in minor axis) = 0.400 COLUMN OFFSET = 8.000 IN. 8.000 IN. GIRT DEPTH = 8.000 IN. 8.000 IN. ENDWALL PURLIN DEPTH = 8.000 IN. 8.000 IN. FRAME OFFSET = 6.000 IN. (PURLIN UNINSULATED) POST OFFSET = 1.000 IN. --------------------- JOINT DATA ----------------=---- ------------------------------ MEMBER DATA ------------------------------ JOINT X-COORD Y-COORD DEGREE -OF -FREEDOM MEMBER MOM. RELEASE K VALUES NUMBER FT FT X Y MZ Z MX NUMBER JOINTS START END IN PLANE OUT OF PLANE 1 1.177 0.000 1 1 0 1 0 1 1- 2 0 0 1.50 1.00 2 1.177 18.859 0 0 0 1 0 2 2- 3• 0 0 0.75 1.00 3• 16.000 25.406 0 0 0 1 0 3 4- 3 Rotated 0 1 1.00 1.00 4 16.000 0.000 1 1 0 1 0 4 3- 5 0 0 0.75 1.00 5 32.000 32.073 0 0 0 1 0 5 6- 5 Rotated 0 1 1.00 1.00 6 32.000 0.,000 1 1 0 1 0 6 5- 7 0 0 1.50 1.00 7 40.000 35.406 0 0 0 0 0 7 8- 7 0 0 1.50 1.00 8 48.000 32.073 0 0 0 1 0 8 9- 8 Rotated 0 1 1.00 1.00 9 48.000 0.000 1 1 0 1 0 9 10 - 8 0 0 0.75 1.00 10 64.000 25.406 0 0 0 1 0 10 11 -10 Rotated 0 1 1.00 1.00 11 64.000 0.000 1 1 0 1 0 11 12 -10 0 0, 0.75 1.00 12 78.823 18.859 0 0 0 1 0 12 13 -12 0 0 1.50 1.00 13 78.823 0.000 1 1 0 1 0 ( 0 = FREE 1 = FIXED ) ( 1 = RELEASE 0 = NO RELEASE ) F -R A M E D E S I G N - S E C O N D A R Y / B R A C E L O C A T I O N S - DATE: 12/17/01 CADDS PAGE:F 3 TIME: 04:45 PM ------------------- ------ ---------- - -------- ORDER # ----------- 079270 ---------------------- BUILDER NORTH VALLEY ------------------ READY BUIL -------- -------- BLDR ------- ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME --------------------------------------------------------------------------------------------------------- # 1 DESCRIPTION EWDS 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 DIST - Distance to secondary from the end of the member in FEET. BRACE - Minor axis secondary bracing code as follows: ACCUM - Distance to purlin from the low sidewall in FEET. No support ID - B Base, G Girt, P Purlin, E Eave strut, O Other, O FL Outside flange only braced L Landmark 2000 truss purlin. O -IF Outside and Inside flange.braced MAJOR - Major axis brace point indicator. ( YES or NO ) O -SF Outside braced and inside Single flange brace NOTE: BRACE FORCE is the required support force (in kips) perpendicular to the flange COLUMN 1- 2 BRACE COLUMN 4- 3 BRACE COLUMN 6- 5 BRACE COLUMN 9- 8 BRACE DIST ID BRACE MAJOR FORCE DIST ID BRACE MAJOR FORCE DIST ID BRACE MAJOR FORCE DIST ID BRACE MAJOR FORCE 0.00 B O -IF YES 0.00 B O -IF YES 0.00 B O -IF YES 0.00 B O -IF YES 9.00 G YES 9.00 G O -IF NO 9.00 G O -IF NO 9.00 G O -IF NO 15.50 G YES 15.50 G O -IF NO 15.50 G O -IF NO 15.50 G O -IF NO 18.18 O O -IF YES 22.50 G O -IF NO 22.50 G O -IF- NO 22.50 G O -IF NO 20.00 E O FL NO 24.86 O O -IF YES 27.50 G O -IF NO 27.50 G O -IF NO 26.67 E NO 31.53 O O -IF YES 31.53 O O -IF YES 33.34 E NO 33.34 E NO COLUMN 11-10 BRACE COLUMN 13-12 BRACE ROOFBEAM 2- 3 BRACE ROOFBEAM 3- 5 BRACE DIST ID BRACE MAJOR - FORCE DIST ID BRACE MAJOR FORCE DIST ACCUM ID BRACE FORCE DIST ACCUM ID BRACE FORCE 0.00 B O -IF YES 0•.00 B O -IF YES 0.00 0.00 E O FL 2.67 18.67 P O -SF 9.00 G O -IF. NO 9.00 G YES 4.07 4.07 P O -SF 7.53 23.53 P O FL 15.50 G O -IF NO 15.50 G YES 8.94 8.94 P O FL 12.40 28.40 P O -SF 22.50 G O -IF NO 18.18 O O -IF YES 13.80 13.80 P O -SF 24.86 O O -IF YES 20.00 E O FL NO 26.67 E NO ROOFBEAM 5- 7 BRACE ROOFBEAM 8- 7 BRACE ROOFBEAM 10- 8 BRACE ROOFBEAM 12-10 BRACE DIST ACCUM ID BRACE FORCE DIST ACCUM ID BRACE FORCE DIST ACCUM ID BRACE FORCE DIST ACCUM ID BRACE FORCE 1.27 33.27 P O -SF 1.27 33.27 P O -SF 2.67 18.67 P O -SF 0.00 0.00 E O FL 4.24 36.24 P. O -SF 4.24 36.24 P O -SF 7.53 23.53 P O FL 4.07 4.07 P O -SF 7.21 39.21 P O FL 7.21 39.21 P O FL 12.40 28.40 P O -SF 8.94 8.94 P O FL 13.80 13.80 P O -SF GENERAL In general, forces and coordinates follow the right hand rule. The X axis•is horizontal and posi- tive to the right. The Y axis is vertical and posi- tive upward. The Z axis is .normal to the X and Y axis, and is positive out of this plane. Positive +---H moments about the X, Y, and Z axis are counter- / clockwise as viewed looking toward the origin of the Z axis. APPLIED LOADS For load application, vertical and horizontal distances are measured from an origin point at the left structure line and the base of the left exterior column. UNIF - Uniformly distributed loads. These loads can be in X ( horizontal ), Y ( vertical ), or Z ( normal, out -of -plane ) direction. The magnitude of the load is kips/foot. The distances are the location of the start and the end of the load, along the axis of the member. TAPR - Tapered distributed loads. The magnitude in kips/foot of each end of the load is given. Loads can be in the X, Y, or Z direction. Distances are measured along the axis of the member. CONC - Concentrated load. This load can be a force in the X or Y direction or a moment about the Z axis. The location of the load is measured along the member. The load exists at the neutral axis of the member, or at the outer or inner flange of the member. MCONC - Moment producing concentrated load. This load type is similiar to a concentrated load except the location of the load is given in global coordinates, and can exist off the member. ZCONC - Out -of -plane concentrated load. This load can be a moment about the global X or Y axis, or a force in the Z axis direction. SCRAN - Special load for crane loads. This is similiar to the MCONC load except that the moment is in•the minor axis direction of the member and is supported by only one flange. DISTANCE TO SECONDARY MEMBERS AND ANALYSIS POINTS Columns use the vertical distance measured from the base plate of the column. Roofbeams use the horizontal distance measured from the start of the member. . In the case of exterior roofbeams, the start of the member is at the exterior structure line. MEMBER FORCES Positive axial force, the member is in compression. Positive shear force, outward force on the end of the member. Positive moment, compression on the outer flange. FRAME REACTIONS Reactions use the global coordinate system. A positive horizontal (H) force is to the right. A positive vertical (V) force is upwards. A positive in -plane moment (M) is counter- clockwise in the X -Y plane. A positive out -of -plane force (Z) is out of the X -Y plane. A positive out -of -plane moment (MX) is counter clockwise about the X axis ( near side rotating down ). F R A M E D E S I G N - C O N V E N T I O N S CADDS DATE: 12/17/01 PAGE:F . 4 TIME: 04:45 PM ---------------- ------------= ORDER # 079270 ----------------------------------=----------2 - BUILDER NORTH VALLEY READY BUIL --------------------------- BLDR ORDER # 01-68 BLDR ACCOUNT # ENGR GRP - 0- 20-04-007-90 Visalia BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME (LIVE) - PETER•KONYN (WIND) (CODE/YEAR) (SLOPE) (TYPE) # 1 DESCRIPTION EWDS (WIDTH) 80'-0" (HEIGHT) 20'-3 3/8"20 PSF 80 MPH 12 DESIGN SYSTEM FRAME --------------------------------------------------------------------- ----97-----5_000-TO -----UBC GENERAL In general, forces and coordinates follow the right hand rule. The X axis•is horizontal and posi- tive to the right. The Y axis is vertical and posi- tive upward. The Z axis is .normal to the X and Y axis, and is positive out of this plane. Positive +---H moments about the X, Y, and Z axis are counter- / clockwise as viewed looking toward the origin of the Z axis. APPLIED LOADS For load application, vertical and horizontal distances are measured from an origin point at the left structure line and the base of the left exterior column. UNIF - Uniformly distributed loads. These loads can be in X ( horizontal ), Y ( vertical ), or Z ( normal, out -of -plane ) direction. The magnitude of the load is kips/foot. The distances are the location of the start and the end of the load, along the axis of the member. TAPR - Tapered distributed loads. The magnitude in kips/foot of each end of the load is given. Loads can be in the X, Y, or Z direction. Distances are measured along the axis of the member. CONC - Concentrated load. This load can be a force in the X or Y direction or a moment about the Z axis. The location of the load is measured along the member. The load exists at the neutral axis of the member, or at the outer or inner flange of the member. MCONC - Moment producing concentrated load. This load type is similiar to a concentrated load except the location of the load is given in global coordinates, and can exist off the member. ZCONC - Out -of -plane concentrated load. This load can be a moment about the global X or Y axis, or a force in the Z axis direction. SCRAN - Special load for crane loads. This is similiar to the MCONC load except that the moment is in•the minor axis direction of the member and is supported by only one flange. DISTANCE TO SECONDARY MEMBERS AND ANALYSIS POINTS Columns use the vertical distance measured from the base plate of the column. Roofbeams use the horizontal distance measured from the start of the member. . In the case of exterior roofbeams, the start of the member is at the exterior structure line. MEMBER FORCES Positive axial force, the member is in compression. Positive shear force, outward force on the end of the member. Positive moment, compression on the outer flange. FRAME REACTIONS Reactions use the global coordinate system. A positive horizontal (H) force is to the right. A positive vertical (V) force is upwards. A positive in -plane moment (M) is counter- clockwise in the X -Y plane. A positive out -of -plane force (Z) is out of the X -Y plane. A positive out -of -plane moment (MX) is counter clockwise about the X axis ( near side rotating down ). F,R A M E D E S I G N - L O A D S U M M A R Y DATE: 12/17/01 CADDS TIME: 04:45 PM PAGE:F 5 ------------------------'----------------------------------------------------------------------------------------------------------- ORDER # 079270 BUILDER - NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 80'-0" ----------------------------------------------------------------------------------------------------------------------------------- 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 GENERAL BUILDING INFORMATION DESIGN'BAY = 12.750 FT. TOTAL BUILDING LENGTH = 100.000 FT. PANELS TYPE DESCRIPTION WEIGHT LEFT SIDEWALL OPEN ROOF BRII 28STL• 2.22 PSF (INCLUDING ALLOWANCE FOR SECONDARIES) RIGHT SIDEWALL' OPEN ENDWALL BRII 26STL 0.87 PSF BUILDING USE AND LOCATION STATE. = CALIFORNIA. COUNTY = BUTTE (INLAND) USE CATEGORY = 4 (GENERAL USE) TERRAIN CAT/WIND EXP = B APPLIED LOADINGS BUILDING CODE = UBC - 1997 DEAD LOAD (DL ) = 2.220 PSF + FRAME DL COLLATERAL LOAD (CLL) = 3.000 PSF ROOF LIVE LOAD (LL ) = 20.000 PSF MIN COUNTY GROUND SNOW LOAD = 0 PSF INCLUDES 1.00 IMPORTANCE FACTOR MIN County Rain on Snow = 0.0 PSF Roof Exposure = Partially Exposed Roof Thermal Condition = Normal COEFFICIENTS TRIBUTARY LOAD LOAD NET ROOF LOAD FACTOR COEFF (PSF) LEFT ROOF 70.00% 1.00 14.00 RIGHT ROOF 70.00% 1.00 14.00 UNBALANCED SNOW LOADS (SLL), (SLR) ROOF LIVE LOAD (LL ) = 20.000 PSF COEFFICIENTS LEFT ROOF RIGHT ROOF WIND LOADS WIND LOAD LEFT WIND LOAD RIGHT WIND UPLIFT WIND LOAD CASE WIND ENCLOSURE COEFFICIENTS LEFT SIDEWALL LEFT ROOF RIGHT ROOF RIGHT SIDEWALL TRIBUTARY LOAD F R A M E D E S I G N - L O A D S U M M'A R Y 70.00% CADDS DATE: 12/17/01 -0.700(SUCTION ) -0.300(SUCTION ) 0.700(PRESSURE) 0.700(PRESSURE) -0.300(SUCTION ) -0.700(SUCTION ) -0.900(SUCTION ) 0.800(PRESSURE) 0.500(PRESSURE) PAGE:F 6 TIME: 04:45 PM ENDWALL WIND PRESURE ENDWALL WIND SUCTION ------- ORDER # 079270 BUILDER NORTH VALLEY - ------- --- ----- ------- ----- READY - L ---------------------------------------------------------- ----- ----- BUIL BLDR ORDER # 01-68 -0.700(SUCTION ) BLDR ACCOUNT # ENGR GRP - 20-04-007-90 Visalia BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 (HEIGHT) PROJ NAME (LIVE) - PETER (WIND) KONYN (CODE/YEAR) (SLOPE) . DESIGN SYSTEM FRAME ---------------------------- (TYPE) # 1 DESCRIPTION EWDS ---------------------------------------- (WIDTH) 80'-0" - 20'-3 3/8" 20 PSF` 80. MPH -----UBC 97 --5_000-TO 12 UNBALANCED SNOW LOADS (SLL), (SLR) ROOF LIVE LOAD (LL ) = 20.000 PSF COEFFICIENTS LEFT ROOF RIGHT ROOF WIND LOADS WIND LOAD LEFT WIND LOAD RIGHT WIND UPLIFT WIND LOAD CASE WIND ENCLOSURE COEFFICIENTS LEFT SIDEWALL LEFT ROOF RIGHT ROOF RIGHT SIDEWALL TRIBUTARY LOAD LOAD FACTOR COEFF 70.00% 1.00 70.00% 1.00 = 80.000 MPH ( 12.149 PSF) = 80.000 MPH ( 12.149 PSF) = 80.000 MPH ( 12.149 PSF) = 1 ENCLOSED SIDEWALLS ROOF ENDWALL SIDEWALL CANOPY/OVERHANG ENDWALL CANOPY/OVERHANG NET ROOF LOAD (PSF) 14.00 14.00 MIN COUNTY WIND SPEED = 76 MPH' INCLUDES 1.00 IMPORTANCE FACTOR WIND FROM LEFT WIND FROM RIGHT INTERNAL PRESSURE INTERNAL•SUCTION (WLL)- 0.800(PRESSURE). (WLR) -0.500(SUCTION ) (IP ) -0.800(SUCTION ) (IS ) 0.500(PRESSURE) _ -0.900(SUCTION ) -0.700(SUCTION ) -0.300(SUCTION ) 0.700(PRESSURE) 0.700(PRESSURE) -0.300(SUCTION ) -0.700(SUCTION ) -0.900(SUCTION ) 0.800(PRESSURE) 0.500(PRESSURE) -0.800(SUCTION ) -0.500(SUCTION ) ENDWALL WIND PRESURE ENDWALL WIND SUCTION (EWP) (EWS) -0.700(SUCTION ) -0.700(SUCTION ) -1.800(SUCTION ) -1.800(SUCTION ) 0.900(PRESSURE) -0.900(SUCTION ) -1.200(SUCTION ) -1.200(SUCTION ) -1.200(SUCTION ) -0.699(SUCTION ) F.R A M E D E S I G N - L O A D S U M M A R Y CADDS DATE: 12/17/.01 PAGE:F 7 TIME: 04:45 PM ---------------------------------------------------------------------------------------------------------------------- ORDER # 079270 BUILDER NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 Visalia BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN (LIVE) (WIND) (CODE/YEAR) ENGR GRP - (SLOPE) (TYPE) (WIDTH). (HEIGHT) DESIGN SYSTEM FRAME # 1 DESCRIPTION ----------------------------------------------------------------------------------------- EWDS 80,'-0" UBC97-----5_000-TO_12 201.-3 3/8" 20 PSF 80 MPH --- ---- SEISMIC LOADS (EQ ) PERCENT SNOW LOAD = 0.000% Seismic W - LEFT ROOF = 7.220 PSF Seismic W - RIGHT ROOF = 7.220 PSF SEISMIC ZONE = 3 R FACTOR = 4.500 1.000 t MIN CTY SEISMIC ZONE = 3 I FACTOR Na LATERAL FACTOR = _ 1.000 STORY DRIFT LIMIT = 0..025 SOIL PROFILE = D OMEGAO DEFLECT AMPLIF FACTOR = 2.800 Nv FACTOR = 1.000 Ct FACTOR = 0.035 T FACTOR = 0.334 Ca FACTOR = 0.360 Cv FACTOR = 0.540 p FACTOR = 1.000 NET SEISMIC FACTOR = 0.200 F RA M E DE S I G N - L 0 A D C O M B I N A T I O N S DATE: 12/17/01 CADDS TIME: 04:45 PM PAGE:F 8 ---------------=------------------------------------------------------------------------------------------------------------------- ORDER # 079270 BUILDER - NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR.PHONE # 530-345-7296 PROJ NAME - PETER KONYN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 ---------------------------=------------------------------------------------------------------------------------------------------- DESCRIPTION EWDS 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 LCN LOAD DESCRIPTION STRESS MEMB P DELTA DESIGN LOADING GRP LOADING GRP LOADING GRP LOADING GRP •LOADING GRP INCREASE STR LAT LONG CATEGORY PERCENT PERCENT PERCENT PERCENT PERCENT 1 DL + CLL + LL 1.000 N N N Std Des 100.00 DL 100.00 CLL 100.00 LL 2 DL + WLL 1.333 N N N Std Des 100.00 DL 100.00 WLL 3 DL + WLR 1.333 N N N Std Des 100.00 DL 100.00 WLR 4 D+CLL+EQL/1.4 1.333 N N N Std Des 100.00 DL 100.00 CLL 72.00 EQ. 5 D+CLL+EQR/1.4 1.333 N N N Std Des 100.00 DL 100.00 CLL -72.00 EQ 6 PD+PC+0.70PL+2.BOEQL 1.700 Y N N Axial C 100.00 DL 100.00 CLL 70.00 LL 280.00 EQ 7 PD+PC+0.70PL+2.BOEQR 1.700 ,Y N N Axial C 100.00 DL 100.00 CLL 70.00 LL -280.00 EQ 8 0.85P(DL+CL)+2.80EQL 1.700 Y N N Axial T 85.00 DL 85.00 CLL 280.00 EQ 9 0.85P(DL+CL)+2.80EQR 1.700 Y N N Axial T 85.00 DL 85.00 CLL -280.00 EQ 10 DL+CL+2.80EQL 1.700 Y N N Conns 100.00 DL 100.00 CLL 280.00 EQ 11 DL+CL+2.80EQR 1.700 Y. N N Conns 100.00 DL 100.00 CLL -280.00 EQ 12 DL + EWP 1.333 N N N Std Des 100.00 DL 100.00 EWP 13 DL + EWS 1.333 N N N Std Des 100.00 DL 100.00 EWS 14 dl+ip 1.333 N N N. Std Des 100.00 DL 100.00 IP 15 dl+is 1.333 N N N Std Des 100.00 DL 100.00 IS F A M. E D E S I G N - A P P L I E D L O A D S .R CA DATE: 12/17/01 PAGE: F 9 TIME: 04:45 PM ------------------------------------------------------------------------------------------------------------------------ ORDER # 079270 BUILDER - NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 Visalia BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 (HEIGHT) PROJ NAME (LIVE) - PETER (WIND) KONYN (CODE/YEAR) ENGR GRP - (SLOPE) (TYPE) (WIDTH) DESIGN SYSTEM FRAME # 1 --------------------------------------------------------------------------------------------- DESCRIPTION EWDS 80'-0" 201-3.3/811 20 PSF 80 MPH UBC 97 5.000 TO 12 LOAD CASE (DL ) DEAD LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y = Z LOCATION DL 2 2 - 3 UNIF 0.00 16.00 0.000 K/FT -0.028 K/FT 0.000 K/FT DL 4 3 - 5 UNIF 16.00 32.00 0.000 K/FT -0.028 K/FT 0.000 K/FT DL 6 5 - 7 UNIF 32.00 40.00 0.000'K/FT -0.028 K/FT 0.000 K/FT DL 7 8 - 7 UNIF 40.00 48.00 0.000 K/FT -0.028 K/FT 0.000 K/FT DL 9 10 - 8 UNIF 48.00 64.00 0.000 K/FT -0.028 K/FT 0.000 K/FT DL 11 12 - 10 UNIF 64.00 80.00 0.000 K/FT• -0.028 K/FT 0.000 K/FT LOAD CASE (CLL) COLLATERAL LOAD LOAD MEMBER JOINTS LOAD- DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION CLL 2 2 - 3 UNIF 0.00 16.00 0.000 K/FT -0.038 K/FT 0.000 K/FT CLL 3,- 5. UNIF 16.00 32.00 0.000 K/FT -0.038 K/FT 0.000 K/FT CLL -4 6 5- 7 UNIF 32.00 40.00 0.000 K/FT -0.038 K/FT 0.000 K/FT r CLI; 7 8 - UNIF 40.00 48.00 0.000 K/FT -0.038 K/FT 0.000 K/FT CLL 9 .7 10 - 8 UNIF 48.00 64.00, 0.000 K/FT -0.038 K/FT 0.000 K/FT CLL 11 12 - 10 UNIT 64.00 80.00 0.000 K/FT' -0.038 K/FT 0.000 K/FT LOAD CASE (LL ) LIVE LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION LL 2 2 - 3 UNIF 0.00 16.00 0.000 K/FT -0.178 K/FT 0.000 K/FT LL 4 3 - 5 UNIF 16.00 32.00 0.000 K/FT -0.178 K/FT 0.000 K/FT LL 6 5 - 7 UNIF 32.00 40.00 0.000 K/FT -0.178 K/FT 0.000 K/FT LL 7 8 - 7 UNIF 40.00 48.00 0.000 K/FT -0.178 K/FT 0.000 K/FT LL 9 10 - 8 UNIF 48.00 64.00 0.000 K/FT -0.178 K/FT 0.000 K/FT LL 11 12 - 10 UNIF 64.00 - 80.00 0.000 K/FT -0.178 K/FT 0.000 K/FT LOAD CASE (WLL) WIND LOAD LEFT LOAD F R A M E D E S I G N - A P P L'I E D L O A D S _ CADDS DATE: 12/17/01 Z LABEL NO (START -END) PAGE:F 10 TIME: 04:45 PM FT FT X Y' --------------------------------------------------------------------------------------BLDR--------------- ORDER # 079270 BLDR CONTACT - ANDY DESIGN SYSTEM FRAME ------------------------------------------------------------------------- BUILDER NORTH VALLEY READY WOOD BLDR PHONE (TYPE) # 1 DESCRIPTION EWDS BUIL # 530-345-7296 (WIDTH) (HEIGHT) 80'-0" 20'-3 3/8" BLDR ORDER PROJ NAME (LIVE) 20 PSF # 01-68 - PETER (WIND) 80 MPH -----UBC KONYN (CODE/YEAR) 97 ----- BLDR ACCOUNT # ENGR GRP - (SLOPE) 5_000 -TO 12- 20-04-007-90 Visalia LOAD CASE (WLL) WIND LOAD LEFT LOAD MEMBER JOINTS LOAD DISTANCES LOADS Z LABEL NO (START -END) TYPE FT FT X Y' WLL 1 1 - 2 UNIF 0.00 20.00 0.124 K/ FT 0.000 K/FT 0.000 K/FT K/FT WLL 2 2 - 3 UNIF 0.00 16.00 -0.139 K/FT 0.139 K/FT 0.000 K/FT WLL 4 3 - 5 UNIF 16.00 32.00 -0.139 K/FT 0.139 K/FT 0.000 K/FT WLL 6 5 - 7 UNIF 32.00 40.00 -0.139 K/FT 0.139 K/FT 0.000 K/FT WLL 7 8 - 7 UNIF 40.00 48.00- 0.108 K/FT K/FT 0.108 0.108 K/FT K/FT 0.000 0.000 K/FT WLL 9 10 - 8 UNIF UNIF 48.00 64.00 64.00 80.00 0:108 0.108 K/FT 0.108 K/FT 0.000 K/FT WLL WLL 11 12 12 - 13 - 10 12 UNIF 0.00 20.00 0.077 K/FT 0'.000 K/FT 0.000 K/FT LOAD CASE (WLR) WIND LOAD RIGHT LOAD MEMBER JOINTS LOAD DISTANCES LOADS Z LABEL NO (START -END) TYPE FT FT X Y WLR 1 1 - 2 UNIF 0.00 20.00 -0.077 K/FT 0.000 K/FT 0.000 K/FT K/FT WLR 2 2 - 3 UNIF 0.00 16.00 -0.108 K/FT 0.108 K/FT 0.000 0.000 K/FT WLR 4 3 - 5 UNIF 16.00 32.00 -0.108 K/FT 0.108 K/FT 0.000 K/FT WLR 6 5 - 7 UNIF 32.00 40.00 -0.108 K/FT 0.108 K/FT K/FT WLR 7 8 - 7 UNIF 40.00 48.00 0.139 K/FT 0.139 K/FT 0.000 K/FT WLR 9 10 - 8 UNIF 48.00 64.00 0.139 0.139 K/FT K/FT 0.139 0.139 K/FT K/FT 0.000 0.000 K/FT WLR 11 12 - 10 UNIF UNIF 64.00' 0.00 80.00 20'.00 -0.124 K/FT 0.000 K/FT 0.000 K/FT WLR 12 13 - 12 LOAD CASE (IP ) WIND INT PRESSURE LOAD MEMBER JOINTS LOAD DISTANCES LOADS Z LABEL NO (START -END) TYPE FT FT X Y IP 1 1 - 2 UNIF 0.00 20.00 0.124 K/FT 0.000 K/FT 0.000 K/FT Ip 1 1 - 2 UNIT 0.00 20.00 0.000 K/FT 0.000 K/FT =0.078 K/FT 2 2 - 3 UNIF 0.00 16.00 0.046 K/FT -0.046 K/FT 0.000 K/FT Ip IP 3 4 - 3 UNIF 0.00 26.67 0.000 K/FT 0.000 K/FT -0.156 K/FT 4 3 - 5 UNIF 16.00 32.00 0.046 K/FT -0.046 K/FT 0.000 K/FT IP 5 6 - 5 UNIF 0.00 33.34 0.000 K/FT 0.000 K/FT -0.156 K/FT IP 6 5 - 7 UNIF 32.00 40.00 0.046 K/FT -0.046 K/FT 0.000 K/FT IP 7 8 - 7 UNIF 40.00 48.00 0.108-K/FT 0.108-K/FT 0.000 K/FT Ip g 9 - 8 UNIF 0.00 33.34 0.000 K/FT 0.000 K/FT -0.156 K/FT Ip Ip 9 10 - 8 UNIF 48.00 64.00 0.108 K/FT 0.108 K/FT 0.000 K/FT IP 10 11 - 10 UNIF 0.00. 26.67 0.000 K/FT 0.000 K/FT -0.156 K/FT K/FT IP 11 12 - 10 UNIF 64.00 80.00 0.108 K/FT 0.108 K/FT 0.000 K/FT IP 12 13 - 12 UNIF 0.00 20.00 0.077 K/FT K/FT 0.000 0.000 K/FT K/FT 0.000 0.049 K/FT IP 12 13 - 12 UNIF 0.00 20.00 0.000 DIRECTION/ LOCATION DIRECTION/ LOCATION DIRECTION/ LOCATION 0 F R A M E D E S I G N - A P P L I E D L O A D S CADDS DATE: 12/17/01 PAGE:F 11 TIME: _ 04:45 PM _ __ ------------------------------------------ ------------------=-------------------------------- # 01-68 BLDR ACCOUNT # 20 -04 -007 -90 ORDER # 0.79270 BUILDER -,NORTH VALLEY READY BUIL # 530-345-7296 BLDR ORDER PROJ NAME - PETER KONYN ENGR GRP - Visalia BLDR CONTACT - ANDY WOOD BLDR (TYPE) PHONE (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 12 DESIGN SYSTEM FRAME # 1 --------------------------------------------------------------- DESCRIPTION EWDS 80'-0" 20'-3 3/811 -------------------------------------------------------------------- 20 PSF 80 MPH UBC 97 5.000 TO LOAD CASE (IS ) WIND INT SUCTION DIRECTION/ LOAD MEMBER JOINTS LOAD DISTANCES LOADS Y Z LOCATION LABEL NO (START -END) TYPE FT FT X IS 1 1 - 2 UNIF 0.00 20.00 -0.077 K/FT 0.000 K/FT K/FT 0.000 0.049 K/FT K/FT IS 1 1 - 2 UNIF 0.00 20.00 0.000 -0.108 K/FT K/FT 0.000 0.108 K/FT 0.000 K/FT IS 2 2 - 3 UNIF 0.00 0.00 16.00 26.67 0.000 K/FT 0.000 K/FT 0.097 K/FT IS 3 4 - 3 3 - 5 UNIF UNIF 16.00 32.00 -0.108 K/FT 0.108 K/FT 0.000 K/FT K/FT IS IS 4 5 6- 5 UNIF 0.00 33.34 0.00 V K/FT 0.000 K/FT K/FT 0.097 0.000 K/FT is 6 5 - 7 UNIF 32.00 40.00 -0.108 K/FT K/FT 0.108 -0.046 K/FT 0.000 K/FT IS 7 8 - 7 UNIF 40.00 0.00 48.00. -0.046 0.000 K/FT 0.000 K/FT 0.097 K/FT IS 8 9 9 - 8 10 - 8 UNIF UNIF 48.00 .33.34 64.00 -0.046 K/FT -0.046 K/FT K/FT 0.000 0.097 K/FT K/FT IS is 10 11 - 10 UNIF 0.00 26.67 0.000 K/FT 0.000 -0.046 K/FT 0.000 K/FT IS 11 12 - 10 13'- 12 UNIF UNIF 64.00 0.00 80.00 20.00 -0.046-K/FT -0.124 K/FT 0.000 K/FT 0.000 K/FT K/FT IS 12 13 = 12 UNIF 0.00 20.00 0.000 K/FT 0.000 K/FT -0.078 IS 12 LOAD CASE (EQ ) SEISMIC LOAD LOADSDIRECTION/ LOAD MEMBER JOINTS LOAD DISTANCES X Y Z LOCATION LABEL NO (START -END) TYPE FT FT 0.295 KIP 0.000 KIP 0.000 IN -K Outside flange EQ 2 2 - 3 CONC 0.00 0.295 KIP 0.000 KIP 0.000 IN -K Outside flange EQ 4 3 - 5 CONC 16.00 0.147 KIP 0.000 KIP 0.000 IN -K Outside flange EQ 6 5 - 7 CONC 32.00 0.147 KIP 0.000 KIP 0.000 IN -K Outside flange EQ 7 8 - 7 CONC 48.00 0.295 KIP 0.000 KIP 0.000 IN -K Outside flange EQ 9 10 - 8 CONC 64.00 0.295 KIP 0.000 KIP 0.000 IN -K Outside flange EQ 11 12 - 10 CONC 80.00 LOAD CASE (SLL) MIN SNOW LOAD LEFT DIRECTION/ LOAD MEMBER JOINTS LOAD DISTANCES LOADS Y Z LOCATION LABEL NO (START -END) TYPE FT FT R 2 - 3 UNIF 0.00 16.00 0.000 K/FT -0.178 K/FT 0.000 K/FT K/FT SLL SLL 2 4 3 - 5 UNIF 16.00 32.00 0.000 K/FT -0.178 K/FT K/FT 0.000 0.000 K/FT 7 UNIF 32.00 40.00 0.000 K/FT -0.178 SLL 6 5 - 0 F R A M E D E S I G N - A P P L I E D L O A D S CADDS DATE: 12/17/01 PAGE:F 12 TIME: 04:45 PM -------------------------EY BLDR ORDER -------------------------------------------------- # 01-68 BLDR ACCOUNT # 20-04-007- # 079270 BUILDER NORTH VALLEY READY90 READY BUIL # 530-345-7296 PROJ NAME - PETER KO(CONYN ENGR GRP - Visalia BLDR CONTACT - ANDY WOOD BLDR PHONE (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIN 12 SYSTEM FRAME # 1 ------------------------------------------------ DESCRIPTION EWDS 80'-0" 20'-3 3/8 20 PSF ------------------------ 80 MPH UBC 97 5.000 TO 5.000 LOAD CASE (SLR) MIN SNOW LOAD RIGHT LOADS DIRECTION/ LOAD MEMBER JOINTS LOAD DISTANCES X Y Z LOCATION LABEL NO (START -END) TYPE FT FT SLR 7 B - 7 UNIF 40.00 48.00 0.000 K/FT -0.178 K/FT K/FT 0.000 0.000 K/FT K/FT SLR 9 10 - 8 UNIF 48.00 64.00 0.000 K/FT 0.000 K/FT -0.178 -0.178 K/FT 0.000 K/FT SLR 11 12 - 10 UNIF 64.00 80•.00 LOAD CASE (EWP) EW WIND PRESSURE DIRECTION/ LOAD MEMBER JOINTS LOAD DISTANCES X LOADS Y Z LOCATION LABEL NO (START -END) TYPE FT FT 1 1 - 2 UNIF 0.00 20.00 -0.108 K/FT 0.000 K/FT K/FT 0.000 -0.087 K/FT K/FT EWP EWP WP 1 1 - 2 UNIF 0.00 20.00 0.000 -0.279 K/FT K/FT 0.000 0.279 K/FT 0.000 K/FT 2 2 - 3 UNIF 0.00 0.00 16.00 26.67 0.000 K/FT 0.000 K/FT -0.175 K/FT EWP 3 4 4 - 3 3 - 5 UNIF UNIF 1 6.00 6.00 32.00 -0.279 K/FT 0.279 K/FT K/FT 0.000 -0.175 K/FT K/FT EWP EWP 5 5 6 - 5 UNIF 33.34 0.000 -0.279 K/FT K/FT 0.000 0.279 K/FT 0.000 K/FT EWP 5 - 7 7. UNIF UNIF 32.00 40.00 40.00 48.00 0.279 K/FT 0.279 K/FT 0.000 K/FT K/FT EWP 7 8 8.- 9 - 8 UNIF 0.00 33.34. 0.000 K/FT 0.000 K/FT K/FT -0.175 0.000 K/FT EWP EWP 9 10 - 8 UNIF 48.00 64.00 0.279 0.000 K/FT K/FT 0.279 0.000 K/FT -0.175 K/FT EWP 10 11 - 10 UNIF 0.00 26.67 80.00 0.279 K/FT 0.279 K/FT 0.000 K/FT EWP 11 12 - 10 UNIF 64.00 0.00 20.00 0.108 K/FT 0.000 K/FT 0.000 K/FT EWP 12 13 - 12 UNIF UNIF 0.00 20.00 0.000 K/FT 0.000 K/FT -0.087 K/FT EWP 12 13 - 12 LOAD CASE (EWS) EW WIND SUCTION DIRECTION/ LOAD MEMBER JOINTS LOAD DISTANCES R LOADS Y Z LOCATION LABEL NO (START -END) -TYPE FT FT 1 1 - 2 UNIF 0.00 20.00 -0.108 K/FT 0.000 K/FT K/FT 0.000 0.087 K/FT K/FT EWS EWS 1 1 - 2 UNIF 0.00 20.00 0.000 -0.279 K/FT K/FT 0.000 0.279 K/FT 0.000 K/FT EWS 2 2 - 3 UNIF 0.00 0.00 16.00 26.67 0.000 K/FT 0.000 K/FT 0.175 K/FT EWS 3 4 - 3 3 5 UNIF UNIF 16.00 32.00 -0.279 K/FT 0.279 K/FT 0.000 K/FT K/FT EWS EWS 4 5 - 6 - 5 UNIF 0.00 33.34 0.000 K/FT K/FT 0.000 0.279 K/FT K/FT 0.175 0.000 K/FT EWS 6 5 - 7 UNIF 32.00 40.00 48.00 -0.279 0.279 K/FT 0.279 K/FT 0.000 K/FT EWS 7 8 - 7 UNIF 40.00 0.00 33.34 0.000 K/FT 0.000 K/FT 0.175 K/FT EWS 8 9 9 - 8 10 - 8 UNIF UNIF 48.00 64.00 0.279 K/FT 0.279 K/FT K/FT 0.000 0.175 K/FT K/FT EWS EWS 10 11 - 10 UNIF 0.00 26.67 0.000 0.279 K/FT K/FT 0.000 0.279 K/FT 0.000 K/FT EWS 11 12 - 10 UNIF 64.00 80.00 20.00 0.108 K/FT 0.000 K/FT 0.000 K/FT EWS 12 13 - 12 UNIF 0.00 0.00 20.00 0.000 K/FT 0.000 K/FT 0.087 K/FT EWS 12 13 - 12 UNIF 1 1 DIST (FT) 0.00 4.50 9.00 12.25 15.50 18.17 2 1 2 DIST (FT) 1.05 4.07 8.42 8.43 8.94 13.80 15.81 3 1 DIST (FT) 0.00 4.50 9.00 12.25 15.50 19.00 22.50 24.86 JOINTS F R A M E D E S I,G N - S E C T I O N P R O P E R T I E S (IN) (IN2) 12.25 5.88 12.25 • 5.88 12.25 5.88 12.25 CADDS DATE: 12/17/01 5.88 12.25 5.88 JOINTS 2 - 3 OUTER PAGE:F 13 TIME: 04:45 PM FLANGE _ DEPTH AREA (IN) (IO2)' 20.00 4.84 --------------------------------------------- ORDER # 079270 -=------------------------------------------------------------------------- BUILDER NORTH VALLEY READY BUIL BLDR ORDER #-01-68 3.88 BLDR ACCOUNT # 20-04-007-90 Visalia BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME (LIVE) - PETER (WIND) KONYN (CODE/YEAR) ENGR GRP - (SLOPE) OUTER FLANGE (TYPE) (WIDTH) (HEIGHT) (IN2) 12.00 4.61 12.00 DESIGN SYSTEM FRAME ------------------------------------------------------------------------------------------- # 1 DESCRIPTION EWDS 80'-0" 20'-3.3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 12.00 1 1 DIST (FT) 0.00 4.50 9.00 12.25 15.50 18.17 2 1 2 DIST (FT) 1.05 4.07 8.42 8.43 8.94 13.80 15.81 3 1 DIST (FT) 0.00 4.50 9.00 12.25 15.50 19.00 22.50 24.86 JOINTS 1 - 2 OUTER FLANGE - _ DEPTH AREA (IN) (IN2) 12.25 5.88 12.25 • 5.88 12.25 5.88 12.25 5.88 12.25 5.88 12.25 5.88 JOINTS 2 - 3 OUTER FLANGE _ OUTER FLANGE _ DEPTH AREA (IN) (IO2)' 20.00 4.84 16.72 4.45 12.01 3.88 12.00 3.88 12.00 3.88 12.00 3.88 12.00 3.88 JOINTS 4 - 3 OUTER FLANGE DEPTH AREA (IN) (IN2) 12.00 4.61 12.00 4.61 12.00 4.61 12.00 4.61 12.00 4.61 12.00 4.61 12.00 4.61 12.00 4.61 6.000 X 0.375 IX IY (IN4) (IN4) 173.90 13.50 173.90 13.50 173.90 13.50 173.90 13.50 173.90 13.50 173.90 13.50 5.000 X 0.250 5.000 X 0.250 IX IY (IN4) (IN4) 317.95 5.21 212.19 5.21 101.61 5.21 101.51 5.21 101.51 5.21 101.51 5.21 101.51 5.21 6.000 X 0.250 IX IY (IN4) (IN4) 121.31 9.00 121.31 9.00 121.31 9.00 121.31 9.00 121.31 9.00 121.31 9.00 121.31 9.00 121.31 9.00 WEB = 0.120 RTO RTI. WRX (IN) (IN) (IN) 1.65 1.65 '5.44 1.65 1.65 5.44 1.65 1.65 5.44 1.65' 1.65 5.44 1.65 1.65 5.44 1.65 1.65 5.44 WEB = 0.120 WEB = 0.120 RTO RTI WRX (IN) (IN) (IN) 1.26 1.26 5.87 1.29 1:29 5.87 1.33 1.33 5.87 1.33 1.33 5.87 1.33 1.33 5.87 1.33 1.33 5.87 1.33 1.33 5.87 WEB = 0.140 RTO RTI WRX (IN) (IN) (IN) 1.60 1.60 5.13 1.60 1.60 5.13 1.60 1.60 5.13 1.60 1.60. 5.13 1.60 1.60 5.13 1.60 1.60 5.13 1.60 1.60 5.13 1.60 1.60 •5.13 INNER FLANGE WRY WRTO WRTI (IN) (IN) (IN) 1.52 1.65 1.65 1.52 1.65 1.65 1.52 1.65 1.65 1.52 1.65 1.65 1.52 1.65 1.65 1.52 1.65 1.65 INNER FLANGE INNER FLANGE WRY WRTO WRTI (IN) (IN) (IN) 1.06 1.27 1.27 1.12 1.31 1.32 •1.12 1.31 1.32 1.12 1.31 1.32 1.12 1.31 1.32 1.16 1.33 1.32 1.16 1.33 1.33 INNER FLANGE WRY WRTO WRTI (IN) (IN) (IN) 1.40 1.60 1.60 1.40 1.60 1.60 1.40 1.60 1.60 1.40 1.60 1.60 1.40 1.60 1.60 1.40 1.60 1.60 1.40 1.60 1.60 1.40 1.60 1.60 6.000 X 0.375 WDAFO WDAFI H/T (IN) (IN) RATIO 5.44 5.44 95.83 5.44 5.44 95.83 5.44 5.44, 95.83 5.44 5.44 95.83 5.44 5.44 95.83 5.44 5.44 95.83 5.000 X•0.250 5.000 X 0.250 WDAFO WDAFI H/T (IN) (IN) RATIO 14.69 14.69 162.50 11.29 10.44 135.16 11.29 10.44 95.88 11.29 10.44 95.83 11.29 10.44 95.83 9.60 10.44 95.83 9.60 9.60 95.83 6.000 X 0.250 WDAFO WDAFI H/T (IN) (IN) RATIO 8.00 8.00 82.14 8.00 8.00 82.14 8.00 8.00 82.14 8.00 8.00 82.14 8.00 8.00 82.14 8.00 8.00 82.14 8.00 8.00 82.14 8.00 8.00 82.14 LUBO (FT) 18.17 18.17 18.17 18.17 18.17 18.17 LUBO (FT) 4.45 5.32- 5.32 5.32 5.32 5.32 5.11 LUBO (FT) 9.00 9.00 9.00 6.50 7.00 7.00 7.00 2.36 LUBI (FT) 18.17 18.17 18.17 18.17 18.17 18.17 LUBI (FT) 3.31 10.64 10.64 10.64 10.64 10.64 5.11 LUBI (FT) 9.00 9.00 9.00 6.50 7.00 7.00 7.00 2.36 F R A M•E D E S I G N - S E C T I O N P R O P E R T I E S CADDSPAGE:F DATE: 12/17/01 14 TIME: 04:45 PM ORDER # 079270 ------------------------------------------------------------------------------------------------------ BUILDER - NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # GRP - 20-04-007-90 Visalia BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - (LIVE) PETER KO (CODE/YEAR) (CO ENGR (SLOPE), (TYPE) (WIDTH) (HEIGHT) .(WIND) DESIGN SYSTEM FRAME --------------------------------------------------------------------------- '# 1 DESCRIPTION EWDS 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 MEMBER NO. SECTION.NO. 4 1 JOINTS OUTER 3 - 5 FLANGE = 5.000 X 0.250 WEB = 0.120 INNER FLANGE = 5.000 X 0.250 ANAL SEC DIST DEPTH AREA IX IY RTO RTI- WRX WRY WRTO WRTI (IN) WDAFO (IN) WDAFI (IN) H/T RATIO LUBO (FT) LUBI (FT) PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) 1 1 0.00 12.00 3.88 101.51 5.21 1.33 1.33 5:11 1.16 1.33 1.33 9.60 9.60 95.83 5.06 5.06 10.54 2 2.67 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 - 95.83 5.27 5.27 10.54 3 7.53 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 9.60 95.83 95.83 5.27 10.54 4 12.40 12.00 3.88 101.51 5:21 1.33 1.33 5.11 1.16 1.33 1.33 1.33 1.33 9.60 9.60 9.60 95.83 5.06 5.06 5 15.81 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 MEMBER NO. SECTION NO. 5 1 JOINTS OUTER 6 - 5 FLANGE = 6.000 X 0.250 WEB = 0.140 INNER FLANGE = 6.000 X 0.250 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO (FT) LUBI (FT) PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO _ 1 0.00 12.00 4.61 121.31 9.00 1.60 1.60 5.13 1.40, -1.60 1.60 8.00 8.00 82.14 9.00 9.00 9.00 1 2 4.50 12.00 4.61 121.31 9.00 1.60 1.60 5.13 1.40 1.60 1.60 8.00 8.00 82.14 82.14 9.00 9.00 9.00 3 9.00 12.00 4.61 121.31 9.00. 1.60 1.60 5.13 1.40 1.60 1.60 8.00 8.00 8.00 8.00 82.14 6.50 . 6.50 q 12.25 12.00 * 4.61 121.31 9.00 1.60 1.60 5.13 1.40 1.40 1.60 1.60 1.60 1.60 8.00 8.00 82.14 7.00 7.00 5 15.50 12.00 4.61 121.31 9.00 1.60 1.60 1.60 5.13 5.13 1.40 1.60 1.60 8.00 8.00 82.14 7.00 7.00 6 19.00 12.00 4.61 121.31 9..00 1.60 1.60 1.60 5.13 1.40 1.60 1.60 8.00 8.00 82.14 7.00 7.00 7 22.50 12.00 4.61 121.31 121.31 9.00 9.00 1.60 1.60 5.13 1.40 1.60 1.60 8.00 8.00 82.14 5.00 5.00 8 27.50 12.00 4.61 4.61 121.31 9.00 1.60 1.60 5.13 1.40 1.60 1.60 8.00 8.00 82.14 4.03 4.03 9 31.53 12.00 MEMBER NO. SECTION NO. 6 1 JOINTS OUTER 5 - 7 FLANGE • = 5.000 X 0.250 WEB = 0.120 INNER FLANGE = 5.000 X 0.250 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO (IN) WDAFI (IN) H/T RATIO LUBO (FT) LUBI (FT) PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) 1 1 0.00 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 5.06 5.06 5.06 2 1.27 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 5.06 3.22 7.74 3 4.24 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 95.83 3.22 7.74 4 7.21 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 9.60 95.83 1.30 7.74 5 7.81 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 MEMBER NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 MEMBER NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 6 7 8 9 MEMBER NO. SECTION NO, ANAL SEC PTS. NO. 1 1 2 3 4 5 7 1 DIST (FT) 0.00 1.27 4.24 7.21 7.81 8 1 DIST (FT) 0.00 4.50 9.00 12.25 15.50 19.00 22.50 27.50 31.53 9 1 DIST (FT) 0.00 2.67 7.53 12.40 15.81 JOINTS F R A M_E D E S I G N - S E C T I O N P R O P E R T I E S (IN) CADDS DATE: 12/17/01 . 12.00 3.88 12.00 3.88 12.00 PAGE:F 15 TIME: 04:45 PM 3.88 JOINTS 9 - 8 OUTER FLANGE _ DEPTH AREA ------------ - ORDER # -079270-------- BLDR CONTACT - ANDY DESIGN,SYSTEM FRAME ---- =-=----------------------------------------=---------------------------------- --------------------------- BUILDER NORTH VALLEY -READY WOOD BLDR PHONE (TYPE) # 1 DESCRIPTION EWDS - ---- ------------------------------------------------------------------- BUIL # 530-345-7296 (WIDTH) (HEIGHT) 80'-0" 20'-3 3/8" BLDR ORDER PROJ NAME (LIVE) 20 PSF # 01-68 - PETER (WIND) 80 MPH KONYN (CODE/YEAR) UBC 97 BLDR ACCOUNT # ENGR GRP - (SLOPE) 5.000 TO 12 20-04-007-90 Visalia MEMBER NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 MEMBER NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 6 7 8 9 MEMBER NO. SECTION NO, ANAL SEC PTS. NO. 1 1 2 3 4 5 7 1 DIST (FT) 0.00 1.27 4.24 7.21 7.81 8 1 DIST (FT) 0.00 4.50 9.00 12.25 15.50 19.00 22.50 27.50 31.53 9 1 DIST (FT) 0.00 2.67 7.53 12.40 15.81 JOINTS 8 - 7 OUTER FLANGE _ DEPTH AREA (IN) (IN2) 12.00 3.88 12.00 3.88 12.00 3.88 12.00 3.88 12.00 3.88 JOINTS 9 - 8 OUTER FLANGE _ DEPTH AREA (IN) (IN2) 12.00 4.61 12.00 4.61 12.00 4.61 12.00 4.61 12.00 4.61 12.00 4.61 12.00 4.61 12.00 4.61 12.00 4.61 JOINTS 10 - 8 OUTER FLANGE _ DEPTH AREA (IN) (IN2) 12.00 3.88 12.00 3.88 12.00 3.88 12.00 3.88 12.00 3.88 5.000 X 0.250 IX . IY (IN4) (IN4) 101.51 5.21 101.51 5.21 101.51 5:21 101.51 5.21 101.51 5.21 6.000 X 0.250 IX IY (IN4) (IN4) 121.31 9.00 121.31 9.00 121.31 9.00 121.31 9.00 121.31 9.00 121.31 9.00 121.31 9.00 121.31 9.00 121.31 9.00 5.000 X 0.250 IX IY (IN4) (IN4) 101.51 5.21 101.51 5.21 101.51 5.21 101.51 5.21 101.51 5.21 WEB = 0.120 RTO RTI WRX (IN) (IN) (IN) 1.33 1.33 5.11 1.33 1.33 5.11 1.33 1.33 5.11 1.33 1.33 5.11 1.33 1.33 5.11' WEB = 0.140 RTO RTI WRX (IN) (IN) (IN) 1.60 1.60 5.13 1.60 1.60 5.13 1.60 1.60 5.13 1.60 1.60 5.13 1.60 1.60 5.13 1.60 1.60 5.13 1.60 1.60 5.13 1.60 1.60 5.13 1.60 1.60 5.13 WEB = 0.120 RTO RTI WRX (IN) (IN) (IN) 1.33 1.33 5.11 1.33 1.33 5.11 1.33 1.33 5.11 1.33 1.33 5.11 1.33 1.33 5.11 INNER FLANGE WRY WRTO WRTI (IN) (IN) (IN) 1.16 1.33 1.33 1.16 1.33 1.33 1.16 1.33 1.33 1.16 1.33 1.33 1.16 1.33 1.33 INNER FLANGE WRY WRTO WRTI (IN) (IN) (IN) 1.40 1.60 1.60 1.40 1.60 1.60 1.40 1.60 1.60 1.40 1.60 1.60 1.40 1.60 1.60 1.40 1.60 1.60 1.40 1.60 1.60 1.40 1.60 1.60 1.40 1.60 1.60 INNER FLANGE WRY WRTO WRTI (IN) (IN) (IN) 1.16 1.33 1.33 1.16 1.33 1.33 1.16 1.33 1.33 1.16 1.33 1.33 1.16 1.33 1.33 5.000 X 0.250 WDAFO WDAFI H/T (IN) (IN) RATIO 9.60 9.60 95.83 9.60 9.60 95.83 9.60 9.60 95.83 9.60 9.60 95.83 9.60 9.60 95.83 6.000 X 0.250 WDAFO WDAFI H/T (IN) (IN) RATIO 8.00 8.00 82.14 8.00 8.00 82.14 8.00, 8.00 82.14 8.00 8.00 ' 82.14 8.00 8.00 82.14 8.00 8.00 82.14 8.00 8.00 82.14 8.00 8.00 82.14 8.00 8.00 82.14 = 5.000 X 0.250 WDAFO WDAFI H/T (IN) (IN) RATIO 9.60 9.60 95.83 9.60 9.60 95.83 9.60 9.60 95.83 9.60 9.60 95.83 9.60 9.60 95.83 LUBO (FT) 5.06 5.06 3.22 3.22 1.30 LUBO (FT) 9.00 9.00 9.00 6.50 7.00 7.00 7.00 5.00 4.03 LUBO (FT) 5.06 5.27 5.27 5.27 5.06 LUBI (FT) 5.06 5.06 7.74 7.74 7.74 LUBI (FT) 9.00 9.00 9.00 6.50 7.00 7.00 7.00 . 5.00 4.03 LUBI (FT) 5.06 10.54 10.54 10.54 5.06 MEMBER NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 6 7 8 MEMBER NO. SECTION NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 2• 5 6 7 MEMBER NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 6 10 1 DIST (FT) 0.00 4.50 9.00 12.25 15.50 19.00 22.50 24.86 11 1 2 DIST (FT) 1.05 4.07 8.42 8.43 8.94 13.80 15.81 12 1 DIST (FT) 0.00 4.50 9.00 12.25 15.50 18.17 JOINTS 11 - 10 OUTER FLANGE _ DEPTH AREA (IN) (IN2) 12.00 4.61 12.00 4.61 12.00 4.61 12.00 4.61 12.00 4.61 , 12.00 •4.61 12.00 4.61 12.00 4.61 JOINTS 12 - 10 OUTER FLANGE _ OUTER FLANGE _ DEPTH AREA (IN) (IN2) 20.00 4.84 16.72 4.45 12.01 3.88 12.00 3.88 12.00 3.88 12.00 3.88 12.00 3.88 JOINTS 13 - 12 OUTER FLANGE _ DEPTH AREA (IN) (IN2) 12.25 5.88 12.25 5.88 12.25 5.88 12.25 5.88 12.25 5.88 12.25 5.88 6.000 F R A M E D E S I G N - S E C T I O N P R O P E'R T I E S INNER FLANGE 1 6.000 X 0.250 DATE: 12/17/01 IY RTO RTI WRX WRY CADDS 16 TIME: 04:45 PMPAGE:F WDAFO WDAFI H/T (IN4) (IN4) (IN) ---------------------------------------------------------------------------------------------------------------------- ORDER # 079270 BUILDER - NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN ENGR GRP - Visalia 1.40 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 121.31 DESIGN SYSTEM FRAME ---------------------------------------------------------------------------------------------------- # 1 DESCRIPTION EWDS 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 97 5".000 TO 12 1.60' MEMBER NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 6 7 8 MEMBER NO. SECTION NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 2• 5 6 7 MEMBER NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 6 10 1 DIST (FT) 0.00 4.50 9.00 12.25 15.50 19.00 22.50 24.86 11 1 2 DIST (FT) 1.05 4.07 8.42 8.43 8.94 13.80 15.81 12 1 DIST (FT) 0.00 4.50 9.00 12.25 15.50 18.17 JOINTS 11 - 10 OUTER FLANGE _ DEPTH AREA (IN) (IN2) 12.00 4.61 12.00 4.61 12.00 4.61 12.00 4.61 12.00 4.61 , 12.00 •4.61 12.00 4.61 12.00 4.61 JOINTS 12 - 10 OUTER FLANGE _ OUTER FLANGE _ DEPTH AREA (IN) (IN2) 20.00 4.84 16.72 4.45 12.01 3.88 12.00 3.88 12.00 3.88 12.00 3.88 12.00 3.88 JOINTS 13 - 12 OUTER FLANGE _ DEPTH AREA (IN) (IN2) 12.25 5.88 12.25 5.88 12.25 5.88 12.25 5.88 12.25 5.88 12.25 5.88 6.000 X 0.250 WEB = 0.140 INNER FLANGE 1 6.000 X 0.250 IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) .(IN) (IN) RATIO 121.31 9.00 1.60 1.60 5.13 1.40 1.60 1.60 8.00 8.00 82.14 121.31 9.00 1.60 1.60 5.13 1.40 1.60 1.60' 8.00 8.00 .82.14 121.31 9.00 1.6'0 1.60 5.13 1.40 1.60 1.60 8.00 8.00 82.14 121.31 9.00 1.60 1.60 5.13 1.40 1.60 1.60 8.00 8.00 82.14 121.31 9.00 1'.60 1.60 5.13 1.40 1.60 1.60 8.00 8.00 82.14 121.31 9.00 1.60 1.60 5.13 1.40 1.60 1.60 8.00 8.00 82.14 121.31 9.00 1.60 1.60 5.13 1.40 1.60 1.60 8.00 8.00 82.14 121:31 9.00 1.60' 1.60 5.13 1.40 1.60 1.60 8.00 8.00 82.14 5.000 X 0.250 WEB = 0.120 INNER FLANGE = 5.000 X 0.250 5..000 X 0.250 WEB = 0.120 INNER FLANGE = 5.000 X 0.250 IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T (IN4) (IN4) (IN) (IN) (IN) (IN) (IN)• (IN) (IN) (IN) RATIO 317.95 5.21 1.26 1.26 5.87 1.06 1.27 1.27 14.69 14.69- 162.50 212.19 5.21 1.29 1.29 5.87 1.12 1.31 1.32 11.29 10.44 135.16 101.61 5.21 1.33 1.33 5.87 1.12 1.31 1.32 11.29 10.44 95.88 101.51 5.21 1.33 1.33 5.87 1.12 1.31 1.32 11.29 10.44 95.83 101.51 5.21 1.33 1.33 5.87 1.12 1.31 1.32 11.29 10.44 95.83 101.51 5.21 1.33 1.33 5.87 1.16 1.33 1.32 9.60 10.44 95.83 101.51 5.21 1.33 1.33 5.87 1.16 1.33 1.33 9.60 9.60 95.83 6.000 X 0.375 WEB = 0.120 INNER FLANGE = 6.000 X 0.375 IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T ,(IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO 173.90 13.50 1.65 . 1.65 5.44 1.52 1.65 1.65 5.44 5.44 95.83 173.90 13.50 1.65 1.65 5.44 1.52 1.65 1.65 5.44 5.44 95.83 173.90 13.50 1.65 1.65 5.44 1.52 1.65 1.65 5.44 5.44 95.83 173.90 13.50 1.65 1.65 5.44 1.52 1.65 1.65 5.44 5.44 95.83 173.90 13.50 1.65 1.65 5.44 1.52 1.65 1.65 5.44 5.44 95.83 173.90 13.50 1.65 1.65 5.44 1.52 1.65 1.65 5.44 5.44 95.83 LUBO (FT) 9.00 9.00 9.00 6.50 7.00 7.00 7.00 2.36 LUBO (FT) 4.45 5.32 5.32 5.32 5.32 5.32 5.11 LUBO (FT) 18.17 18.17 18.17 18.17 18.17 18.17 LUBI (FT) 9.00 9.00 9.00 6.50 7.00 7.00 7.00 2.36 LUBI (FT) 3.31 10.64 10.64 10.64 10.64 10.64 5.11 LUBI (FT) 18.17 18.17 18.17 18.17 18.17 18.17 0 0 F R A M E D E S I G N - C O N T R O L L I N G S T R E S S CADDS DATE: 12/17/01 _PAGE:F .17 TIME: 04:45 PM ------------------------------------------------------------------ ---------- -------------------- --------------- ORDER # 079270 BUILDER NORTH --- VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000- TO -12 COLUMN 1 - 2 -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT AXIAL PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO. FBI FORCE SHEAR QS QA CB AXIAL BENDG BENDG RATIOS M MV NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) 1* 12.25 5.88 28.39 28.39 5.77 0.00 47.69 27.06 50.49 3.48 17.74 1.00 1.00 1.75 0.02 0.00 0.00 0.02 7 14 2 12.25 5.88 28.39 28.39 -3.06 157.78 43.99 23.58 43.99 2.92 17.74 1.00 1.00 1.75 0.01 0.34 0.23 0.34 14 14 3 12.25 5.88 28.39 28.39 -3.15 315.55 43.99 23.58 43.99 2.92 17.74 1.00 1.00 1.75 0.01 0.68 0.46 0.68 14 14 4 12.25 5.88 28.39 28.39 -3.21 392.02 •43.99 23.5843.99 -2.16, 17.74 1.00 1.00 1.75 0.01 0.75 0.48 0.75 .14 15 5 12.25 5.88 .28.39 28.39 -3.28 468.49 43.99 23.58 43.99 -2.16 17.74 1.00 1.00 1.75 0.01 0.82 0.50 . 0.82 14 15 6* 12.25 5.88 28.39 28.39 3.82 -522.71 43.99 43.99 23%58 -1:74 17.74 1.00 1.00 1.75 0.01 0.43 '0.79 0.81 15 15 MINOR AXIS FORCES COLUMN 1 •2 OUTER FLANGE INNER FLANGE --------TOTAL SECTION --------- PT. SHEAR SY MOMENT FBY SYOF MOMENT SYIF MOMENT NO. (KIPS) (IN3) (IN -KIP) (KSI) (IN3) (IN -KIP) (IN3) (IN -KIP) 1* 0.00 4.50 0.00 43.99 2.25 0.00 2.25 0.00 2 0.38 4.50 20.62 43.99 2.25 0.00 2.25 0.00 3 -0.22 4.50 41.24 43.99 2.25 0_00 2.25 0.00 4 =0.22 4.50 32.55 43.99 2.25 0.00 2.25 0.00 5 -0.65 4.50 23.87 43.99 2.25 _0.00 2.25 0.00 6* 0.41 4.50 -1.86 43.99 2.25 0.00 2.25 0.00 F R A M„E 'D E S I G N - C O N T R O L L I N G S T R E S S DATE: 12/17/01 CARDS PAGE:F 18 TIME: 04.:45 PM ------------------------------ ORDER # 079270 ------------------------------------------------------------------------------------------- BUILDER NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT -'ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER' KONYN ENGR GRP - Visalia (TYPE) (WIDTH) - (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ---------------------------------- SYSTEM FRAME # 1 DESCRIPTION EWDS 80'-0" ---------------------------------------------------------- 20'-3 3/8" 20 PSF 80 MPH UBC --------------------------------- _ 97 5.000 TO 12. ROOF BEAM 2 - 3 •AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 20.00 4.84' 31.80 31.80 3.00 -530.23 43.99 43.99 39.77 2.91 10:07 0.93 1.00 1.11 0.02 0.38 0.4.2 0.43 15 15 2 16.72 4.45 24.97 24.97 3.00 -415.76 43.99 -43.99 35.35 3.27 12.17 0.94 1.00 1.83 0.02 0.41 0.47- 0.49 15 15 3*.12.01 3.88 16.93 16.93 2.95 -230.17 43.99 43.99 35.35 3.27 17.37 0.97 1.00 1.83 0.02 0.31 0.38 0.40 15 15 4* 12.00 3.88 16.92 16.92 2.77 -229.74 43.99 43.99 35.35 3.34 17.38 0.97 1.00 1.83 0.02 0.31 0.38 '0.40 15 15 5 12.00 3.88 16.92 16.67 2.77 -208.15 43.99 43.99 35.35 3.78 17.38 0.97 1.00 1.83 0.02 0.31 0.35 0.37 15 15 6 12.00 3.88 16.67 16.67 -2.52 32.52 43.99 42.57 43.99 4.13 17.38 0.97 1.00 2.30 0.01 0.05 0.05 0.06 12 15 7* 12.00 3.88 16.92 16.92 2.64 137.82 43.99 42.57-43.99 4'.13 17.38 0.97 1.00 1.53 0.02 0.19 0.19 0.21 15 15 COLUMN 4 - 3 Rotated 90 degrees AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB . CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (-IN) (IN2) (IN3)' (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 4.61 20.22 20.22 7.99 0.00 43.70 46.27 50.49 1.43 27.60 0.92 1.00 1.75 0.04 0.00 0.00 0.04 6 12 2 12.00 4.61 20.22 20.22 6.40 68.84 26.19 40.31 43.99 1.43 27.60 0.92 1.00 1.75 0.05 0.07 0.08 0.13 14 12 3 12.00 4.61' -20.22 20.22 6.33 137.68 43.99 40.31 43.99 0.07 27.60 0.92 1.00 1.75 0.03 0.17 0.15 0.20 14 12 4 12.00 4.61 20.22 20.22 6.26 140.24 43.99 40.31 43:99 0.07 27.60 0.92 1.00 1.020.03 0.17 0.16 0.21 14 12 5 12.00 4.61 20.22 20.22 6.21 142.81 43.99 40.31 43.99 -1.11 27.60 0.92 1.00 1.36 0.03 0._18 0.16 0.21 14 12 6 12.00 4.61 20.22" 20.22 6.16 101.34 43.99 40.31 43.99 -1.11 27.60 0.92 1.00 1.36 0.03 0.12 0.11 0.16 14. 12; 7 12.00 4.61 20.22 20.22 6.10 59.88 30.44 40.31 43.99 -2.08 27.60 0.92 1.00 1.36 0.04 0.06 0.07 0.11 14 12' 8* 12.00 4.61 ' 20.22 20.22 6.05 7.26 30.89 40.31 43.99 -2.08 27.60 0.92 1.00 1.63 0.04 0.01 0.01 0.05 14 12 F R A M E D E S I G N - C O N T R O L L I N G S T R E S S • CADDS DATE: 12/17/01 PAGE:F 19 TIME: 04:45 PM ------------------------------ ORDER # 079270 BUILDER ----------------------------------------------------------------------------------------- NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # Visalia 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN (CODE/YEAR) ENGR GRP (SLOPE) - (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) DESIGN SYSTEM FRAME ------------------------------------------------------------------------------------ # 1 DESCRIPTION EWDS 80'-0" 20'-3 3/8" 20 PSF 80 MPH -----UBC 97-----5_000-TO 12 ROOF BEAM 3 - 5 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB AXIAL O.FL BENDG I.FL BENDG STRESS RATIO COMB M V NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) 1* 12.00 3.88 16.92 16.92 0.32 134.18 43.99 42.57 43.99 1.97 13.04 0.97 1.00 1.21 0.00 0.19 0.18 0.19 15 1 1 2 12.00 3.88 16.67 16.67 -0.24 -83.32 43.99 43.99 36.23 1.97 13.04 0.97 1.00 1.89 0.00 0.12 0.14 0.14 14 12 3 12.00 3.88 16.92 16.67 -4.67 -74.00 43.99 43.99 24.91 -1.03 17.38 0.97 1.00 1.00 0.03 0.11 0.18 0.18 12 12 1 4 12.00 3.88 16.67 16.67 -4.76 -71.49 43.99 43.99 24.91 -1.80 13.04 0.97 1.00 1.00 0.03 0.11 0.17 0.17 5* 12.00 3.88 16.92 16.92 -0.64 -65.45 33.00 33.00 31.94 -1.84 13.04 0.97 1.00 2.06 0.01 0.12 0.12 0.12 1 1 COLUMN 6 - 5 Rotated 90 degrees AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB AXIAL O.FL BENDG I.FL BENDG STRESS RATIO COMB M V NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) 1* 12.00 4.61 20.22 20.22 4.52 0.00. 33.00 30.24 33.00 2.01 27.60 0.92 0.80 1.75 0.03 0.00 0.00 0.03 1 12 12 _ 2 12.00 4.61 20.22 20.22 -1.11 108.78 43.99 40.31 43.99 2.01 27.60 0.92 1.00 1.75 0.01 0.13 '0.27 0.12 0.13 12 12 3 12.00 4.61 20.22 20.22 -1.18 217.57 43.99 40.31 43.99 0.66 27.60 0.92 1.00 1.75 0.01 0.24 0.27 12 4 12.00 4.61 20.22 20.22 -1.23 243.24 43.99 40.31 43.99 0.66 27.60 0.92 1.00 1.10 0.01 0.30 0.27 0.30 12 12 12 12 5 12.00 4.61 20.22 20.22 -1.28 268.91 43.99 40.31 43.99 -0.52 27.60 0.92 1.00 1.08 0.01 0.33 0.30 0.33 6 12.00 4.61 20.22 20.22 -1.33 246.94 43.99 40.31 43.99 -0.52 "27.60 0.92 1.00 1.08 0.01' 0.30 0.28 0.30 12 12 7 12.00 4.61 20.22 20.22 -1.39 224.98 43.99 40.31 43.99 -1.57 27.60 0.92 1.00 1.08 0.01 0.28 0.25 0.28 12 12 8 12.00 4.61 20.22 20.22 -1.47 130.60 43.99 40.31 43.99 -2.52 27.60 0.92 1.00 1.24 0.01 0.16 0.15 0.16 12 12 9* 12.00 4.61 20.22 20.22 4.08 0.00 20.34 30.24 33.00 -2.52 27.60 0.92 1.00 1.75 0.04 0.00 0.00 0.04 1 12 F R A M E D E'S I G N - C O N T R O L L I N G S T R E S S CADDS DATE: 12/17/01 PAGE:F 20 TIME: 04:45 PM -------------- ORDER # 079270 ------------------------------------------------= BUILDER -NORTH VALLEY READY BUIL ----------------------------------------- BLDR ORDER # 01-68 BLDR ENGR ACCOUNT # GRP - Visalia 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME (LIVE) - PETER KONYN (WIND) (CODE/YEAR) (SLOPE) (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM --------------------------------------------------- -FRAME # 1 DESCRIPTION EWDS 80'-0" ------------------ --------------------------------------------------- 20'-3 3/8" 20 PSF 80 MPH 97__--_5_000-TO-12 -- ROOF BEAM 5 - 7 AXIAL -ALLOW STRESSES- SHEAR ALLOW --- STRESS RATIOS--COMBCONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB AXIAL O.FL BENDG I.FL BENDG STRESS RATIO COMB. M V NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) 1* 12.00 3.88 16.92 16.92 0.90 •-60.80 33.00 33.00 31.94 1.86 13.04 0.97 1.00 17.28 1.28 0.01 0.01 0.11 0.06 0.11 0.06 0.12 0.07 1� 1 1 1 2 12:00 3.88 16.67 16.67 0.90 -31.94 33.00 33.00 31.94 1.86 1.71 13.04 0.97 17.38 0.97 1.00 1.00 1.63 0.03 0.06 0.06 0.10 12 12 3 12.00 3.88 16.67' 16.67 -5.46 43.61 43.99 43.99 42.57 42.57 43.99 43.99 2.30 17.38 0.97 1.00 1.38 0.03 0.15 0.15 0.18 12.12 4 12.00 3.88 16.92 16.67 -5.50 109.46 127.11. 43.99 43.99 2.30 17.38 0.97 1.00 1.07 0.03 0.18 0.17 0.20 12 12 5* 12.00 3.88 16.92 16.92 -5.50 _42.57 ROOF BEAM 8 - 7 AXIAL. -ALLOW STRESSES- SHEAR ALLOW -=-STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS . QA. CB AXIAL BENDG BENDG RATIOS M MV NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) 1* 12.00 3.88 16.92 16.92 0.90 -60.79 33.00 33.00 31.94 1.86 13.04 0.97 1.00 1.28 0.01 0.01 0.11 0.06 0.11 0.06 0.12 0.07 1 1 1 1 2 12.00 3.88 16.67 16.67 0.90 -31.94 33.00 33.00 31.94 1.86 13.04 0.97 0.97 1.00 1.00 1.28 1.63 0.03 0.06 0.06 0.10 12 12 3 12.00 3.88 16•.67 16.67 -5.46 43.61 43.99 42.57 42.57 43.99 43.99 1.71 2.30 17.38 17.38 0.97 1.00 1.38 0.03 0.15 0.15 0.18 12 12 4 12.00 3.88 16.92 16.67 -5.50 109.46 43.99 43.99 42.57 43.99 2.30 17.38 0.97 1.00 1.07 0.03 0.18 0.17 0.20 12 12 5* 12.00 3.88 16.92 16.92 -5.50 127.11 F R A M_E D E S I G N - C O N T R O L L I N G S T R E S S CARDS DATE: 12/17/01 PAGE:F 21 TIME: 04:45 PM ---------------------------------------------------------------------------------------------------------------------- ORDER # 079270 BUILDER NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # Visalia 20-04-007-90. BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN ENGR GRP - (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ------------------------------------------------------------------------------------------- # 1 DESCRIPTION EWDS 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 COLUMN 9 - 8 Rotated 90 degrees AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB V NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M 1* 12.00 4.61 20.22 20.22 4.52 0.00 33.00 30.24 33.00 2.01 27.60 0.92 0.80 1.75 0.03 0.00 0.00 0.03 1 12 2 12.00 4.61 20.22 20.22 -1.11 108.78 43.99 40.31 43.99 2.01 27.60 0.92 1.00 1.75 0.01 0.13 0.12 0.13 12 12 3 12.00 4.61 20.22 20.22 -1.18 217.57 43.99 40.31 43.99 0.66 27.60 0.92 1.00 1.75 0.01 0.27 0.24 0.27 12 12 4 12.00 4.61 20.22 20.22 -1.23 243.24 43.99 40.31 43.99 0.66 27.60 0.92 1.00 1.10 0.01 0.30 0.27 0.30 12 12 5 12.00 4.61 20.22 20.22 -1.28 268.91 43.99 40.31 43.99 -0.52 27.60 0.92 1.00 1.08 0.01 0.33 0.30 0.33 12 12 6 12.00 4.61 20.22 20.22 -1.33 246.94 43.99 40.3143.99 -0.52 27.60 0.92 1.00 1.08 0.01 0.30 0.28 0.30 12 12 7 12.00 4.61 20.22 20'.22 -1.39 224.98 43.99 40.31 43.99 -1.57 27.60 0.92 1.00 1.08 0.01 0.28 0.25 0.28 12 12 8 12.00 4.61 20.22 20.22 -1.47 130.60 43.99 40.31 43.99 -2.52 27.60 0.92 1.00 1.24 0.01 0.16 0.15 0.16 12 12 9* 12.00 4.61 20.22 20.22 4.08 0.00 20.34 30.24 33.00 -2.52 27.60 0.92 1.00 1.75 0.04 0.00 0.00 0.04 1 12 ROOF BEAM 10 - 8 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB M V NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO 1* 12.00 3.88 16.92 16.92 0.32 134.18 43.99 42.57 43.99 1.97 13.04 0.97 1.00 1.21 0.00 0.19 0.18 0.19 14 1 2 12.00 3.88 16.67 16.67 -0.24 -83.32 43.99 43.99 36.23 1.97 13.04 0.97 1.00 1.89 0.00 0.12 0.14 0.14 15 1 3 12.00 3.88 16.92 16.67 -4.67 -74.00 43.99 43.99 24.91 -1.03 17.38 0.97 1.00 1.00 0.03 0.11 0.18 0.18, 12 12 4 12.00 3.88 16.67 16.67 -4.76 -71.49 43.99 43.99 24.91 -1.80 13.04 0.97 1.00 1.00 0.03 0.11 0.17 0.17 12 1 5* 12.00 3.88 16.92 16.92 -0.64 -65.45 33.00 33.00 31.94 -1.84 13.04 0.97 1.00 2.06 0.01 0.12 0.12 0.12 1 1 F R A M E D E S I G N - C O N T R O L L I N G S T R E S S CADDS DATE: 12/17/01 PAGE:F 22 TIME: 04:45 PM ------ ------------------------------------------------------- # 079270 BUILDER -------------------- - NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 GRP - V iBalia ORDER BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME (LIVE) - PETER KONYN (WIND)---(CODE/YEAR)------(SLOPE)"---------------- ,ENGR (TYPE) (WIDTH) (HEIGHT) 20'-3 3/8 �� 20 PSF 80 MPH UBC 97 5.000 TO 12 DESIGN ------------------------------------------------------- SYSTEM FRAME # 1 DESCRIPTION EWDS 80'-0" ---------------- COLUMN 11 - 10 Rotated 90 degrees--- STRESSES- SHEAR ALLOW STRESS RATIOS --COMB CONT AXIAL. MOMENT -ALLOW FA FBO FBI FORCE SHEAR QS QA CB STRESS M MV PT. DEPTH AREA SOX SIX FORCE (IN -KIP) (KSI) (KSI)• (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO NO. (IN) (IN2) (IN3) (IN3) (KIPS) 20.22 20..22 7.99 0.00 43.70 46.27 50.49 1.43 27.60 0.92 1.00 1.75 0.04 0.02 0.00 0.09 0.00 0.09 0.04 0.11 7 12 12 12 1* 2 12.00 12.00 4.61 4.61 20.22 20.22 -4.84 77.22 43.99 40.31 43.99 1.43 27.60 27.60 0.92 0.92 1.00 1.00.1.75 1.75 0.02 0.19 0.17 0.20 12 12 3 12.00 4.61 20.22 20.22 -4.91 154.45 43.99 40.31 43.99 43.99 0.07 0.07 27.60 0.92 1.00 1.02 0.02 0.19 0.18" 0.20 12.12 4 12.00 4.61 20.22 20.22 -4.96 157.32 43.99 43.99 40.31 40.31 43.99 -1.11 27.60 0.92 1.00 1.36 0.02 0.20 0.18 0.20 12 12 5 12.00 4.61 20.22 20.22 -5.01 160.20 43.99 40.31 43.99 -1.11 27.60 0.92 1.00 1.36 0.02 0.14 0.13 '0.15 12 12 6 12.00 4.61 20.22 20.22 -5.07 113.69 43.99 40.31 43.99 -2.08 27.60 0.92 1.00 1.36 0.03 0.08 0.08 0.10 12 12 7 12.00 4.61 20.22 20.22 -5.12 67.18 0.00 33.48 46.27 50.49 -2.08 27.60 0.92 1.00 1.75 0.05 0.00 0.00 0.05 7 12 8* 12.00 4:61 20.22 20.22 7.64 ROOF BEAM 12 - 10 STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT AXIAL -ALLOW FA FBO FBI FORCE SHEAR QS QA CB COMB PT. DEPTH AREA SOX SIX FORCE MOMENT (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG-BENDG RATIOS NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) 31.80 31.80 3.00 -530.23 43.99 43.99 39.77 2.91 10.07 0.93 1.00 1.11 0.02 0.38 0.41 0.42 0.47 0.43 0.49 14 14.14 14 1* 2 20.00 16.72 4.84 4.45 24.97 24.97 3.00 -415.76 43.99 43.99 35.35 3.27 12.17 17.37 0.94 0.97-1.00 1.00 1.83 1.83 0.02 0.02 0.31 0.38 0.40 14 14 3* -12.01 3.88 16.93 16.93 2.92 -230.17 43.99 43:99 43.99 35.35 35.35 3.21 3.34 17.38 0.97 1.00 1.83 0.02 0.31 0.38 0.40 14 14 4* 12.00 3.88 16.92 16.92 •2.77 -229.74 43.99 43.99 43.99 35.35 3.78 17.38 0.97 1.00 1.83 0.02 0.31 0.35 0.37 14 14 5 12.00 3.88 16.92 16.67 2.77 -208.15 43.99 42.57 43.99 4.13 17.38 0.97 1.00 2.30 0.01 0.05 0.05 0.06 12 14 6 12.00 3.88 16.67 16.67 -2.52 32.52 137.82 43.99 42.57 43.99 4.13 17.38 0.97 1.00 1.53 0.02 0."19 0.19 0.21 14 14 7* 12.00 3.88 16.92 16.92 2.64 F R A M E D E S I G N - C O N T R O L L I N G S T R E S S DATE: 12/17/01 CADDS TIME: 04:45 PM PAGE:F 23 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 079270 BUILDER - NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 ----------------------------------------------------------------------------------------------------------------------------------- COLUMN 13 - 12 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.25 5.88 28.39 28.39 5.77 0.00 47.69 27.06 50.49 3.48 17.74 1.00 1.00 1.75 0.02 0.00 0.00 0.02 6 15 2 12.25 5.88 28.39 28.39 -3.06 157.78 43.99 23.58 43.99 2.92 17.74 1.00 1.00 1.75 0.01 0.34 0.23 0.34 15 15 3 12.25 5.88 28.39 28.39 -3.15 315.55 43.99 23.58 43.99 2.92 17.74 1.00 1.00 1.75 0.01 0.68 0.46 0.68 15 15 4 12.25 5.88 28.39 28.39 -3.21 392.02 43.99 23.58 43.99 -2.16 17.74 1.00 1.00 1.75 0.01 0.75 0.48 0.75 15 14 5 12.25 5.88 28.39 28.39 -3.28 468.49 43.99 23.58 43.99 -2.16 17.74 1.00 1.00 1.75 0.01 0.82 0.50 0.82 15 14 6* 12.25 5.88 28.39 28.39 3.82 -522.71 43.99 43.99 23.58 -1.74 17.74 1.00 1.00 1.75 0.01 0.43 0.79 0.81 14 14 MINOR AXIS FORCES COLUMN 13 - 12 --------TOTAL SECTION--------- OUTER FLANGE INNER FLANGE PT. SHEAR Sy MOMENT FBY SYOF' MOMENT SYIF MOMENT NO. (KIPS) (IN3) (IN -KIP)' (KSI) (IN3) (IN -KIP) (IN3) (IN -KIP) 1* 0.00 4.50 0.00 43.99 2.25 0.00 2.25 0.00 2 0.38 4.50 20.62 43.99 2.25 0.00 2.25 0.00 3 -0.22 4.50 41.24 43.99 2.25 0.00 2.25 0.00 4 -0.22 4.50 32.55 43.99 2.25 0.00 2.25 0.00 5 -0.65 4.50 23.87 43.99 2.25 0.00 2.25 0.00 6* 0.41 4.50 -1.86 43.99 2.25 0.00 2.25 0.00 Mme$ r F.R A M E D E S I G N - W E L D S U M M A R Y CADDS DATE: 12/17/01 PAGE:F 24 TIME: 04:45 PM --------------- --- ORDER # 079270 ---------------"--------------------------------------------------------------------- BUILDER NORTH VALLEY READY BUIL BLDR ORDER #01-68 BLDR ACCOUNT # ENGR GRP -.Visalia 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER (LIVE) (WIND) KONYN (CODE/YEAR) '(SLOPE) (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 80'-0" 20'-3 3/8" 20.PSF 80 MPH -UBC- 97-----5.000 TO 12 PART WEB WEB FLG-TO-WEB FILLET ALLOW CONTROLLING NO. SECT THK STRESS SIZE SHEAR MEMB ANAL LOAD (IN) (KIPS/IN) (KIPS/IN) NO. PT COND OV3'4830 1 0.120 0.201 1/8 2.620 12 1 15 OV34832 1' 0.120 0.177 1/8 2.620 2 3 15 OV34834 1 0.120 0.224 •1/8 2.620 11 7 14 OV34836 1 0.140 0.114 1/8 2.620 3 7 12 OV34838 1 0.140 0.137 1/8 2.620 5 8 12 THE FLANGE-TO-WEB'SHEAR VALUES SHOWN HAVE BEEN ADJUSTED FOR WIND LOAD TO SHOW THE EQUIVALENT LIVE LOAD r F R A M E D E S I G N - R E A C T I O N S CADDS DATE: 12/17/01 PAGE:F 25 TIME: 04:45 PM ------------- ---------------------------------------------------------------- ------------------------------------- ORDER # 079270 BUILDER NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN ENGR GRP - Visalia BLDR CONTACT = ANDY WOOD ' (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND)---(CODE/YEAR)------(SLOPE)---- DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 80'-0" " 20'-3 3/8 20 PSF 80 MPH UBC 97 5.000 TO 12 ------------ ----------------------------------------------------- POSITIVE REACTION DIRECTION R Horizontal Force to Right V 2-------3-------5---7---6------10------12 H KIPS j V KIPS Vertical Force Up Z KIPS Horizontal Out of Plane +---H 1 4 6 9 11 13 Z / No. Loading Combination 1H 1V 1Z 2Z 3Z 4V _ 4Z 5Z 6V 6Z 8Z 9V 9Z 1 DL + CLL + LL 0.11 2.45 0.00 0.00 0.00 4.65 0.00 0.00 4.52 0.00 0.00 4.52 0.00' 2 DL + WLL -1.97 -1.47 0.00 0.00 0.00 -0.40 0.00 0.00 -0.81 0.00 0.00 0.43 0.00 3 DL + WLR 1.54 1.04 0.00 0'.00 0.00 -2.74 0.00 0.00 0.43 0.00 0.00 -0.81• 0.00 4 D+CLL+EQL/1.4 -0.49 0.04 0.00 0.00 0.00 2.80 0.00 0.00 1.57 0.00 0.00 1.98 0.00 5 D+CLL+EQR/1.4 0.57 1.97 0.00 0.00 0.00 0.62 0.00 0.00 1.98 0.00 0.00 1.57 0.00 6 PD+PC+0:70PL+2.80EQL not applicable 7PD+PC+0.70PL+2.80EQR not applicable - 8.0.85P(DL+CL)+2.80EQL not applicable - 9.0.85P(DL+CL)+2.80EQR not applicable 10 DL+CL+2.80EQL not applicable 11 DL+CL+2.80EQR not applicable 12 DL + EWP 0.85 -2.39 0.82 0.92 2.45 -4. -1.04 2.80 3.03 -1.04 2.80 -77 2.22 3.03- 13 DL + EWS 0.85 -2.39 -0.82 -0.92 -2.45 -4.77 -2.22 -3.03 -1.04 =2.80 -3.03 -1.04 -2.80 14 dl+ip -3.48 -2.97 0.73 0.83 2.18 6.40 1.98 2.70 0.82 2.50 2.70 0.67 2.50 15 dl+ie 3.11 4.13 -0.46' -0.52 -1.36 -5.60 -1.23 -1.68 0.67 -1.55 -1.68 0.82 -1.55 No. Loading Combination 10Z 11V 11Z 12Z 13H 13V 13Z Sum H Sum V Sum Z 1 DL + CLL + LL 0.00 4.65 0.00 0.00 -0.11 2.45 0.00 0.00 23.22 0.00 2 DL + WLL 0.00 -2.74 0.00 0.00 -1.54 1.04 0.00 -3.50 -3.94 0.00 3 DL + WLR 0.00 -0.40 0.00 0.00 1.97 -1.47 0.00 3.50 -3.94 0.00 4 D+CLL+EQR/1.4 5 D+CLL+EQR/1.4 0.00 2.80 0.00 0.00 0.49 0.04 0.00 1.06 8.98 0.00 ' 6 PD+PC+0.70PL+2.80EQL not applicable 7 PD+PC+0.70PL+2.BOEQR not applicable 8 0.85P(DL+CL)+2.80EQL not applicable 9 0.85P(DL+CL)+2.80EQR not applicable 10 DL+CL+2.80EQL not applicable 11 DL+CL+2.80EQR not applicable 12 DL + EWP 2.45 -4.77 2.22 0.92 -0.85 -2.39 0.82 0.00 -16.38 24.48 13 DL + EWS -2.45 -4.77 -2.22 -0.92 -0.85 -2.39 -0.82 0.00 -16.38 -24.48 14 dl+ip 2.18 -5.60 1.98 -0.52 -3.11 4.13 -0.46 -6.59 3.46 19.30 15 dl+is -1.36 6.40 -1.23 0.83 3.48 -2.97 0.73 6.59 3.46 -11.06 11 F R A M E D E S I G N - R E A C T I O N S CADDS DATE: 12/17/01 PAGE:F 26 TIME: 04:45 PM--------------------- ------------ -------------- ------------'----- ------------------------------------ ORDER # 079270 BUILDER - NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT ENGR GRP # 20-04-007-90 - Visalia BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - (HEIGHT) (LIVE) PETER KONYN (WIND) # 1 (TYPE) DESCRIPTION EWDS (WIDTH) 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 ----- DESIGN SYSTEM FRAME --(CODE/YEAR)------(SLOPE)----------- -------------------------------------------------------- POSITIVE REACTION DIRECTION H KIPS Horizontal Force to Right V 2-------3-------5---7---8------10------12 R V KIPS Vertical Force Up I I I I Z KIPS. Horizontal Out of Plane +---H 11 13 Z 1H 1V 1Z 2Z 3Z 4V 4Z 5Z 6V 6Z 8Z 9V 9Z ID Load Case DL DEAD LOAD 0.02 0.70 0.00 0.00 0.00 1.08 0.00 0.00 1.19 0.59 0.00 0.00 0.00 0.00 1.19 0.59 0.00 0.00 CLL COLLATERAL LOAD 0.02 0.31 0.00 0.00 0.00 0.00 0.63 2.94 0.00 0.00 0.00 0.00 2.74 0.00 0.00 2.74 0.00 LL LIVE LOAD 0.08 1.44 0.00 0.00 0.00 0.00 -1.49 0.00 0.00 -1.99 0.00 0.00 -0.76 0.00 WLL WIND LOAD LEFT -1.99 -2.16 0.00 0.00 0.00 -3.83 0.00 0.00 -0.76 0.00 0.00 -1.99 0.00 WLR WIND LOAD RIGHT 1.52 0.35 0.00 0.83 2.18 5.32 1.98 2.70 -0.36 2.50 2.70 -0.52 2.50 IP WIND INT PRESSURE -3.50 -3.66 0.73 -0.52 -1.36 -6.68 -1.23 -1.68 -0.52 -1.55 -1.68 -0.36 -1.55 IS WIND INT SUCTION 3.09 3.43 -0.46 0.00 0.00 0.00 1.51 0.00 0.00 -0.28 0.00 0.00 0.28 0.00 EQ SEISMIC LOAD -0.74 -1.34 0.00 0.00 0.00 3.05 0.00 0.00 2.54 0.00 0.00 0.20 0.00 SLL MIN SNOW LOAD LEFT 0.04 1.36 0.00 0.00 0.00 -0.11 0.00 0.00 0.20 0.00 0.00 2.54 0.00 SLR MIN SNOW LOAD RIGHT 0.04 0.08 0.82 0.92 2.45- -5.85 2.22 3.03 -2.22 2.80 3.03 -2.22 2.80 EWP EW WIND PRESSURE 0.83 -3.08 -0.92 -2.45 -5.85- --.2.22 -3.03 -2.22 -2.80 -3.03 -2.22 -2.80 EWP EW WIND SUCTION 0.83 -3.08 -0.82 ID Load Case 10Z 11V 11Z 12Z 13H 13V 13Z Sum H Sum V Sum Z 0.00 1.08 0.00 0.00 -0.02 0.70 0.00 0.00 5.94 0.00 DL CLL DEAD LOAD COLLATERAL LOAD 0.00 0.63 0.00 0.00 -0.02 0.31 0.00 0.00 0.00 0.00 3.04 14.24 0.00 0.00 LL LIVE LOAD 0.00 2.94 0.00 0.00 0.00 -0.08 -1.52 1.44 0.00 -3.50 -9.88 0.00 WLL WIND LOAD LEFT 0.00 -3.83 0.00 0.00 0.00 1.99 .0.35 -2.16 0.00 3.50 -9.88 0.00 WLR WIND LOAD RIGHT 0.00 -1.49 1.98 -0.52 -3.09 3.43 -0.46 -6.59 -2.48 19.30 IP WIND INT PRESSURE 2.18 -6.68 5.32 -1.23 0.83 3.50 -3.66 0.73 6.59 -2.48 -11.06 IS WIND INT SUCTION -1.36 0.00 -1.51 0.00 0.00 -0.74 1.34 0.00 -1.47 0.00 0.00 EQ SLL SEISMIC LOAD MIN SNOW LOAD LEFT 0.00 -0.11 0.00 0.00 -0.04 0.08 0.00 0.00 7.12 7.12 0.00 0.00 SLR MIN SNOW LOAD RIGHT 0.00 3.05 0.00 0.00 -0.04 -0.83 1.36 -3.08 0.00 0.82 0.00 0.00 -22.32 24.48 EWP EW WIND PRESSURE 2.45 -5.85 2.22 -2.22 1 0.92 -0.92 -0.83 -3.08 -0.82 0.00 -22.32 -24.48 EWS EW WIND SUCTION -2.45 -5.8.5 11 F I N A L F R A M E DESIGN - S T R E S S S U M M A R Y DDS DATE: 12/17/01 CA TIME: 04:45 PM PAGE:F 27 ----------------------------------=------------------------------------------------------------------------- ----------- ORDER # 079270 BUILDER NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT -.ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME PETER KONYN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS , 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 ------------------------------------------------------------------------------------------------------------------------ MEMBER NO. 1 JOINT 1 - 2 ----------------------------=----- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 18.18 55. 5 4.50 FT- 12.25 IN 12.25 IN 6.000 X .375 •.120 6.000 X .375 0.820 14 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. -(KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO. COND 1 -3.28 468.49 -0.56 16.50 16.50 43.99 23.58 43.99 3.48 17.74 0.196 14 MEMBER NO. 2 JOINT 2 - 3 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 8.43 55. 2 4.35 FT 20.00 IN 12.00 IN 5.000 X• .250 .120 5.000 X .250 0.487 15 2 7.57 55. 3 4.87 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.401 15 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES --- --------------SHEAR-------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 3.00 -415.76 0.67 -17.89 -16.65 43.99 43.99 35.35 2.91 10.07 0.289 15 2 2.77 -229.74 0.71 -13.58 -13.58 43.99 43.99 35.35 4.13 17.38 0.238 15 MEMBER NO. 3 JOINT 4 - 3 Rotated 90 degrees ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 24.86 55. 7 4.50 FT 12.00 IN 12.00 IN 6.000 X .250 .140 6.000 X .250 0.209 14 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 6.21 142.81 1.35 7.06 7.06 43.99 40.31 43.99 -2.08 27.60 0.076 12 FINAL F R A M E DESIGN - S T R E S S S U M MA R Y CADDS DATE: 12/17/01 PAGE:F 28 TIME: 04:45 PM ------=-----------------------------------------------------------------------------------------# ---- BLDR ACCOUNT # 20-04-007-90 ORDER # 079270 BUILDER NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 80'-0" 20'-3 3/8" 20 PSF 80 MPH -----UBC 97 ----- 5_000 -TO -12 -------------- --------------------- ------------------------------ ----------------- MEMBER NO. 4 JOINT 3 - 5 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 16.00 55. 4 4.87 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.188 15 CONTROLLING ACTIONS --AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- --------------SHEAR---- ------ IAL FBI FORCE. LOAD SEC. FRCE (KOIPS) (INMKIP) ENT A(XKSI) (KSOI) (KSI) (KSI) (KSOI) (KSI) (KIPS) ALLOWSTRESS RATIOS COND 1 0.32 134.18 0.08 7.93 7.93 43.99 42.57 43.99 1.97 13.04 0.151 1 MEMBER NO. 5 JOINT 6 - 5 Rotated 90 degrees --------------------------------- - SECT.- LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 31.53 55: 8 5.00 FT 12.00 IN 12.00 IN 6.000 X .250 .140 6.000 X 250 0.330 12 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES- ---ALLOWABLE STRESSES--- -------------.-SHEAR -S--ES-------- LOAD FBI FORCE LLOW SNOT (KIPS) (INMKIP) (KSI) (KSENT AXIAL OI) (KSI) (KSI) (KSFBI FA OI) (KSI) (KIPS) A(KIPS) RATIOS COND 1 -1.28 268.91 -0.28 13.30 13.30 43.99 40.31 43.99 -2.52 27.60 0.091 12 MEMBER NO. 6 JOINT 5 - 7 ----------------=----------------- SECT. LENGTH YIELD NO. ' MAX SEG DEPTH AT DEPTH AT WEB NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. 1 8.00 55. 4 2.97 FT 12.00 IN 12.00 IN 5.000 X .250 .120 CONTROLLING ACTIONS --AXIAL--- --MAXIMUM STRESSES--- ---ALLOWABLE STRESSES --- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) 1 -5.50 127.11 -1.42 7.51 7.51 43.99 42.57 43.99 COMB. STRESS LOAD INNER FL. RATIO COND 5.000 X .250 0.203 12 --------------SHEAR-------------- FORCE ALLOW STRESS LOAD (KIPS) (KIPS) RATIO COND 1.86 13.04 0.143 1 F I N A L F RYA M E D E S I G N S T R E S S SUMMARY DATE: 12/17/01 CADDS PAGE:F 29 TIME: 04:45 PM ----- - ------ ORDER # 079270 ------- - BUILDER NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN ENGR GRP .- Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 ------------------------------- DESCRIPTION EWDS 801-011 7 --------------------------------------------------------------------------------------------------- 201-3 3/811 20 PSF 80 MPH UBC 97 5.000 TO 12, MEMBER NO.. 7 JOINT 8 - 7 ---------------------------------- SECT.' LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 8.00 - 55. 4 2.97 FT 12.00 IN 12.00 IN 5.000 . X .250 .120 5.000 X .250 0.203 12 CONTROLLING ACTIONS - ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------SHEAR-------------- --------------SHEAR-------------- SECT. FORCE SECT. MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD' NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO I- COND 1 -5.50 127.11 -1.42 7.51 7.51 43.99 42.57 43.99 1.86 13.04 0.143, 1 MEMBER NO. 8 JOINT 9 - 8 Rotated 90 degrees ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. 'STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 31,53 55. 8 5.00 FT 12.00 IN -12.00 IN 6.000 X .250 .140 6.000 X .250 0.330 12 CONTROLLING ACTIONS ---AXIAL--- :--MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 .' -1.28 268.91 -0.28 13.30 13.30 43.*99 40.31' 43.99 -2.52 27.60 0.091 12 MEMBER NO. 9 JOINT 10 - 8 ---------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 16.00 55. 4 4.87 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.188 14 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- --------------SHEAR------i------- -------------SHEAR------I------- SECT. FORCE SECT. MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 0.32 134.18 0.08 7.93 7.93 43.99 42.57 43.99 1.97 13.04 0.151 . �.-. .!' .. .. .a M .-.-v... w.en � w.n: }- •- n •-T •. wrwwnr. f�.r+r r.M n` �.n..Mn.�n s�uw^.y.lir: r,•..M�.I,MI•t.r.4 M:1f r.�ryN+rM FINAL FRAME DESIGN - S T R E S S S U M M A R Y CADDS DATE: 12/17/01 PAGE:F 30 TIME: 04:45 PM ORDER # 079270 BUILDER Visasalia NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 04-OU7=90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROD NAME - PETER KONYN ENGR GRP - (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 ------------------------------------------------------------------- MEMBER NO. 10 JOINT it - 10 Rotated 90 degrees ---------------------------- ------ AD SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LO NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 24.86 55. 7 4.50 FT 12.00 IN 12:00 IN 6.000 X .250 .140 6.000 X .250 0.205 12 CONTROLLING ACTIONS ---MAXIMUM STRESSES--- =--ALLOWABLE STRESSES--- --------------SHEAR-------------- ---AXIAL--- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -.KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COD 1 -5.01 160.20 -1.09 7.92 7.92 43.99 40.31 43.99 -2.08 27.60 0.076 12 MEMBER NO. 11 JOINT 12 - 10 ---------------------- ------------ SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LO AD NO. (FT) STRESS. SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 8.43 55. 2 4.35 FT 20.00 IN •12.00 IN 5.000 X .250 .120 5.000 X .250 0.487 14 2 7.57 55. 3 4.87 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.401 14 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- --------------SHEAR-------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 3.00 -415.76 0.67 -17.89 -16:65 43.99 43.99 35.35 2.91 10.07 0.289 14 2 2,77 -229.74 0.71 -13.58 -13.58 43.99 43.99 35.35 4.13 17.38 0.238 14 MEMBER NO. 12 JOINT 13 - 12 ---------------------------- ------ SECT. LENGTH. YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 18.18 55. 5 4.50 FT 12.25 IN 12.25 IN 6.000 X .375 .120 6.000 X .375 0.820 15 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- --------------SHEAR-------------- FA FBI FORCE LOAD FBI LLOW SEC. FORCE MOMENT AXIAL NOT (KIPS) (IN -KIP) (KSI) (KSOI) (KSI) (KSI,) (KSI)FBO (KSI) (KIPS) A(KIPS) RATIOS COND 1 -3.28 468.49 -0.56 16.50 16.50 43.99 23.58 43.99 3.48 17.74 0.196 15 FRAME D E S I G N - J 0.I N T D E F L E C T I O N S CARDS DATE: 12/17/01 PAGE:F 31 TIME: 04:45 PM ------------------------------ ORDER # 079270 BUILDER ---------------------------------------------------------------------------------------- NORTH VALLEY READY BUIL ;BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 Visalia BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN ENGR GRP - • (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ---------------------------------------------------------------------------------------------- SYSTEM FRAME-# 1 DESCRIPTION EWDS 80'-01, 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 POSITIVE DEFLECTION DIRECTION R H INCHES Horiz. Deflection to Right V 2-------3-------5---7---8------10------12 V INCHES Vertical Deflection Up I i _ +---H I I I / 11 13 z No. Loading Combination Cd 2H 2V 3H 3V 5H 5V 7H 7V 8H 8V 10H 10V 12H 1 DL + CLL + LL N -.0.012 -0.003 -0.009 -0.01,0 -0.008 -0.012 0.000 -0.033 0.008 -0.012 0.009" -0.010 0.012 2 DL + WLL N 1.179 0.002 1.180 0.001 1.182 0.003 1.198 -0.032 1.212 -0.001 1.218 0.007 1.214 3 DL + WLR N -1.214• -0.001 -1.218 0.007 -1.212 -0.001 -1.198 -0.032, -1.182 0.003 -1.180 0.001 -1.179 4 D+CLL+EQL/1.4 N 0.689 0.000 0.693 -0.006 0.692 -0.004 0.695 -0.012 0.698 -0.005 0.699 -0.001 0.697 5 D+CLL+EQR/1.4 N -0.697 -0.002 -0.699 -0.001 -0.698 -0.005 -0.695 -0.012 -0.692 -0.004 -0.693 ,-0.006 -0.689 12 DL + EWP N -0.067 0.003 -0.066 0.011 -0.054 0.004 0.000 -0.112 0.054 0.004 0.066 0.011 0.067 13 DL + EWS N -0.067 •0.003 -0.066 0.011 -0.054_ 0.004 0.000 -0.112 0.054 0.004 0.066 0.011. 0.067 14 dl+ip N 3.259 0.004 3.272 -0.014 3.267 -0.002 3.270 -0.008 3.273 -0.001. 3.278 0.013 3.265 15 dl+is N -3.265 -0.005 -3.278 0.013 -3.273 -0.001 -3.270 -0.008 -3.267 -0.002 -3.272 -0.014 -3.259 No. Loading Combination Cd 12V 1 DL + CLL + LL N -0.003 2 DL + WLL N -0.001 3 DL + WLR N 0.002 4 D+CLL+EQL/1.4 N -0.002 5 D+CLL+EQR/1.4 N 0.000 12 DL + EWP N 0.003 13 DL + EWS N 0.003 14 dl+ip N -0.005 15 dl+is N 0.004 . � r._.- � .." .n ♦ ..+�q.•Ifw.n... r, Y•.r`•`M M+Iwm...,....4......r.,-YYr.d.• ate.. .-rw. � r.. . .. . F R AM E D E S I G N - M E M B E R D E F L E C T I O N S DATE: 12/17/01 . CADDS TIME: 04:45 PM PAGE:F 32 ----------------------------------------------------------------------------------------------------------------------------------- ORDER*079270 BUILDER - NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO.12 ----------------------------------------------------------------------------------------------------------------- POSITIVE DEFLECTION DIRECTION H INCHES Horizontal to the Right V INCHES Vertical Up MAXIMUM MEMBER DEFLECTIONS MEMBER 4V PT DEFL MEMBER 1H No. Loading Combination PT DEFL 1 DL" +. CLL + LL 4 -0.024 2 DL + WLL 7 1.179 3 DL + WLR 7 -1.214 4 D+CLL+EQL/1.4 7 0.689 5 D+CLL+EQR/1.4 7 -0.697 12 DL + EWP 7 -0.067 13 DL + EWS 7 -0.067 14 dl+ip 7 • 3.259 15 dl+is 7 -3.265 MAXIMUM MEMBER DEFLECTIONS MEMBER 9V No. Loading Combination PT DEFL 1 DL + CLL + LL 3 -0.045 2 DL + WLL 4 0.009 3 DL + WLR 3 0.053 4 D+CLL+EQL/1.4 3 -0.027 5 D+CLL+EQR/1.4 0 -0.006 12 DL + EWP 3 0.092 13 DL + EWS 3 0.092 14 dl+ip 3 .-0.043 15 dl+is 3 0.043 MEMBER 2V PT DEFL 3 -0.032 3 -0.055 3 0.080 3 -0.058 3 0.037 3 0.015 3 0.015 3 -0.220 3 0.223 MEMBER 10H PT DEFL 9 0.009 9 1.218 9 -1.180 9 0.699 9 -0.693 4 -0.392 4 0.456 9 3.278 9 -3.272 R +---2---+---4---+-6-+-7-+---9---+--11---+ 1 3 5 8 10 12 MEMBER 3H MEMBER 4V PT DEFL PT DEFL 9 -0.009 3 -0.045 9 1.180 3 0.053 9 -1.218 4 0.009 9 0.693 0 -0.006 9 -0.699 3 -0.027 4 0.392 3 0.092 4 -0.456 3 0.092 9 3.272 3 0.043 9 -3.278 3• -0.043 MEMBER 11V PT DEFL 3 -0.032 3 0.080 3 -0.055 3 0.037 3 -0.058 3 0.015 3 0.015 3 0.223 3. -0.220 MEMBER 12H PT DEFL 4 0.024 7 1.214 7 -1.179 7 0.697 7 -0.689 7 0.067 7 0.067 7 3.265 7 -3.259 MEMBER 5H PT DEFL 10 -0.00.8 10 1.182 10 -1.212 10 0.692 10 -0.698 5 1.091 5 -1.143 10 3.267 10 -3.273 MEMBER 6V PT DEFL 5' -0.033 5 -0.032 .6 -0.032 4 -0.012 6 -0.012 6 -0.112 6 -0.112 3 -0.012 6 -0.008 MEMBER 7V PT DEFL 5 -0.033 6 -0.032 5 -0.032 6 -0.012 4 -0.012 6 -0.112 6 -0.112 6 =0.008 3 -0.012 MEMBER 8H PT. DEFL 10 0:008 10 1.212 10 -1.182 10 0.698 10 -0.692 5 -1.091 5 1.143 10 3.273 10 -3.267 •�a F I N A L F- R A M E DESIGN - F RAM E LAYOUT CADDS DATE: 12/17/01 TIME: 04:45 PM------------------- ------------------------------=----- -----------=---------------------------------------------------------------- ORDER # 079270 BUILDER .= NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 ENGR GRP - Visalia BLDR CONTACT - ANDY WOOD BLDR PHONE # 530 -345-7296 PROJ NAME - (LIVE) PETER (WIND) KONYN (CODE/YEAR) (SLOPE) (TYPE) (WIDTH) (HEIGHT) 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO , DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 80'-0" ------------------ -------------------------------------------------------- -12 ----------------------------------------------------- RIGHT SIDE LEFT SIDE SLOPE (P/12.) - - 5.000 y, SLOPE (P12.) = 5.000 DIST. TO RIDGE = 40.000 FT. DIST. TO RIDGE = 40.000 FT. N OFFSET COLUMN = 8.000 IN. COLUMN OFFSET = 8.000 IN. - 8.000 IN. GIRT DEPTH = 8.000 IN: 8.000 IN. (PURLIN UNINSULATED) PURLIN DEPTH - 8.000 IN. PURLIN DEPTH _. SPAN WIDTHS (LEFT TO RIGHT) SPAN 1 = 16.000 FT. SPAN 2 = 16.000 FT. SPAN 3 = 16.000 FT. SPAN 4 = 16.000 FT. SPAN 5 = 16.000 FT. -R- OV34832 OV34834 OV34834 OV34832 0 0 0 0 0 0 V V V V V V 3 3 3 3 3 3 4 4 4 4 4 4 8 - 8 8 8. 8 8 3 3 3 3 3 3 0 6 8 8 6 0 1 2 3 4 5 r . . . v. -•e.+.+.. -.. tiw ..— wr .h.XMM.Nr'S*: ��.�-.i; r.,}.ti R'i\,,.,y,.�.�., rt e. rr.. tr .. .,...n V- .. _ ..-. +r r e .. , nh.IH,� .. ww. ... FINAL FRAME DESIGN CADDS DATE: 12/.17/01 PAGE:F 33 TIME: 04:45 PM ORDER # 079270 BUILDER NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # ENGR GRP - 20-04-007-90 Visalia BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME (LIVE) - PETER KONYN (WIND) (CODE/YEAR) (SLOPE) (TYPE) (WIDTH) (HEIGHT). DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 80'-0" 20'-3 3/81' 20 PSF 80 MPH UBC 97 5.000 TO 12 _ r- .� _rn .�. • f ._.. >, �..*. .141.. ry«.w+r....��-y .....Vin. ♦ zf r.- wn a.O�. Ri:. w+x. vnv.....rw.. h..n itr'r• .. o.ri.1 w.. i. . . ... .r. �.s+/W wY�",i': a... mow' `t. F- R A M E S I G N - G E N E R A L I N F O R M A T I O N DE CARDS DATE: 12/17/01 PAGE:F 34 TIME:•04:45 PM .----- ------------------------------------------------------------------------------------------------------------------- ORDER # 079270 - BUILDER NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 Visalia BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN ENGR GRP •- (WIND) (CODE/YEAR) (SLOPE) (TYPE) (WIDTH) (HEIGHT) (LIVE) DESIGN SYSTEM FRAME # ------------------------------------------------ 2 DESCRIPTION LRF ----------------- 801-011 20'-3 3/811 20 PSF 80 MPH UBC 97 5.000 TO 12 LEFT SIDE RIGHT SIDE SPAN NO. WIDTH MISCELLANEOUS PROPERTIES EAVE HEIGHT = 20.003 FT. 20.003 FT. 1 _ 80.000 FT MODULUS OF ELASTICITY = 29000 KSI FRAME HEIGHT = 19.281 FT. 19.281 FT. CMX = 0.850 COL. CLEAR HT. = 18.003 FT. 18.003 FT. CMX(stepped column/no wind) = 0.950 SLOPE (P/12.) = 5.000 5.000 IN. CMY(pinned in minor axis) = 0.600 SW R -BEAM OFFSET = 0.125 IN. 0.125 CMY(fixed in minor axis) 0.400 DIST. TO RIDGE• = 40.000 FT. 40.000 FT. COLUMN OFFSET = 8.000 IN. 8.000 IN. GIRT DEPTH = 8.000 IN. 8.000 IN. PURLIN DEPTH = 8.000 IN. 8.000 IN. _. (PURLIN UNINSULATED) JOINT DATA ------------------------------ MEMBER DATA ------------------------------ JOINT X-COORD Y-COORD DEGREE -OF -FREEDOM MEMBER MOM. RELEASE K VALUES START END IN PLANE OUT OF PLANE NUMBER FT FT X Y MZ Z MX NUMBER JOINTS 1 1.237 0.000 1 1 0 1 0 1 1- 2 0 0 1.50 1.00 0 1.00 1.00 2 1.992 18.804 0 0 0 1. 0 2 .2 - 3 0 0 0 1.00 1.00 3 40.000 34.684 0 0 0 0 0 3 4- 3 5- 4 0 0- 1.50 1.00 4- 78.008 18.804 0 0 0 1 0 4 5 78.763 0.000 1 1 0 1 0 - ( 0 = FREE 1 = FIXED ) ( 1 = RELEASE 0 = NO RELEASE ) F R A M E D E S I G N - S E C O N D A R Y / B R A C E L O C A T I O N S DATE: 12/17/01 CADDS TIME: 04:45 PM PAGE:F 35 -------------------------------------------------------------------------------------------------------------------.---------------- ORDER # 079270 BUILDER - NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 ----------------------------------------------------------------------------------------------------------------------------------- DIST - Distance to secondary from the end of the member in FEET. BRACE - Minor axis secondary bracing code as follows: ACCUM - Distance to purlin from the low sidewall in FEET. O FL Outside flange only braced ID - B Base, G Girt, P Purlin, E Eave strut, O Other, O -IF Outside and Inside flange braced L Landmark 2000 truss purlin. O -SF Outside braced and inside Single flange brace MAJOR - Major axis brace point indicator. ( YES or NO ) NOTE: BRACE FORCE is the required support force (in kips) perpendicular to the flange COLUMN 1- 2 BRACE COLUMN 5- 4 BRACE ROOFBEAM 2- 3 BRACE ROOFBEAM 4- 3 BRACE DIST ID BRACE MAJOR FORCE DIST ID BRACE MAJOR FORCE DIST ACCUM ID BRACE FORCE DIST ACCUM ID BRACE FORCE 0.00 B O -IF YES 0.00 B O -IF YES 0.00 0.00 E O FL 0.00 0.00 E O FL 18.00 O O -IF YES 18.00 O 'O -IF YES 4.07 4.07 P O -SF 4.07 4.07 P O -SF 20.00 E O FL NO 20.00 E O FL NO 8.94 8.94 P O -SF 8.94 8.94 P O -SF 13.80 13.80 P O FL 13.80 13.80 P O FL 18.67 18.67 P O -SF 18.67 18.67 P O -SF 23.53 23.53 P O FL 23.53 23.53 P O FL 28.40 28.40 P O -SF 28.40 28.40 IP O -SF 33.27 33.27 P O FL 33.27 33.27 P O FL 36.24 36.24 P O -SF 36.24 36.24 P O -SF 39.21 39.21 P O FL 39.21 39.21 P O FL GENERAL In general, forces and coordinates follow the right hand rule. The X axis is horizontal and posi- V tive to the right. The Y axis is vertical and posi- tive upward. The Z axis is normal to the X and Y axis, and is positive out of this plane. Positive +---H moments about the X, Y, and Z axis are counter- / clockwise as viewed looking toward the origin of the Z axis. APPLIED LOADS For load application, vertical and horizontal distances are measured from an origin point at the left structure line and the base of the left exterior column. UNIF - Uniformly distributed loads. These loads can be in X ( horizontal ), Y ( vertical ), or Z ( normal,'out-of-plane ) direction. The magnitude of the load is kips/foot. The distances are the location of the start• and the end of the load, along the axis of the member. TAPR - Tapered distributed. loads. The magnitude in kips/foot of each end of the load is given. Loads can be in the X, Y, or Z direction. Distances are measured along the axis of the member. . CONC - Concentrated load. This load can be a force in the X or Y direction or a moment about the Z axis. The location of the load is measured along the member. The load exists at the neutral axis of the member, or at the outer or inner flange of the member. MCONC - Moment producing concentrated load. This load type is similiar to a concentrated.load except the location of the load is given in global coordinates, and can exist off the •member. ZCONC - Out -of -plane concentrated load. This load can be a moment about the global X or Y axis, or a.force in the Z axis direction. SCRAN - Special ,load for crane loads. This is similiar to the MCONC load except that the moment is in the -minor axis direction of the member and is supported by only one flange. DISTANCE TO SECONDARY MEMBERS AND ANALYSIS POINTS Columns use the vertical distance measured from the base plate of the column. Roofbeams use the horizontal, distance measured from the start of the member. In the case of exterior roofbeams, the start of the member is at the exterior structure line. MEMBER FORCES Positive axial force, the member is in compression. Positive shear force, outward force on the end of the member. Positive moment, compression on the outer flange. FRAME REACTIONS Reactions use the global coordinate system. A positive horizontal (H) force is to the right. A positive vertical (V) force is upwards. A positive in -plane moment (M) is counter- clockwise in the X -Y plane. A positive out -of -plane force (Z) is out of the X -Y plane. A positive out -of -plane moment (MX) is counter clockwise about the X axis ( near side rotating down ). F R A M E D E S I G N - C O N V E N T I O N S DATE: 12/17/01 CADDS TIME: 04:45 PM PAGE:F 36 -------------------------------------------------------------------=--------------------------------------------------------------- ORDER # 079270 BUILDER— NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 2 DESCRIPTION LRF 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 GENERAL In general, forces and coordinates follow the right hand rule. The X axis is horizontal and posi- V tive to the right. The Y axis is vertical and posi- tive upward. The Z axis is normal to the X and Y axis, and is positive out of this plane. Positive +---H moments about the X, Y, and Z axis are counter- / clockwise as viewed looking toward the origin of the Z axis. APPLIED LOADS For load application, vertical and horizontal distances are measured from an origin point at the left structure line and the base of the left exterior column. UNIF - Uniformly distributed loads. These loads can be in X ( horizontal ), Y ( vertical ), or Z ( normal,'out-of-plane ) direction. The magnitude of the load is kips/foot. The distances are the location of the start• and the end of the load, along the axis of the member. TAPR - Tapered distributed. loads. The magnitude in kips/foot of each end of the load is given. Loads can be in the X, Y, or Z direction. Distances are measured along the axis of the member. . CONC - Concentrated load. This load can be a force in the X or Y direction or a moment about the Z axis. The location of the load is measured along the member. The load exists at the neutral axis of the member, or at the outer or inner flange of the member. MCONC - Moment producing concentrated load. This load type is similiar to a concentrated.load except the location of the load is given in global coordinates, and can exist off the •member. ZCONC - Out -of -plane concentrated load. This load can be a moment about the global X or Y axis, or a.force in the Z axis direction. SCRAN - Special ,load for crane loads. This is similiar to the MCONC load except that the moment is in the -minor axis direction of the member and is supported by only one flange. DISTANCE TO SECONDARY MEMBERS AND ANALYSIS POINTS Columns use the vertical distance measured from the base plate of the column. Roofbeams use the horizontal, distance measured from the start of the member. In the case of exterior roofbeams, the start of the member is at the exterior structure line. MEMBER FORCES Positive axial force, the member is in compression. Positive shear force, outward force on the end of the member. Positive moment, compression on the outer flange. FRAME REACTIONS Reactions use the global coordinate system. A positive horizontal (H) force is to the right. A positive vertical (V) force is upwards. A positive in -plane moment (M) is counter- clockwise in the X -Y plane. A positive out -of -plane force (Z) is out of the X -Y plane. A positive out -of -plane moment (MX) is counter clockwise about the X axis ( near side rotating down ). BUILDING USE AND LOCATION STATE = CALIFORNIA F R A M_ E <D E S I G N - L 0 A D S U M M A R Y = 4 (GENERAL USE) DATE: 12/17/01 TERRAIN CAT/WIND EXP = B CA DDS BUILDING CODE UBC - 1997 PAGE:F 37 TIME: 04:45 PM 2.220 PSF + FRAME DL COLLATERAL LOAD (CLL) = 3.000 PSF ------------------------------------=----------------------,-------------------------------------------------------- ORDER # 079270 BUILDER NORTH VALLEY READY BUIL = '20.000 PSF BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME PETER KONYN ENGR GRP - Visalia Thermal Condition (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 80'-0" ------------------------------------------------=--------------------- 20'-3 3/8" 20 PSF ---------------- 80 MPH -------------------------------------- UBC 97 5.000 TO 12 - GENERAL BUILDING INFORMATION COEFF (PSF) LEFT ROOF 60.00% 1.00 12.00 .DESIGN BAY = 25.000 FT. 1.00 12.00 TOTAL BUILDING LENGTH = 100.000 FT. PANELS TYPE DESCRIPTION WEIGHT LEFT SIDEWALL OPEN ROOF BRII 28STL 2.22 PSF (INCLUDING ALLOWANCE FOR SECONDARIES) RIGHT SIDEWALL OPEN BUILDING USE AND LOCATION STATE = CALIFORNIA COUNTY = BUTTE (INLAND) USE CATEGORY = 4 (GENERAL USE) TERRAIN CAT/WIND EXP = B APPLIED LOADINGS BUILDING CODE UBC - 1997 DEAD LOAD (DL ) 2.220 PSF + FRAME DL COLLATERAL LOAD (CLL) = 3.000 PSF ROOF LIVE LOAD (LL ) = '20.000 PSF MIN COUNTY GROUND SNOW LOAD MIN County Rain on Snow Roof Exposure = Partially Exposed Roof Thermal Condition = Normal COEFFICIENTS TRIBUTARY LOAD LOAD NET ROOF LOAD FACTOR COEFF (PSF) LEFT ROOF 60.00% 1.00 12.00 RIGHT ROOF 60.00% 1.00 12.00 = 0 PSF INCLUDES 1.00 IMPORTANCE FACTOR _ . 0.0 PSF DATE: 12/17/01PAGE:F F- R A M E D E S I G N - L 0 A D S U M M A R Y COEFFICIENTS + CADDS 38 TIME:.04:45 PM _ _ _ ORDER # 079270 BLDR CONTACT - ANDY DESIGN SYSTEM FRAME --------------------- ---------------------------------------------- BUILDER - NORTH VALLEY READY WOOD BLDR PHONE (TYPE) # 2 DESCRIPTION LRF ----------------- BUIL BLDR ORDEERR # 530-345-7296 PROJ NAME (WIDTH) (HEIGHT) 11 (LIVE) 80'-0" 20'-3 3/8 20 PSF, -------------------------------------------------- # 01-68 - PETER (WIND) 80 -MPH -----UBC------------------------------------ KO(CO CODE/YE9R) BLDR ACCOUNT # ENGR GRP - 5.000OTO) 12 20-04-007-90 Visalia UNBALANCED SNOW LOADS (SLL), (SLR) ROOF LIVE.LOAD (LL ) = 20.000 PSF COEFFICIENTS + TRIBUTARY LOAD NET ROOF LOAD FACTOR COE� (PSF) 60.00% 1.00 12.00 LEFT ROOF 60.00 1.00 12.00 RIGHT ROOF WIND LOADS LOAD LEFT = 80.000 MPH ( 12.149 PSF) MIN COUNTY WIND SPEED = 76 MPH INCLUDES 1.00 IMPORTANCE FACTOR WIND WIND LOAD RIGHT 80.000 MPH ( 12.149 PSF) WIND UPLIFT ,_ 80.000 MPH ( 12.149 PSF) `- WIND LOAD CASE = 1 WIND ENCLOSURE = ENCLOSED -COEFFICIENTS WIND FROM RIGHT INTERNAL PRESSURE INTERNAL SUCTION (IS ) WIND FROM LEFT (WLL) (WLR) (IP ) 0.500(PRESSURE) SIDEWALL 0.800(PRESSURE) -0.500(SUCTION ) -0.800(SUCTION -0.300(SUCTION ) ) 0.700(PRESSURE) LEFT LEFT ROOF -0.900(SUCTION ) -0.700(SUCTION ) (SUCTION ) 0.700(PRESSURE) -0.300(SUCIION ) RIGHT ROOF -0.700(SUCTION ) -0.900 0.800(PRESSURE) 0.500(PRESSURE) -0.800(SUCTION ) RIGHT SIDEWALL -0.500(SUCTION ) ENDWALL WIND PRESURE ENDWALEWS)ND SUCTION (EWP) -0.700(SUCTION ) -0.700(SUCTION.) SIDEWALLS -0.700(SUCTION ) -0.700(SUCTION ) ROOF SIDEWALL CANOPY/OVERHANG-1.200(SUCTION ) -1.200(SUCTION ) F R A M E D E S I G N - L 0 A D S U M M A R Y DATE: 12/17/01 CADDS TIME: 04:45 PM PAGE:F 39 --------------------------------------- ORDER # 079270 BUILDER - ----------------.---------------------------------------------------------------------------- NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 80'-0" --------------------------------------------------------=--------------------------------------------------------- 20'-3 3/8" 20 PSF- 80 MPH UBC 97 5.000 TO 12 ----------------- SEISMIC LOADS (EQ ) PERCENT SNOW LOAD = 0.000% Seismic W - LEFT ROOF, = 7.220 PSF Seismic.W - RIGHT ROOF = 7.220 PSF SEISMIC ZONE = 3 R FACTOR = 4.500 MIN CTY SEISMIC ZONE = 3 I FACTOR Na LATERAL FACTOR 1.000 STORY DRIFT LIMIT = 0.025 SOIL PROFILE = D OMEGAO DEFLECT AMPLIF FACTOR = 2.800 Nv FACTOR = 1.000• Ct FACTOR = 0.035 T FACTOR = 0.334 Ca FACTOR = 0.360 ' Cv FACTOR = 0.540 p FACTOR = 1.000 NET SEISMIC FACTOR = 0.200 m F R A M E D E S I G N - L 0 A D C O M B I N A T I O N S CADDS DATE: 12/17/01 PAGE:F 40 TIME: 04:45 PM ORDER # 079270 BUILDER NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME PETER KONYN ENGIt GRP - Visalia (TYPE) -(WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM -FRAME # 2 DESCRIPTION LRF 80'-0" 20'-3 3/811.20 PSF 80 MPH UBC 97 5.000 TO -12 ---------- --------- ------------------------- LCN LOAD DESCRIPTION STRESS MEMB P DELTA DESIGN LOADING GRP LOADING GRP LOADING GRP LOADING GRP LOADING GRP INCREASE STR LAT LONG CATEGORY PERCENT PERCENT PERCENT PERCENT PERCENT 1 DL + CLL + LL 1.000 N N N Std Des 100.00 DL 100.00 CLL 100.00 LL. 2 DL + WLL 1.333 N N N Std Des 100.00 DL 100.00 WLL 3 DL + WLR 1.333 N N N Std Des 100.00 DL 100.00 WLR 4 D+CLL+EQL/1.4 1.333 N N N Std Des 100.00 DL 100.00 CLL 72.00 EQ 5 D+CLL+EQR/1.4 1.333 N- N N Std Des 100.00 "DL 100.00 CLL -72.00 EQ 6 PD+PC+0.70PL+2.BOEQL 1.700 Y N N Axial C 100.00 DL 100.00 CLL 70.00 LL 280.00 EQ 7 PD+PC+0.70PL+2.80EQR .1.700 Y N N Axial C 100.00 DL 100.00 CLL 70.00 LL -280.00 EQ 8 0.85P(DL+CL)+2.80EQL 1.700 Y N N, Axial T 85.00 DL 85.00 CLL 280.00 EQ 9 0.85P(DL+CL)+2.80EQR 1.700 Y N N Axial T 85.00 DL 85.00 CLL -280.00 EQ 10 DL+CL+2.BOEQL 1.700 Y N N Conns 100.00 DL 100.00 CLL 280.00 EQ 11 DL+CL+2.80EQR 1.700 Y N N Conns 100.00 DL 100.00 CLL -280.00 EQ 12 DL + EWP 1.333 N N N Std Des 100.00 DL 100.00 EWP 13 dl+ip 1.333 N N N Std Des 100.00 DL 100.00 IP 14 dl+is 1.333 N N N Std Des 100.00 DL 100.00 IS LOAD CASE (DL ) DEAD LOAD LOAD LABEL MEMBER NO F R A M E D E S I G N - A P P L I E D L O A D S LOADS Y CADDS DATE: 12/17/01 DIRECTION/ LOCATION DL DL 2 3 2-- 3. 4 - 3 UNIF UNIF. 0.00 40.00 PAGE:F 41 TIME: 04:45 PM -0.056.K/FT -0.056 K/FT 0.000 0.000 K/FT K/FT ----------------- LOAD _ _ # 079270 ---------------------------------------------------------------------ORDER BUILDER'- NORTH VALLEY READY BUIL BLDR ORDER # 01-68 KONYN BLDR ACCOUNT # ENGR GRP - 20-04-007-90 Visalia BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME (LIVE) - PETER (WIND) (CODE/YEAR) (SLOPE) LOADS Y (TYPE) # 2 DESCRIPTION LRF (WIDTH) (HEIGHT) 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000- TO- 12-------------- UNIF UNIF DESIGN ---------------------------------------------------------- SYSTEM FRAME 0.000 0.000 K/FT K/FT -0.075 -0.075 K/FT K/FT 0.000 0.000 K/FT K/FT LOAD CASE (DL ) DEAD LOAD LOAD LABEL MEMBER NO JOINTS (START -END) 'LOAD TYPE DISTANCES FT. FT X LOADS Y Z DIRECTION/ LOCATION DL DL 2 3 2-- 3. 4 - 3 UNIF UNIF. 0.00 40.00 40.00 80.00 0.000 0.000 K/FT K/FT -0.056.K/FT -0.056 K/FT 0.000 0.000 K/FT K/FT LOAD CASE (CLL) COLLATERAL LOAD LOAD LABEL MEMBER NO JOINTS (START -END) LOAD TYPE DISTANCES FT FT X LOADS Y Z. DIRECTION/ LOCATION CLL CLL 2 3 2 - 3 4 - 3 UNIF UNIF 0.00 40.00 40.00 80.00 0.000 0.000 K/FT K/FT -0.075 -0.075 K/FT K/FT 0.000 0.000 K/FT K/FT LOAD CASE (LL ) LIVE LOAD - LOAD LABEL MEMBER NO JOINTS (START -END) LOAD TYPE DISTANCES FT FT X LOADS Y Z DIRECTION/ LOCATION LL LL 2 3 2 - 3 4 - 3 UNIF UNIF X0.00 40.00 - 40.00 80.00 _0.00 . 0 0.000 K/FT K/FT -0.300.K/FT '-0.300 K/FT 0.000 0.000 K/FT K/FT LOAD CASE (WLL) WIND LOAD LEFT LOAD LABEL MEMBER NO JOINTS (START -END) LOAD TYPE DISTANCES FT FT X LOADS Y. Z DIRECTION/ LOCATION WLL WLL WLL WLL 1 2 3 4 1 - 2 2 - 3 4 - 3 5 - 4 UNIF UNIF UNIF UNIF 0.00 0.00 40.00 0.00 20.00 40.00 80.00 20.00 0.243 -0.273 0.213 0.152 K/FT K/FT K/FT K/FT 0.000 0.273 0.213 0.000 K/FT K/FT K/FT K/FT 0.000 0.000 0.000 0.000 K/FT K/FT K/FT K/FT LOAD CASE (WLR) WIND LOAD RIGHT LOAD LABEL MEMBER NO JOINTS (START -END) LOAD TYPE DISTANCES FT FT X LOADS Y Z DIRECTION/ LOCATION WLR WLR WLR WLR 1 2 3 4 1 - 2 2 - 3 4 - 3 5 - 4 UNIF UNIF UNIF UNIF 0.00 0.00 40.00 0.00 20.00 40.00 80.00 20.00 -0.152 -0.213 0.273 -0.243 K/FT K/FT K/FT K/FT 0.000 0.213 0.273 0.000 K/FT K/FT K/FT K/FT 0.000 0.000 0.000 0.000 K/FT K/FT K/FT K/FT LOAD CASE (IP ) WIND INT PRESSURE LOAD F R A M E D E S I G N - A P P L I E D L 0 A D S LABEL CADDS DATE: 12/17/01 TYPE FT FT IP 1 PAGE:F 42 TIME: 04:45 PM 20.00 'IP 2 2 - 3 UNIF ORDER # 079270 _ BUILDER - NORTH VALLEY READY BUIL BLDR ORDER # 01-68 KONYN BLDR ACCOUNT # ENGRP - 20-04-007-90 Visalia BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME (LIVE)- - PETER (WIND) (CODE/YEAR) (SLOPE) (S 20.00 LOAD CASE (IS ) (TYPE) (WIDTH) (HEIGHT) # 2 DESCRIPTION LRF 80'-0" 20'-3 3/811 20 PSF 80 MPH' UBC 97-----5_000_TO 12 JOINTS DESIGN SYSTEM FRAME -----------------------------------------------------. DISTANCES LABEL NO (START -END) TYPE FT LOAD CASE (IP ) WIND INT PRESSURE LOAD MEMBER JOINTS LOAD DISTANCES LABEL NO (START -END) TYPE FT FT IP 1 1 - 2 UNIF 0.00 20.00 'IP 2 2 - 3 UNIF •.0.00 40.00 IP 3 4 - 3 UNIF 40.00 80.00 IP 4 5 - 4 UNIF 0.00 20.00 LOAD CASE (IS ) WIND INT SUCTION - LOAD MEMBER JOINTS LOAD- DISTANCES LABEL NO (START -END) TYPE FT FT IS' 1 1 - 2 UNIF 0.00 20.00 IS 2 2 - 3 UNIF 0:00 40.00 IS 3 4 - 3 UNIF 40.00 80.00 IS 4 5 - 4 UNIF 0.00 20.00 LOAD CASE (EQ ) SEISMIC LOAD LOAD MEMBER JOINTS LOAD DISTANCES LABEL NO (START -END) TYPE FT FT EQ 2 2 - 3 CONC 0.00 EQ 3 4 - 3 CONC 80.00 LOAD CASE (SLL) MIN SNOW LOAD LEFT . LOAD MEMBER JOINTS LOAD DISTANCES LABEL NO (START -END) TYPE FT FT SLL 2, 2 - 3 UNIF 0.00 40.00 LOAD CASE (SLR) MIN SNOW LOAD RIGHT LOAD MEMBER JOINTS LOAD DISTANCES LABEL NO (START -END) TYPE FT FT SLR 3 4 - 3 UNIF 40.00 80.00 X 0.243 K/FT 0.091 K/FT 0.213 K/FT 0.152 K/FT LOADS Y 0.000 K/FT -0.091 K/FT 0.213 K/FT 0.000 K/FT X 1.444 KIP 1.444 KIP X 0.000 K/FT X 0.000 K/FT LOADS Y 0.000 KIP 0.000 KIP LOADS Y -0.300 K/FT LOADS Y -0.300 K/FT r.+ 0.000 K/FT 0.000 K/FT 0.000 K/FT 0.000 K/FT 11) 0.000 K/FT 0.000 K/FT 0.000 K/FT 0.000 K/FT Z 0.000 IN -K 0.000 IN -K Z 0.000 K/FT Z 0.000 K/FT DIRECTION/ LOCATION DIRECTION/ LOCATION DIRECTION/ LOCATION ., - Outside flange Outside flange DIRECTION/ LOCATION DIRECTION/ LOCATION LOADS X •Y -0.152 K/FT 0.0.00 K/FT -0.213 K/FT 0.213 K/FT -0.091 K/FT -0.091 K/FT -0.243•K/FT 0.000 K/FT X 1.444 KIP 1.444 KIP X 0.000 K/FT X 0.000 K/FT LOADS Y 0.000 KIP 0.000 KIP LOADS Y -0.300 K/FT LOADS Y -0.300 K/FT r.+ 0.000 K/FT 0.000 K/FT 0.000 K/FT 0.000 K/FT 11) 0.000 K/FT 0.000 K/FT 0.000 K/FT 0.000 K/FT Z 0.000 IN -K 0.000 IN -K Z 0.000 K/FT Z 0.000 K/FT DIRECTION/ LOCATION DIRECTION/ LOCATION DIRECTION/ LOCATION ., - Outside flange Outside flange DIRECTION/ LOCATION DIRECTION/ LOCATION • •+w. � ..!•�.IM'«-Y...r •.... v n _ .�r^i r ..f . .w. s. -''.� a ., _.r .•.wi Y+n w - F R A M E D E S I G N - A P P L I E D L O A D S CADDS DATE: 12/17/01 PAGE:F 43 TIME: 04:45 PM----------------------- ORDER # 079270 • BUILDER - NORTH VALLEY READY BUIL BLDR ORDER # 01-68 KONYN BLDR ACCOUNT # ENGR GRP - 20-04-007-90 Visalia BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 (HEIGHT) PROJ NAME (LIVE) - PETER (WIND) (CODE/YEAR) (SLOPE) # 2 . (TYPE) (WIDTH) DESCRIPTION LRF 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 DESIGN ------------------------------------------------------------ SYSTEM FRAME LOAD CASE (EWP) EW WIND PRESSURE LOADS DIRECTION/ LOAD MEMBER JOINTS LOAD DISTANCES Y Z LOCATION LABEL NO (START -END) TYPE FT FT X EWP 1 1 - 2 UNIF 0.00 • 20.00 -0.213 K/FT 0.000 K/FT K/FT 0.000 0.000 K/FT K/FT EWP 2 2 - 3 ' UNIF 0.00 40.00 -0.213 0.213 K/FT K/FT 0.213 0.213 K/FT 0.000 K/FT EWP 3 4 - 3 4 UNIF UNIF 40.00 80.00 0.00 20.00 0.213 K/FT 0.000 K/FT 0.000 K/FT EWP 4 5 - LOAD CASE (EWS) EW WIND SUCTION LOADS DIRECTION/ LOAD MEMBER JOINTS• LOAD DISTANCES Y Z LOCATION LABEL NO (START -END) TYPE FT FT X EWS' 1 1 - 2 UNIF 0.00 20.00 -0.213 K/FT 0.000 K/FT K/FT 0.000 0.000 K/FT K/FT EWS 2 2 - 3 UNIF 0.00 40.00. -0.213 0.213 K/FT K/FT 0.213 0.213 K/FT 0.000 K/FT EWS 3 4 - 3 UNIF UNIF 40.00 80.0.0 0.00 20.00 0.213 K/FT 0.000 K/FT 0.000 K/FT ; EWS 4 5 - 4 MEMBER NO. SECTION NO ANAL SEC PTS. NO. 1 1 2 3 4 5 MEMBER NO. SECTION NO SECTION NO SECTION NO ANAL SEC PTS. NO. 1 1 2 3 4 2 5 6 7 8 3 9 10 11 12 '13 14 15 1 1 DIST (FT) 0.00 4.50 9.00 13.50 18.00 2 1 2 3 DIST (FT) 2.10 4.07 4.28 4.29 8.94 13.80 18.12 18.13 18.67 23.53 28.40 33.27 36.24 39.21 39.55 JOINTS F R A M D E S I G N - S E C T I O N P R O P E R T I E S (IN) (IN2) DATE: 12/•17/01 -E 16.00 7.15 20.00 7.71 24.00 CA DDS 28.00 8.83 JOINTS 2 - 3 OUTER FLANGE _ OUTER PAGE:F 44 TIME: 04:45 PM FLANGE _ DEPTH AREA (IN) (IN2) 28.00 10.24 ----------------------------------------------------------- ORDER # 079270 - BUILDER NORTH VALLEY READY BUIL --------------------------------------------------------- BLDR ORDER # 01-68 7.77 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN ENGR GRP - Visalia 6.85 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 28.00 DESIGN SYSTEM FRAME ---------------------------------------- # 2 DESCRIPTION LRH ----------------------------------------------------------------------------- 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 --- - MEMBER NO. SECTION NO ANAL SEC PTS. NO. 1 1 2 3 4 5 MEMBER NO. SECTION NO SECTION NO SECTION NO ANAL SEC PTS. NO. 1 1 2 3 4 2 5 6 7 8 3 9 10 11 12 '13 14 15 1 1 DIST (FT) 0.00 4.50 9.00 13.50 18.00 2 1 2 3 DIST (FT) 2.10 4.07 4.28 4.29 8.94 13.80 18.12 18.13 18.67 23.53 28.40 33.27 36.24 39.21 39.55 JOINTS 1 - 2 OUTER FLANGE _ DEPTH AREA (IN) (IN2) 12.00 6.59 16.00 7.15 20.00 7.71 24.00 8.27 28.00 8.83 JOINTS 2 - 3 OUTER FLANGE _ OUTER FLANGE _ OUTER FLANGE _ DEPTH AREA (IN) (IN2) 28.00 10.24 28.00 10.24 28.00 10.24 28.00 7.77 28.00 7.77 28.00 7.77 28.00 7.77 28.00 6.85 28.00 6.85 28.00 6.85 28.00 6.85 28.00 6.85 28.00 6.85 28.00 6.85 28.00 6.85 8.000 X 0.250 WEB = 0.140 INNER FLANGE = 8.000 X 0.375 IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T (IN4)• (IN4) (IN) (IN) (IN) (IN) (IN) • (IN). (IN) (IN) RATIO 182.87 26.67 2.15 2.23 8.46 1.87 2.06 2.17 10.00 6.67 81.25 341.57 26.67 2.10 2.20 8.46 1.87 2.06 2.17 10.00., 6`.67 109.81 556.91 26.67, 2.06 2.17 8.46 1.87 2.06 2.17 10.00 6.67 138.38 833.50 26.67 2.02 2.15 8.46 1.87 2.06 2.17 10.00 6.67 166.94 1175.89 26.67 1.98 2.12 8.46 1.87 2.06 2.17 10.00 6.67 195.50 6.000 X 0.250 6.000 X 0.250 6.000 X 0.250 IX IY (IN4) (IN4) 1076.59 10.17 1076.59 10.17 1076.59 10.17 920.82 10.14 920.82 10.14 920.82 10.14 920.82 10.14 820.19' 9.01 820.19 9.01 820.19 9.01 820.19 9.01 820.19 9.01 820.19 9.01 820.19 9.01 820.19 9.01 WEB = 0.250 INNER FLANGE = 6.000 X 0.313 WEB = 0.160 INNER FLANGE = 6.000 X 0.313 WEB = 0.140 INNER FLANGE = 6.000 X 0.250 RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO 1.30 • 1.38 10.88 1.00 1.30 1.38 18.67 14.91 109.75 1.30 1.38 10.88 1.14 . 1.40 1.48 18.67 14.91 109.75 1.30 1.38 10.88 1.14 1.40 1.48 18.67 14'.91 109.75 1.41 1.48 10.88 1.14 1.40 1.48 18.67 14.91 171.48 1.41 1.48 10.88 1.14 1.40 1.48 18.67 15.12 171.48 1.41 1.48 10.88 1.14 1.41 1.48 18.67 15.12 171.48 1.41 1.48 _10.88 1.14 1.41 1.48 18.67 15.12 171.48 1.45 1.45 10:88 1.14 1.41 1.48 18.67 15.12 196.43 1.45 1.45 10.88 1.14 1.41 1.48 18.67 15.12 196.43 1.45 1.45 10.88 1.15. 1.45 1.45 18.67 18.67 196.43 1.45 1.45 10.88 1.15 1.45 1.45 18.67 18.67 196.43 1.45 1.45 10.88 1.15 1.45 1.45 18.67 18.67• 196.43 1.45 1.45 10.88 1.15 1.45 1.45 18.67 18:67 196.43 1.45 1.45 10.88 1.15 1.45 1.45 18.67 18.67 196.43 1.45 1.45 10.88 1.15 1.45 1.45' 18.67 18.67 196.43 LUBO (FT) 18.01 18.01 18.01 18.01 18.01 LUBO (FT) 4.42 5.27 5.27 5.27 5.27 5.27 5.27 5.27 5.27 5.27 5.27 5.27 3.22 3.22 0.37 LUBI (FT) 18.01 18.01 18.01 18.01 18.01 LUBI (FT) 2.14 5.27 5.27 5.27 10.55 10.55 10.55 10.55 10.55 10.55 10.55 8.49 8.49 3.59 3.59 44 MEMBER NO. SECTION NO. .SECTION NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 2 5 6 7 8 3 9 10 11 12 13 14 15 MEMBER NO. SECTION NO ANAL SEC PTS. NO. 1 1 2 3 4 5 3 1 2 3 DIST (FT) 2.10 4.07 4.28 4.29 8.94 13.80 18.12 18.13 18.67 23.53 28.40 33.27 36.24 39.21 39.55 4 1 DIST (FT) 0.00 4.50 9.00 13.50 18.00 JOINTS .'4 - 3 OUTER FLANGE _ OUTER FLANGE _ OUTER FLANGE _ DEPTH AREA (IN) (IN2) 28.00 10.24 28.00 10.24 28.00 10.24 28.00 7.77 28.00 7.77 28.00 7.77 28.00 7.77 28.00 6.85 28.00 6.85 28.00 6.85 28.00 6.85 28.00 6.85 28.00 6.85 28.00 6.85 28.00 6.85 JOINTS 5 - 4 OUTER FLANGE _ DEPTH AREA (IN) (IN2) 12.00 6.59 16.00 7.15 20.00 7.71 24.00 8.27 28.00 8.83 6.000 X 0.250 6.000 X 0.250 6.000 X 0.250 IX IY (IN4) (IN4) 1076.59 10.17 1076.59 10.11 1076:59 10.17 920:82 10.14 920.82 10.14 920.82 F R A M.E D E S I G N - S E C T I O N P R O P E R T I E S 820.19 9.01 820.19 9.01 820.19 9.01 820.19 9.01 820.19 CADDS DATE: 12/17/01 9.01 820.19 9.01 18.67 14.91 109.75 PAGE:F 45 TIME: 04:45 PM 1.48 18.67 14.91 171.48 1.14 1.40 1.48 -------------------------------------------------------7--------------------------------------------------------------- ORDER # 079270 BUILDER NORTH VALLEY READY BUIL BLDR ORDER # 01-68 1.48 BLDR ACCOUNT # 20-04-007-90 Visalia BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN ENGR GRP - 1.14 1.41 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 1.48 DESIGN SYSTEM FRAME --------------------------------------------------------------------------------------------- # 2 DESCRIPTION LRF 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 18.67 MEMBER NO. SECTION NO. .SECTION NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 2 5 6 7 8 3 9 10 11 12 13 14 15 MEMBER NO. SECTION NO ANAL SEC PTS. NO. 1 1 2 3 4 5 3 1 2 3 DIST (FT) 2.10 4.07 4.28 4.29 8.94 13.80 18.12 18.13 18.67 23.53 28.40 33.27 36.24 39.21 39.55 4 1 DIST (FT) 0.00 4.50 9.00 13.50 18.00 JOINTS .'4 - 3 OUTER FLANGE _ OUTER FLANGE _ OUTER FLANGE _ DEPTH AREA (IN) (IN2) 28.00 10.24 28.00 10.24 28.00 10.24 28.00 7.77 28.00 7.77 28.00 7.77 28.00 7.77 28.00 6.85 28.00 6.85 28.00 6.85 28.00 6.85 28.00 6.85 28.00 6.85 28.00 6.85 28.00 6.85 JOINTS 5 - 4 OUTER FLANGE _ DEPTH AREA (IN) (IN2) 12.00 6.59 16.00 7.15 20.00 7.71 24.00 8.27 28.00 8.83 6.000 X 0.250 6.000 X 0.250 6.000 X 0.250 IX IY (IN4) (IN4) 1076.59 10.17 1076.59 10.11 1076:59 10.17 920:82 10.14 920.82 10.14 920.82 10.14 920.82 10.14 820.19 9.01 820.19 9.01 820.19 9.01 820.19 9.01 820.19 9.01 820.19 9.01 820.19 9.01 820.19 9.01 8.000 X 0.250 IX IY (IN4) (IN4) 182.87 26.67 341.57- 26.67 556.91 26.67 833.50 26.67 1175.89 26.67 WEB = 0.250 WEB = 0.160 WEB = 0.140 RTO RTZ WRX (IN) (IN) (IN) 1.30 1.38 10.88 1.30 1.38 10.88 1.30 1.38 10.88 1.41 1:48 10.88 1.41 1.48 10.88 1.41 1.48 10.88• 1.41 1.48 10.88 1.45 1.45 10.88 1.45 1.45 10.88 1:45 1.45 10.88 1.45 1.45 10.88 1.45 1.45 10.88 1.45 1.45 10.88 1.45 1.45 10.88 1.45 1.45 10.88 INNER FLANGE = 6.000 X 0.313 INNER FLANGE = 6.000 X 0.313 INNER FLANGE = 6.000 X 0.250 WRX WRY WRTO WRTI WDAFO WDAFI H/T (IN) (IN) (IN) (IN) (IN) RATIO 1.00 1.30 1.38 18.67 14.91 109.75 1.14 1.40 1.48 18.67 14.91 109.75 1.14 1.40 1.48 18.67 14.91 109.75 1.14 1.40 1.48 18.67 14.91 171.48 1.14 1.40 1.48 18.67 15.12 171.48 1.14 1.41 1.48 18.67 15.12 171.48 1.14 1.41 1.48 18.67 15.12 171.48 1.14 1.41 1.48 18.67 15.12 196.43 1.14 1.41 1.48 18.67 15.12 196.43 1.15 1.45 1.45 18.67 18.67 196.43 1.15 1.45 1.45 18.67 18.67 196.43 1.15 1-.45 1.45 18.67 18.67 196.43 1.15 1.45 1.45 18.67 18.67 196.43 1.15 1.45 1.45 18.67 18.67 196.43 1.15 1.45 1.45 18.67 18.67 196.43 WEB = 0.140 INNER FLANGE RTO RTI WRX WRY WRTO WRTI (IN) (IN) (IN) ' (IN) (IN) (IN) 2.15 2.23 8.46 1.87 2.06 2.17 2.10 2.20 8.46 1.87 2.06 2.17 2.06 2.17 8.46 1.87 2.06 2.17 2.02 2.15' 8.46 1.87 2.06 2.17 1.98 2.12 8.46 1.87 2.06 2.17 8.000 X ,0.375 WDAFO WDAFI H/T (IN) (IN) RATIO 10.00 6.67 81.25 10.00 6.67 109.81 10.00 6.67 138.38 10.00 6.67 166.94 10.00 6.67 195.50 LUBO LUBI (FT) (FT) 4.42 2.14 5.27 5.27 5.27' 5.27 5.27 5.27 5.27 10.55 5.27 10.55 5.27 10.55 5.27 10.55 5.27 10.55 5.27 10.55 5.27 10.55 5.27 8.49 3.22 8.49 3.22 7.18 0.74 7.18 LUBO LUBI (FT) (FT) 18.01 18.01 18.01 18.01 18.01 18.01 18.01 18.01 18.01 18.01 F R A M E D E S I G N - C O N T R O L L I N G S T R E S S CADDS DATE: 12/17/01-PAGE_F 46 TIME: 04:45 PM ------------------------------------ _----- -------- ----- --ALLEY- ------ ---- ---------AAAA- BLDR ACCOUNT # 20-04-007-90 ORDER # 079270 BUILDER NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROD NAME - PETER KONYN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT)' (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 801-01120'-3 3/8 20 PSF 80 MPH UBC 97 5.000 TO- 12-------------- --------------------------------------- COLUMN 1 - 2 -ALLOW STRESSES- SHEAR ALLOW -,-STRESS RATIOS --COMB CONT AXIAL COMB PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB AXIAL BENDG BENDG RATIOS M V NO. (IN) (IN2) ',(IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) 1* 12.00 .6.59 26.71 35.49 19.08 0.00 26.14 24.26 33.00 -7.83 21.16 0.79 0.86.1.75 0.11 0.00 0.00 0 1 1 0.34 0.29 0.53 -418.90 11.12 33.00 25.48 -7.83 15.44 0.94 1.00 1.75 0.24 53 1 1 19.08 -838.59. 11.12 33.00 25.48 -7.83 ,12.16 0.92 1.00 1.75 0.22 0.51 3 20.00 7.71 49.58 63.54 18.97 0.45 0.67 1 1 2 16.00 7.15 37.72 49.19 4 24.00 8.27 62.27' 78.56 18.86 -1258.98 11.12 33.00 25.26 -7.84 10.02 0.90 1.00 1.75 0.21 0.6 0.55 0.76 1 1 .53 0.88 1.00'1.75 0.19 0.677 5* 28.00 8.83 75.77 94.26 18.74 -1679.99 11.12 33.00 24..75 -7.84 8 0..63 0.82 1 1 ROOF BEAM 2 3AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB AXIAL BENDG•BENDG RATIO MOMV ) NO. (IN) (IN2) (IN3) (IN3) (KIPS(IN-KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) 1* 28.00 10.24 74.32• 79.66 14.55 -1364.88 33.00 33.00 32.06 12.76 48.32 0.97 1.00 1.30 0.04 0.58 0.54 0.58 1 1. 2 28.00 10.24 73.49, 78.84 3* 28.00 10.24 74.32 79.66 13.78 -1336.13 33.00 33.00 32.06 10.92 48.32 0.97 1.00 1.30 0.04 0.54 0.52 0.57 1 4* 28.00 7.77 62.86 68..97 13.78 -1332.45 33.00 33.00 29.65 10.91 12.67 0.94 1.00 1.30 0.06 0.64 0.65 0.71 1 1 5 28.00 7.77 62.17 68.25 3.16 -1121.57 43.99' 43.99 30.39 10.91 12.67 0.94 1.00 1.07 0.01 0.42 0.54 0.55 14 1 3.00 61061.0 43.99 43.99 30.39 * 28 00 7.77 62.86 68.97 2.85 --964.09 43.99 43.99 30.39 6.79 12.67 0.94 1.00 1.07 0.01 0.35 0.46 0.47 14 1 7 28.00 8* 28.00 6.85 58.59 58.59 2.80 -965.79 43.99 43.99 29.35 6.67 8.45 0.83 1.00 1.07 0.01 0.37 0.56 0.57 14 57.96 57.96 2.80 -956.00 43.99 43.99 29.35 6.67 8.45 0.83 1.00 1.07 0.01 0 9 28.00 6.8501.17 43.99 .39 0.56 0.57 14 1 10 28.00 6.85 57.96 57.96 10.35 -726.76 33.00 25.67 33.00 4.00 11.26 0.83 1.00 1.11 0.05 0.49 0.39 0.54 .33 0.45 0.4611 14 11 28.00 6.85 12 28.00 6.85 58.59 57.96 9.50 754.50 33.00 25.67 33.00 4.59 11.26 0.83 1.00 1.02 0.05 0.50 0.39 0.55 1 14 13 28.00 6.85 57.96 57.96 8.80 704.39 33.00 25.67 33.00 5.05 11.26 0.83 1.00 1.03 0.05 0.47 0.38 0.52. 1 14 14 2800 6.85 58.59 57.96 6.85 58.59 58.59 7.87 588.14 33.00 25.67 33.00 5.39 11.26 0.83 1.00 1.02 0.04 608.36 33.00 25.67 33.00 5.39 11.26 0.83 1.00 0.39 0.30 0.43 1 14 15* 28 F F R A M E D E S I G N - -C O N T R O L L I N G S T R E S S DATE: 12/17/01 CADDS TIME: 04:45 PM PAGE:F 47 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 079270 BUILDER - NORTH VALLEY READY BUIL BLDR ORDER # 01.-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN ENGR GRP - Visalia (TYPE) (WIDTH) .(HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ----------------------------------------------------------------------------------=------------------------------------------------ SYSTEM FRAME # 2 DESCRIPTION LRF 80'-011 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 ROOF BEAM 4 - 3 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 28.00 10.24 74.32 79.66 14.55 -1680.92 33.00 33.00 32.06 12.76 48.32 0.97 1.00 1.10 0.04 0.69. 0.66 0.70 1 1 2 28.00 10.24 73.49 78.84 14.55 -1364.88 33.00 33.00 32.06 12.76 48.32 0.97.1.00 1.30 0.04 0.58 0:54 0.58 1 1 3* 28.00 10.24 74.32 79.66' 13.78 -1336.13 •33.00 33.00 32.06 10.92 48.32 0.97 1.00 1.30 0.04 0.54 0.52 0.57 1 1 4* 28.00 7.77 62.86 68.97 13.78 -1332.45 33.00 33.00 29.65 10.91 12.67 0'.94 1.00 1.30 0.06 0.64 0.65 0.71 1 1 5 28.00 7.77 62.17 68.25 3.16 -1121.57 43.99 43.99 30.39, 10.91 12.67 0.94 1.00 1.07 0.01 0.42. 0.54 0.55 13 1 6 28.00 7.77 62.86 68.25 3.00 -1061.00 43.99 43.99 30.39 8.85 12.67 0.94 1.00 1.07 0.01 0.40 0.51 0.52 13 1 7* 28.00 7.77 62.86 68.97 2.85 -964.19 43.99 43.99 30.39 .6.79 12.67 0.94 1.00 1.07 0.01 0.35 0.46 0.47 13 1 8* 28.00 6.85 58.59 58.59 2.80 -965.79 43.99 43.99-29.35 6.67 8.45 0.83 1.00 1.07 0.01 '0.37 0.56 0.57 13 1 9 28.00 6.85 57.96 57.96 2.80 -956.00 43.99 43.99 29.35 6.67 8.45 0.83 1.00 1.07 0.01 0.39 0.56 0.57 13 1 10 28.00 6.85 58.59 '57..96 2.69 -801.17 43.99 43.99 30.54 4.73 8.45 0.83 1.00 1.21 0.01 0.33 0.45 0.46 13 1 11 28.00 6.85 57.96 57.96 10.35 726.76 33.00 25.67 33.00 4.00 11.26 0.83 1.00 1.11 0.05 0.49 0.39 0.54 1 13 12 28.00 6.85 58.59 57.96 9.50 754.50 33.00 25.67 33.00 4.59 11.26 0.83 1.00 1.02 0.05 0.50 0.39 0.55 1 13 13 28.00. 6.85 57.96 57.96 8.80 704.39 33.00 25.67 33.00 5.05 11.26 0.83 1.00 1.03 0.05 0.47 0.38 0.52 -1 13 14 28.00 6.85 58.59 57.96 8.28 608.36 33.00 25.67 33.00 5.39 11.26 0.83 1.00 1.07 0.04 0.40 0.31 0.45 •-1 13 15* 28.00 6.85 58.59 58.59 7.87 588.14 33.00 25.67 33.00 5.39 11.26 0.83 1.00 1.02 0.04 0.39 0.30 0.43 1 13 COLUMN 5 - 4 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 6.59 26.71 35.49 19.08 0.00 26.14 24.26 33.00 -7.83 21.16 0.79 0.86 1.75 0.11 0.00 0.00 0.11 1 1 2 16.00 7.15 37.72 49.19 19.08 -418.90 11.12 33.00 25.48 -7.83 15.44 0.94 1.00 1.75 0.24 0.34 0.29 0.53 1 1 3 20.00 7.71 49.58 63.54 18.97 -838.59 11.12 33.00 25.48 .-7.83 12.16 0.92 1.00 1.75 0.22 0.51 0.45 0.67 1 1 4 24.00 8.27 62.27 78.56 18.86 -1258.98 11.12 33.00 25.26 -7.84 10.02 0.90 1.00 1.75 0.21 0.61 0.55 0.76 1 1 5* 28.00 8.83 75.77 94.26 18.74 -1679.99 11.12 33.00 24.75 -7.84 8.53 0.88 1.00 1.75 0.19 0.67 0.63 0.82 1 1 F ' .... r..w..n-+.,,...qi;, 'b.:. , J:.."`•,:I,. .. .. .T•. r++•ro-.,»4,,. w.h.:.t.r_ ... ,. ..,: ..w.. -..+w -•m. . ,,.. riR� F R A M E D E S I G N - W E L D S U M M A R Y CADDS' PAGE.: fs@`s DATE: 12/17/01 ----48 TIME: 04:45 PM � -------------------------- ----------- BLDR ACCOUNT # .. 20-04-007-90 S; -------- # 079270 ------------------------------------------------- BLDR ORDER READY UI530-345-7296 PROJ NAME BUILDER - NORTH VAgLDR # 01-68 - PETER KONYN ENGRGRP - Visalia ORDER BLDR CONTACT - ANDY,WOOD PHONE #LEY (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) (TYPE) (WIDTH) 80 0 20'-3 3/8 20 PSF 80 MPH UBC DESIGN SYSTEM FRAME DESCRIPTION LRF # 2 ----------------------------------------- ----------------------11- -97-----5_000-TO-12-------------- ---------------------------- PART WEB 'WEB FLG-TO-WEB FILLET ALLOW CONTROLLING MEMB ANAL LOAD; NO. SECT THK STRESS ' SIZE SHEAR (KIPS/IN) NO PT COND (IN) (KIPS/IN) OV34918 1 0.140 0.637 1/8 2.620 1 .2 1 1 1 1 4. OV34920 1 0.250 0.298 1/8 2.620 1/8 2.620 2 4 1 �; 2 0.160 0.294 1 0.140 0.169 1/8 2.620 - 2 g 1 � .. OV34922 THE FLANGE -TO -WEB SHEAR VALUES SHOWN�HAVE BEEN EQUIVALENT LIVE LOAD ADJUSTED FOR WIND LOAD TO SHOW THE r THE CONTROLLING COMBINATIONS SHOWN ABOVE ARE BASED ON THE MAXIMUM TENSION IN THE,FLANGES FOR AXIAL PLUS BENDING THE FORCES GIVEN ARE MEMBER FORCES ALONG THE NEUTRAL'AXIS F I N A -L,' F R A M E D E S I G N - SPLICE SUMMARY CADDS DATE: 12/17/01 PAGE : F. 49 TIME: 04:45 PM . ------------------ -------------------------------------------------.----------------------------------=-------------------- ORDER # 079270 BUILDER - NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 Visalia BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - (HEIGHT) (LIVE) (WIND) PETER KONYN (CODE/YEAR) ENGR GRP - (SLOPE) (TYPE) (WIDTH) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 80'-0" 201-3 3/81'•20 PSF 80 MPH --- --UBC - 97 ----- 5_000 -TO 12 SPLICE LOCATION MEMBER ANALYSIS CONTROLLING AXIAL SHEAR' MOMENT NO TYPE MOD SEQ NO. PT. LOAD COMBINATION KIPS KIPS IN -KIPS 01 COLUMN 00 1 1 1 DL + WLL -7.23 6.59 0.00 DL + WLL -7.23 6.59 0.00 02 2 5 DL + WLL -7.72 4.16 833.24 DL + CLL + LL 18.43 -8.53 -1679.99 03 COLUMN 01 1 4 1 DL + WLR -7.23 6.59 0.00 DL + WLR -7.23 6.59 0.00 04 2 5 DL + WLR -7.72 4.16 833.24 DL + CLL + LL 18.43 -8.53 -1679.99 05 BEAM 01 1 2 7 dl+ip -1.64 - -1.19 970.36 dl+is 2.85 1.74 -964.19 06 2 15 DL + CLL + LL 7.87 -3.28 588.14 ' DL + WLL -5.82 .2.35 -47.84 07 BEAM 00 1 3 7 dl+is -1.64 -1.19 970.36 dl+ip 2.85 , 1.74 -964.19 THE CONTROLLING COMBINATIONS SHOWN ABOVE ARE BASED ON THE MAXIMUM TENSION IN THE,FLANGES FOR AXIAL PLUS BENDING THE FORCES GIVEN ARE MEMBER FORCES ALONG THE NEUTRAL'AXIS F R A M' E' D, E S I G N - R E A C T I O N S CADDS DATE: 12/17/01 PAGE:F 50 TIME: 04:45 PM ----------------- ----------------- ORDER # 079270 BUILDER NORTH VALLEY READY ---- ---------- BUIL --------------------------------------------------------- BLDR ORDER # 01-68 BLDR ACCOUNT # ,20-04-007-90 ENGR GRP - Visalia BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME (HEIGHT) (LIVE) - PETER KONYN (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 ---------------------------------------.------------------ -------------------------------- (TYPE) DESCRIPTION ---------------- LRF (WIDTH) 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 ---------- - POSITIVE REACTION DIRECTION R H KIPS Horizontal Force to Right- V 2---3---4 V KIPS Vertical Force Up +---H Z No. Loading Combination 1H 1V 5H 5V Sum H Sum V 1 DL + CLL + LL 8.53 18.78 -8.53 18.78 0.00 37.55 2 DL + WLL -6.59 -7.23 -0.31 -4.66 -6.90 -11.89 3 DL + WLR 0.31 -4.66 6.59 -7.23 6.90 -11.89 4 D+CLL+EQL/1.4 1.92 6.26 -4.00 7.29 -2.08 13.55 5 D+CLL+EQR/1.4 4.00 7.29 -1.92 6.26 2.08 13.55 6 PD+PC+0.70PL+2.80EQL not applicable 7 PD+PC+0.70PL+2.80EQR not applicable 8 0.85P(DL+CL)+2.80EQL-not applicable 9 0.85P(DL+CL)+2.BOEQR not applicable 10 DL+CL+2.80EQL not applicable 11 DL+CL+2.80EQR not applicable - 12 DL + EWP 0.63. -4.74 -0.63 -4.74 0.00 -9.49 13 dl+ip -6.53 1.65 -6.44 1.02 -12.97 2.67 14 dl+is 6.44 1.02 6.53 1.65 12.97 2.67 , ID Load Case 1H 1V SH 5V Sum H Sum V - DL DEAD LOAD 1.57 3.78 -1.57 3.78 0.00 7.55 CLL COLLATERAL LOAD 1.39 3.00 -1.39 3.00 0.00 6.00 LL LIVE LOAD 5.57 12.00 -5.57- 12.00 0.00 24.00 WLL WIND LOAD LEFT -8.15 -11.00 1.25 -8.44 -6.90 -19.44 WLR WIND LOAD RIGHT -1.25 -8.44 8.15 -11.00. 6.90 -19.44 IP WIND INT PRESSURE -8.09 -2.13 =4.87 -2.75 -12.97 -4.88 IS WIND INT SUCTION 4.87 -2.75 8.09 -2.13 12.97 -4.88 EQ SEISMIC LOAD -1.44 -0.72 -1.44 0,.72 -2.89 0.00 SLL MIN SNOW LOAD LEFT 2.78 9.10 -2.78 2.90 0.00 12.00 SLR MIN SNOW LOAD RIGHT 2.78 2.90 -2.78 9.10 0.00 12.00 EWP EW WIND PRESSURE -0.93 -8.52 0.93 -8.52 0.00 '-17.04 EWS EW WIND SUCTION -0.93 -8.52 0.93 -8.52 0.00 -17.04 .. � ..y t�:. '..#'.. „R r17+" .. .: .': y.r-...�.. ..,.,, ..o .... ..,...+.+w.. ,F•' -_ •;--rf. ..-r :...er.,»+. .., ..4, . _......... -- i .•. .e �. .w.. .. FINAL FRAME DES I G N - STRE S' S SUMMARY CADDS DATE: 12/17/01 PAGE -.F 51 TIME: 04:45 PM ------------------------------------------ --------------------------------------------------------------------- ------------- ORDER # 079270 BUILDER NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN ENGR GRP -.Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 80'-0" 20'-3 3/8" 20 PSF 80. MPH UBC 97 5.000 TO 12 ---------------------------------------------------------- MEMBER NO. 1 JOINT 1 - 2 -------------- -------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO." (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 18.00 55. 4 4.50 FT 12.00 IN 28.00 IN 8.000 X .250 .140 8.000 X .375 0.816 1 CONTROLLING ACTIONS ---- SHEAR -------,------- -- AXIAL--- --- MAXIMUM STRESSES--- =--ALLOWABLE STRESSES --- -------- - - SECT. FORCE' MOMENT AXIAL FBO FBI FA ,FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COD 1 18.74 -1679.99 2.12 -22.17 -17.82 11:12 33.00 24.75 -7.84 8.53 0.920 1 MEMBER NO. 2 JOINT 2 3 ---------------------------------- SECT. LENGTH . YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 4.28 55. 2 2.10 FT 28.00 IN 28.00 IN 6.000 X .250 .250 6.000 X .313 0.703 1 3 4.87 FT 28.00 IN 2 13.85- 55. 28.00 IN 6.000 X .250 .160 6.000 X .313 0.709 1 00 IN 6.000 X .250 .140. 6.000 X .250 0.573 14 3 21.87 55, 7 4.87 FT 28.00 IN 28. CONTROLLING ACTIONS --------------- SHEAR -------------- --AXIAL--- --MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- FA FBI FORCE LOAD SECT.(FORC (IOMENT (KSI) (KSI)(KSI)(KSI) FBI (KSI) (KSI) ALLOW STRESS I) (KSI) (KIPS) (KIPS) RATIOCOND NO. 1 14.56 -1680.92 1.42 -22.62 -21.10• 33.00 33.00 32.06 12.78 48.32 0.265 1 2 13.78 -1332.45 1.77 -21.20 -19.32 33.00 33.00 29.65 10.91 12.67 0.861 1 3 2.80 -956.00 0.41 -17.06 -16.49 43.99 _43.99 29.35 6.67' 8.45 0.790 1 �_.. ... ♦..� ♦ r... .. .Ay'.a4c Nn v ♦...{. _ ♦ �+1..n�n'.U'Ywr w'� - - '. ++._. �.. • �4.,•� .1Vw...r ..y,y�y♦i...m...s. ♦... -. F I N A• L FRAME DESIGN - STRES S SUMMARY CADDS DATE: 12/17/01 PAGE:F 52 TIME: 04:45 PM ----------------------------------- _ _ ----- ------- LEY ------ ---- --------------------------- READY BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 ORDER # 079270 BUILDER - NORTH VABLDR PHONE #UI530-345-7296 PROJ NAME - PETER KONYN ENGR GRP '- Visalia BLDR CONTACT - ANDY WOOD ,(CODE/YEAR) (SLOPE) (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) 00 DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 80'-0" 20'-3 3/8 20 PSF 80 MPH UBC -- ----- -5.---TO-12-------------- MEMBER NO. 3 JOINT 4 - 3 __ -------------------- COMB. STRESS LOAD SECT. LENGTH YIELD NO. MAX SEG DSTART T DEPTH AT WEB NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 4.28 55. 2 4.87 FT 28.00 IN 28.00 IN 6.000 X .250 .160 6.FT 28.00 IN 28.00 000 X 313 0.709 1 13 2 13.85 55. 3 3 21.87 55. 7 4.87 FT 28.00 IN 28.00 IN 6.000 X .250 .140 6.000 X 250 0;573 CONTROLLING ACTIONS ---ALLOWABLE STRESSES --- --------------SHEAR------ -----" --AXIAL--- ---MAXIMUM STRESSESFBI SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO..(KIPS) (IN -KIP) (KSI) '(KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 12.76 48.32 0.264 1 1 14.55 -1680.92 1.42 -22.62 -21.10 33.00 33.00 32.06 10.91 12.67 0.861 1 2 13.78' -1332.45 1.77 -21.'20 -19.32 33.00 33.00 29.65 .6 .67 8.45 0.790 1 3 2.80 -956.00 0:41 -17.06 -16.49 43.99 43.99 29.35 MEMBER NO. 4 JOINT 5 - 4 ----------------- ----------------- SECT. LENGTH YIELD NO. MAX SEG NO. (FT) STRESS SEGS SIZE 1 18.00 55. 4 4.50 FT LING ACTIONS DEPTH AT DEPTH AT START END 12.00 IN 28.00 IN CONTROL --AXIAL--- ---MAXIMUM STRESSES--- MOMENT SNOT XIAL FBI A(KKSI) (KSOI) (KSI) (KIPS) (IN -KIP) 1 18.74 -1679.99 2.12 -22.17 -17.82 WEB OUTER FL. THK. 8.000 X .250 .140 ---ALLOWABLE STRESSES --- FA FBO FBI (KSI) (KSI) (KSI) 11.12 33.00 24.75 COMB. STRESS LOAD INNER FL. RATIOCOND 8.000-X .375 0.816 1 --------------SHEAR-------------- FORCE ALLOW STRESS LOAD (KIPS) (KIPS) RATIO COND -7.84 8.53 0.920 1 • - !_ i.! F R A M E D E S I G N - J O I N T D E F L E C T'I O N S DATE: 12/17/01 CADDS TIME: 04:45 PM PAGE:F 53 ----------------------------------- is --------------------------------------------------------------------------------- ORDER # 079270 BUILDER NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME -PETER KONYN ENGR GRP - Visalia ' .t (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) +3', DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 ------------- +` -------------------------------------------------------------------------------------------------------------- POSITIVE DEFLECTION DIRECTION R H INCHES Horiz. Deflection to Right V 2---3---4! V INCHES Vertical Deflection Up X. / 1 5 Z a No. Loading Combination Cd 2H2V 3H 3V 4H 4V s 1 DL + CLL + LL N -0.855 0.015 0.000 -2.100 0.855 0.015r 2 DL +-WLL N 0.836 -0.026 0.590 0.594 0.363 0.020 w' 3 DL + WLR N -0.363 0.020 -0.590 0.594 -0.836 -0.026. 4 D+CLL+EQL/1.4 N 0.187 -0.014 0.475 -0.727 0.779 0.024f 5 D+CLL+EQR/1.4. N -0.779 0.024 -0.475 -0.727 -0.187 -0.014 12 DL + EWP N 0.078 0.002 0.000 0.224 -0.078 0.002 13 dl+ip N 2.621 -0.107 2.625 -0.105 2.707 0.108 14 dl+is N -2.707 0.108 -2.625 -0.105 -2.621 -0.107 F R A M..E DES IGN - M E M B E R D E F L E C T I O N S DATE: 12/17/01 CADDS. PAGE:F 54 TIME: 04:45 PM ------------ ------------------------------------------------------------------------------------------------------------- DRDER # 079270 BUILDER NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 3LDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 80'-0" 20'-3 3/8" 20 PSF 80 MPHUBC 97-_---5_000-TO 12 -------------------------------------------------------------------------------------- ----- POSITIVE DEFLECTION DIRECTION R H INCHES Horizontal to the Right V- +-2-+-3-+ V INCHES Vertical Up . +---H 1 4 'Z MAXIMUM MEMBER DEFLECTIONS MEMBER 1H MEMBER 2V MEMBER 3V MEMBER 4H No. Loading Combination PT DEFL PT DEFL PT DEFL PT DEFL 1 DL + CLL + LL 5 -0.869 14 -2.101 14 -2.101 5 0.869 2 DL + WLL 6 0.836 16 0.594 12 0.641 6 . 0.363 3 DL + WLR. 6 -0.363 12 0.641 16 0.59.4 6 -0.836 4 D+CLL+EQL/1.4 6 0.187 12 -0.765 16 -0.727 6 0.779 5 D+CLL+EQR/1.4 6 -0.779 16 -0.727 12 -0.765 6 -0.187 12 DL + EWP 4 0.097 11 0.246 11 -0.246 4. -0.097 13 dl+ip 6 2.621 9 -1.046 9 0.942 6 2.707 14 dl+is 6 -2.707 9 0.942 9 -1.046 6 -2.621• SPAN WIDTHS (LEFT TO RIGHT) SPAN 1 = 80.000 FT. -R- OV34920 OV34922 OV34922 OV34920 O 0 V V 3 3 4 4 9 9 1 1 8 8 F I N A L F R A M E D E S I G N - F R A M E L A Y O U T CADDS �— DATE: 12/17/01 TIME: 04:45 PM ---------------------------------------------------- _ -------- BLDR ACCOUNT # ---------- 20-04-007-90 ORDER # 079270 BUILDER NORTH VALLEY READY BUIL # 530-345-7296 BLDR ORDER # PROJ NAME - 01-68 PETER KONYN ENGRP - Visalia BLDR CONTACT - ANDY WOOD BLDR PHONE (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) (S #' 2 DESCRIPTION LRF 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 97 -5_000-TO -12--- ------------ DESIGN SYSTEM FRAME - ------------------ -------------------------------- ------------------------- RIGHT SIDE LEFT SIDE SLOPE (P/12.) - 5.000 SLOPE (P/12.)'- = 5.000 DIST. TO RIDGE - 40.000 FT. DIST. TO RIDGE = 40.000 FT. COLUMN OFFSET - 8.000 IN. COLUMN OFFSET = 8.000 IN. GIRT DEPTH _ - 8.000 IN. GIRT DEPTH = 8.000 IN. (PURLIN UNINSLILATED) PURLIN DEPTH = 8.000 IN. PURLIN DEPTH = B.000�IN. SPAN WIDTHS (LEFT TO RIGHT) SPAN 1 = 80.000 FT. -R- OV34920 OV34922 OV34922 OV34920 O 0 V V 3 3 4 4 9 9 1 1 8 8 .. 5.... n rr.+'4...n. w•.... _ _ w.9'Rcr �4�✓. Iv�<, T,. mer. 1 ♦ u..r.......nn. N•r..r.+•n wNF•.r .+. 4w .. «w.« M.v v , ^^ M. w... ... ... a�N .n..r... �...... . ; n.-.wY ..?'•n..rrwYl ww.r. y. .++.p•WYtwe Kt A^ S P L ICE D E S I G, N - CONT E N T S DATE: 12/17/01 CADDS TIME: 04:45 PM w -------------------------------------------------------- ORDER # 079270 BUILDER - NORTH VALLEY -------------------------------------_-------------------------=------------ READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 " BLDR CONTACT - ------------------------------------------------------------------------------------=---------------------------------------------- ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN . ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE/YEAR) (SLOPE) (UNIT) (FRAMELINES) PAGE NO. DESIGN FRAME # ------ 1 EWDS ------ 80'-0" -------- '20'-3 3/81120 ------ PSF ------ 80 MPH ----- ------ UBC 97 ------- 5.00 TO 12 ------ 1 ----=------- FEW .... ------ S— ],A DESIGN .FRAME # 2 LRF 80'-0" 20'-3 3/8"20 PSF 80 MPH UBC 97 5.00 TO -12 1. 01,02,03,04 5-67 .- - ,. . .n .. q.yr. a .. .. -. �..Y+.o ..n..N.nr y i..—.....-.w•.r w.rn.t� +W r, ;`.{„I .a..n.feo.•.......•-m. n•i...s. .. .. • a a w4aw .- . .J..- .. A ++(�. S P L I C E D E S I G N CADDS DATE: 12/17/01 PAGE: 1 TIME: 04:45 PM ORDER ------------------------------------------------------------------------------------------------------------ # 079270 BUILDER NORTH VALLEY READY BUIL BLDR ORDER #'01-68 BLDR ACCOUNT # EN GR GRP - 20-04-007-90 Visalia BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME (HEIGHT(LIVE) ) - PETER KONYN (WIND) (CODE/YEAR) (SLOPE) (S DESIGN SYSTEM FRAME (TYPE) (WIDTH) # 1 DESCRIPTION' EWDS •80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 w .r .. T� ... . n v. .Y wM-.wM t.. .. � • ..rf.. x:+ ♦ r........r...•x of .. •.+.ww+Y nwe liM++jr./. 1n �Y. n..:.A•rh(w.w.Y.wr.•p..•4d�v.Mw.•me .n.M-.w M.ilRir. r.. � �- . ..•rS MiNtH4 .. w. _. n .n.... Yi4.+rwJ'M.'•wr.:fw.—.. zr rvw . S. P L I C E D E S I G N- C O V E R S H E E T CADDS DATE: 12/17/01 PAGES 2 TIME: 04:45 PM ------------------------------ ORDER # 079270 -=---------------------------------------------------------------------------------------- BUILDER NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 Visalia BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN (WIND) (CODE/YEAR) ENGR GRP - (SLOPE) (TYPE) (WIDTH) .(HEIGHT) (LIVE) DESIGN SYSTEM FRAME # 1 DESCRIPTION . EWDS 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 ----------------- ---------------------------------------------------------------------------------------------- RUN OPTIONS AND INFORMATION SOURCING PLANT 04 - VISALIA QUANTITY OF LIKE FRAMES O1 STRESS RATIO LIMIT 1.030 REPORTS SELECTED COVER SHEET BOLT LOADS / ALLOWABLES SIGN CONVENTIONS LAYOUT SKETCH APPLIED LOADS SUMMARY FLANGE / WEB PLATE INFORMATION PART DIMENSIONS WELD INFORMATION BOLTS / SPLICE PLATE INFORMATION S P L I C E D E S I G N - C 0 V E R S H E E T DATE: 12/17/01 CADDS TIME: 04:45 PM - PAGE:S 3 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 079270 BUILDER - NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN ENGR GRP - Visalia (TYPE) (WIDTH) ' (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1. DESCRIPTION EWDS 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 ------------------------------------------------------------------------------------------------------------------------------------ SPLICES SELECTED SPL MEMB SEQ Connection GROUP INFORMATION I ASSEMBLY INFORMATION NUM NUM NUM Description I NUM Connection Plate Opt NUM Stiffener Opt Weld Opt --- --- --- -------------------- + ---- --------------------------- +------- -- ----------------- ------------------------ 1 01 1 Pinned Base Plate 1 Analysis Only OV34830 01 Analysis Only Design w/ Combined Welds 2 01 2 Knee Splice 2 Analysis Only OV34830 02 Analysis Only Design w/ Combined Welds OV34832 01 Analysis Only Design w/ Combined Welds 3 03 1 Pinned Base Plate 3 Analysis Only OV34836 01 Analysis Only Design w/ Combined Welds 5 05 1 Pinned Base Plate .5 Analysis Only OV34838 01 Analysis Only Design w/ Combined Welds 7 08 1 Pinned Base Plate 5 Analysis Only OV34838 01 Analysis Only Design w/ Combined Welds 9 10 1 Pinned Base Plate 3 Analysis Only OV34836 01 Analysis Only Design w/ Combined Welds 11 12 1 Pinned Base Plate 1 .Analysis Only OV34830 01 Analysis Only Design w/ Combined Welds 12 12 2 Knee Splice 2 Analysis Only OV34830 02 Analysis Only Design w/ Combined Welds OV34832 01 Analysis Only Design w/ Combined Welds 13 02 1 Intermediate Roof Bm 7 Analysis Only OV34832 02 Analysis Only Design w/ Combined Welds OV34834 01 Analysis Only Design w/ Combined Welds 14 06 2 Ridge 8 Analysis Only OV34834 02 Analysis Only Design w/ Combined Welds OV34834 02 Analysis Only Design w/ Combined Welds 15 11 1 Intermediate Roof BM 7 Analysis Only OV34832 02 Analysis Only Design w/ Combined Welds OV34834 01 Analysis Only Design w/ Combined Welds P� _.....e,...,a .... .... .. �r - .w............�..n �wS.h-'-.w4A. rte a4.^++,. ......r ...............r-. ....w.. -....c ., r. �. u. •. I C E... DES IGN - A P P L I E D L O A D S S U M M A R Y S P L CADDS DATE: 12/17/01 PAGE:S 4 TIME: 04:45 PM -----------------------------------------_---------------------------------------------BLDR--------------- ORDER # 079270 BUILDER NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT ENGR GRP - 20-04-007-90 Visalia BLDR CONTACT - ANDY WOOD BLDR PHONE # 530 345-7296 (HEIGHT) PROJ NAME - (LIVE) PETER KONYN (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 (TYPE) DESCRIPTION EWDS (WIDTH) 80'-0". 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 S Nuts SPLICE # 01 ------------------------------------------ TYPE : Pinned Base Plate ------------------------LBBB-- SUBTYPE ,No Ext Corner - LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y STRESS MEMBER NO ------------------------ CATEGORY -------- (kips) ------- .(kips) (kips) -------------- FACTOR STRENGTH --- 1 DL + CLL LL Std Des 2.45 -0.11 0.00 1.00 N ,+ 2 DL + WLL Std Des -1.46 1.96 0.00 1.33 N 3 DL + WLR Std Des 1.04 -1.54' 0.00 1.33 N 4 D+CLL+EQL/1.4 Std Des 0.04 0.49 0.00 1.33 N 5 D+CLL+EQR/1.4 Std Des Axial C 1.97 Category -0.57 0.00 3 Load Combination - 1.33 N Does not apply to Splice Design. 6 PD+PC+0.70PL+2.BOEQL 7. PD+PC+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. to'Splice Design. 9 0.85P(DL+CL)+2.80EQR Axial T Category 4 Load Combination - Does not apply Does apply to this Splice Type. 10 DL+CL+2.80EQL Conns Category 2 Load Combination - Combination - not Does not apply to this Splice Type. 11 DL+CL+2.80EQR Conns Category 2 Load N 12 DL + EWP Std Des -2.40 -0.84 0.49 1.33 13 DL + EWS Std Des -2.40 -0.84 -0.49 1.33 N 14 dl+ip Std Des -2.97 3.48 0.44 1.33 N 15 dl+is -Std Des 4.13 -3.11 -0.28 1.33 N . P A R T D I M E N S I O N S Column Sidewall Endwall Dimensions at Connection Flg. to Flg. Dimension 12.250" 8.000" 6.000" Offset from Structure Line Adjacent Depth Change Information Distance to Depth Change 18'- 2.146" Flg. to Flg. Dimension 12.250" Adj. P1. Angle (Degrees) 0.000 S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E CADDS DATE: 12/17/01 PAGES 5 TIME: 04:45 PM-------------------------- ------------------ ---------------------------------------=--------------- ORDER # 079270 BUILDER - NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 ENGR GRP - Visalia BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296_ PROJ NAME (LIVE) - PETER KONYN (WIND) (CODE/YEAR) (SLOPE). (TYPE) # 1 DESCRIPTION EWDS (WIDTH) 80'-0" (HEIGHT) 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 DESIGN SYSTEM FRAME TYPE : Pinned Base Plate SUBTYPE • No Ext Corner - S Nuts SPLICE # 01• ----------------------------------------------------------:------ S P L I C E P L A T E PLATE TYPE STANDARD PART NUMBER 0042853 ORIENTATION NORMAL PLATE WIDTH 8.000" PLATE LENGTH 12.500" PLATE THICKNESS 0.500" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO W0.080 CONTROLLING COND. 14 CONTROLLING LOCATION Outer Row 2 B O L T I N F O R M A T I.O N BOLT DIAMETER 0.750" BOLT GAGES - INNER: 4.000" BOLT TYPE A307 WASHERS NO - BOLT. # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW OUTER 1 2 3.000" OUTER 2 2 7.000" 4.000" C O N C R E T E S T R.E S S E S MIN. DESIGN FOOTING SIZE 145.000 ( In**2 ) CONCRETE STRENGTH 3.000 KSI CONTROLLING LOAD COND. NUMBER 15 ACTUAL ULTIMATE CONCRETE STRESS 0.050 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.842 KSI CONCRETE STRESS RATIO 0.027 - .. - -... _ _._ ., ....e•.,. .. ..w-. o - ":.d.�:..-•...,,..,+ r,r.... �. +•... .-. r -»..........,.... •r r ,..r , T »..; ... - -.-f,•s.:.-v. .. r...... .• ... . _ t .rn2 S P L I C E D E S I G N - B O L T L 0 A D S / A L L O W A B L E S(!c `I DATE: 12/17/01 CADDS TIME: 04:45 PM PAGES 6 --------------------------------------------=-------------------------------------------------------------------------------------- 'ORDER # 079270 BUILDER - NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # -20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE# 530-345-7296 PROJ NAME - PETER KONYN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 SPLICE ---------------------------------------------------------------------------------------------------=--------------=----------------. # 01 TYPE : Pinned Base Plate SUBTYPE : No Ext Corner - S Nuts B O L T L 0 A D S / A L L 0 W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------- - ---------------- (Kips per Bolt) ------------------------------ (Kai) (Kai) (Kai) (Kai) COLUMN SIDE 1 Total Section is in Compression 0.000 10.000 0.000 20.000 2 0.366 0.366 1.111 13.329 0.828 26.659 3 Total Section is in Compression 0.575, 13.329 0.000 26.659 4 Total Section is in Compression 0.268 13.329 0.000 26.659 5 Total Section is in Compression 0.060 13.329 0.000 26.659 6 Category 3 Load Combinat.ion - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design.' 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category,2 Load Combination - Does not apply to this Splice Type. 12 0.598 0.599 0.552 13.329 1.355 26.659 13 0.598 0.599 0.552 13.329 1.355 26.659 14 0.741 0.741 1.984 13.329 1.678 26.659 15 Total'Section is in Compression 0.597 13.329 0.000 26.659 .. - -� � . .r r-r..u-.+•....w.w+..+ru.w.. i'.....-..� n /. ti.,Y�+•s..+u.. t.....•.. u..-. .. w. -. .............. _- .. �r rrwnvt.«...y`..•.... Y•»f . . S P L I C E D E S I G N - L A Y O U T S K E T C H. DATE: 12/17/01 CADDS TIME: 04:45 PM PAGES 7 ------------------------------- ORDER # 079270 '------------------------------------------------------------------------------------- BUILDER NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME PETER KONYN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 SPLICE # 01 ----------------------------------------------------------------------------------------------------------------------------------- TYPE Pinned Base Plate SUBTYPE No Ext Corner - S Nuts SPLICE PLATE 0042853 COLUMN BOLTS: 0.750" DIA A307 NO WASHERS 8.000" X 12.500" X 0.500" +- 4.000"-+ -+---------+--- ---------- ------------------- OUTSIDE FLANGE 3.000" FFFFFFFFFFFFFFFFFFFFFFF 0.375 X 6.000 W -+--- 0 W 0 W 4.000" W W -+--- 0 W o W W W W W W W W W W W ` W 12.250" W MAIN WEB W 0.120 W W 5.500" W W r W W W W W W W W W W W W W W W INSIDE FLANGE _ •FFFFFFFFFFFFFFFFFFFFFFF 0.375 X 6.000 -+------------- ----------------------------- .. - .. «. � ay.�....t. r. Y r.-wn».. rr..rsrS.+yRn • JMi-vw+M..�rw..... ..w r..w r... r � ... .••... ... rr. .. N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N S P L I C E D E S I G CADDS DATE: 12/17/01 PAGES 8 TIME: 04:45 PM ------------------------------------------------------ - ORDER # 079270 BUILDER NORTH VALLEY READY ----------------_---------------------------------------- BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 ENGR GRP - Visalia BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER (LIVE) (WIND) KONYN (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 •(TYPE) DESCRIPTION EWDS (WIDTH) (HEIGHT) 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 S Nuts SPLICE *01 ------------------------------------------------- TYPE Pinned Base ---------------------- Plate SUBTYPE No Ext Corner F L A N G E P L A T E•S ----------- MAXIMUM STRESSES ----------- PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD LOCATION DESCRIPTION W X L EDGE ACT. ALLOW ACT. ALLOW COND T X -----=-- Inches --------- (In•) (Ksi) (Ksi) (Ksi) (Kai) COLUMN SIDE 0.375 X 6.000 0.000. 0.18 43.99 0.70 65.98. 0.010 15 OUTER 1 Main Flange 0.375 X 6.000 0.250 0.04 43.99 0..70 65.98 0.010 15 INNER 1 Main Flange W E B - P L A T E S ------------------ MAXIMUM STRESSES ------------------- SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD DESCRIPTION PART NO. W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND T X ------------- Inches -------------- (Ksi) (Ksi) (Ksi!) (Ksi) (Ksi) (Ksi) COLUMN SIDE 2.39 29.33 2.25 43.99 0.70 65.98 0.081 14 Main Web 0.120 W E L D.. I N F O R M A T I O N - COLUMN SIDE F L A N G E • P L A T E S FULL •------------ --- WELD SIZE -----------------`- -------- MAXIMUM STRESSES -------- DESCRIPTION STRENGTH ---- ---- FILLET --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k/in) (k/in) (k/in) COND OUTER 1 Main Flange Flange to Splice Plate INNER 1 Main Flange Flange to Splice Plate COLUMN SIDE DESCRIPTION 3/16" 0.06 5.57 0.012 14 3/16" 0.01 5.57 0.002 12 W E L D I N F O R M A T I O N W E B P L A T E S ------ WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ----.FILLET ---------- PENETRATION ---=- --- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near.Side . Far Side Win) Win) Win) COND Main Web 1/8" 1/811 0.27 0.29 6.35 0.062 14 Web to Splice Plate S P .L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y. CADDS DATE: 12/17/01 1 PAGE:S' 9 TIME: 04:45 PM ORDER # 079270 BUILDER NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT 20-04-007-90 # 6 PROJ NAME - PETER KONYN ENGR GRP BLDR CONTACT ANDY WOOD BLDR PHONE # 530-345-729 - Visalia T (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 SPLICE # 02 TYPE Ext Col - Roof Beam Knee -----_-- - SUBTYPE-_---- -----2-Row Outer Hmhd - Horiz ---------------------------=---------------------------------- LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO -------------------- CATEGORY (kips) (kips) (in -k) FACTOR STRENGTH 1 DL + CLL + LL Std Des 2.14 -0.11 -24.89 1.00 N 2 DL + WLL Std Des -1.84 -0.24 179.11 1.33 N 3 DL + WLR Std Des 0.73 -0.17 -180.69 1.33 N 4 D+CLL+EQL/1.4 Std Des -0.34 0.49 107.64 1.33 N 5 D+CLL+EQR/1.4 Std Des 1.66 -0.57 -123.81 1.33 N 6 PD+PC+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PD+PC+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85P(DL+CL)+2.80EQL Axial.T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85P(DL+CL)+2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL+CL+2.80EQL Conns -3.13 2.03 441.96 1.70 Y 11 DL+CL+2.80EQR Conns 4.45 -2.10 -458.13 1.70 Y 12 DL + EWP Std Des -2.77 1.07 33.30 1.33 N 13 DL + EWS Std Des -2.77 1.07 33.30 1.33 N 14 dl+ip Std Des ;3.34 1.28 509.34 1.33 N 15' dl+is. Std Des 3.82 -1.74 -522.90 1.33 N P A R T D I M E N S I O N S Column Roof Beam Dimensions at Connection Outside Hammerhead Dimension 7.875" Flg. to Flg. Dimension 12.250" 20.000" Part Slope 5.000 TO 12 Conn. Plate Angle (Degrees) 0.000 0.000 Offset from Structure Line 8.000" 0.125" Main Flange Dimensions g 5.000" Outer Flange Width Thickness 0.250�� Inner Flange Width 5.000 Thickness 0.250" Adjacent Depth Change Information 18'- 2.146" 71- 4.597" Distance to Depth Change Flg. to Flg. Dimension 12.250" 12.000" Adj. P1. Angle (Degrees) 0.000 0.000 a flow, (f E S P L I C ED E S I G N - B O L T / S • P L I C.E P L A T E i. DATE: 12/17/01 - CADDS { PAGE S 10 TIME; 04:45 PM j ORDER # 079270 BUILDER NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME PETER KONYNENGR GRP - Visalia (TYPE) (WIDTH) - (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION. EWDS 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 SPLICE # 02 --------------------------- TYPE ----------------------------------- : Ext Col - Roof Beam Knee --------------------------------------- SUBTYPE : 2 Row Outer Hmhd - Hori.z S P L I C E P L A T E BOTH SIDES PLATE TYPE STANDARD PART NUMBER 0042869 ORIENTATION REVERSED - ! PLATE WIDTH 6.000" s ^j PLATE LENGTH 21.000" PLATE THICKNESS 0.375" " PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.648 CONTROLLING GOND. 14 CONTROLLING LOCATION Side 2 Inner Row 1 B O L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.625" INNER 2 2 5:500" 3.000" } OUTER 2 2 6.62511. 5.000" INNER 1 2 2.500" W E B S H E A R NO STIFFENERS ARE REQUIRED FOR WEB SHEAR VOW C E E S I G N - B 0 L T L 0 'A D S / A L L O W A B L E S S P L I ..D CADDS DATE: 12/17/01 PAGE:S 11 TIME: 04:45 PM --------------------------------------------- ORDER # 079270 -------------------------------------------------------------------------------------- BUILDER NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # ENGR GRP - Visalia 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROD NAME (LIVE) - PETER (WIND) KONYN (CODE/YEAR) (SLOPE) (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 2 Row Outer 97 5.000 TO 12 Hmhd Horiz SPLICE # 02 TYPE : Ext Col - Roof Beam Knee SUBTYPE : B O L T L 0 A D S / A L L O'W A B L E S INNER EDGE SHEAR TENSION LOAD NO OUTER EDGE OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. (Ksi) ------------------------------ (Kips per Bolt) ------------------------------ (Kai) (Ksi) (Ksi) COLUMN SIDE 0.000 0.000 0.046 21.000 0.962 43.999 1 0.295 0.125 2.641 3.454 0.096 27.992 11.260 58.651 2 0.000 0.234 0.000 0.000 0.069 27.992 11.011 58:651 3 3.378 2.073 1.459 1.923 0.201 27.992 6.269 58.650 4 0.000 0.088'• 0.000 0.000 0.231 27.992 7.208 58.649 5 6 2.211 Category 3 1.324 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination-- Does not apply to Splice Design. 6.281 8:242 0.825 23.204 26.866 56.073 10 0.000 0.481 0.000 0.000 0.855 23.204 27..162 56.071 11 8.333 5.040 0.902 1.132 0.528 27.992 3.692 58.641 12 0.000 0.221 - 0.902 1.132 0.528 27.992 3.692 58.641 13 0.000 0.221 7.195 9.446 0.584 27.992 30.790 58.639 14 0.000 0.536 0.000 0.000 0.728 27.992 31.368 58.632 15 9.623 5.858 B O L T L O A D S / A L L 0 W A B L E S INNER EDGE SHEAR TENSION LOAD OUTER EDGE 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. NO OUTER 1 OUTER (Ksi) (Ksi) (Ksi) (Ksi) ------------------------------ (Kips per Bolt) ------------------------------ ROOF BEAM SIDE 0.000 0.000 0.046 21.000 0.777 43.999 1 0.238 0.103 2.594 3.356 0.096 27.992 10.941 58.651 2 0.000 0.337 0.000 0.000 0.069 27.992 10.194 58.651 3 3.127 1.990 1.428 1.862 0.201 27.992 6.069 58.650 4 0.000 0.145 0.000 0.000 0.231 27.992 6.598 58.649 5 6 2.024 Category 3 1.258 Load Combination - Does not apply to Splice Design.. 7 Category 3 Load Combination - Does not apply to Splice Design. e Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design.. 6.160 7.996 0.825 -23.204 26.064 56.073 10 0.000 0.727 0.000 0.000 0.855 23.204 24.978 56.071 11 7.663 4.810 0.899 - 1.119 0.528 27.992 3.648 58.641 12 0.000 0.248 0.899 1.119 0.528 27.992 3.648 58.641 13 0.000 0.248 7.054 9.162 0.584 27.992 29.863 58.639 14 0.000 0.818 0.000 0.000 0.728 27.992 28.931 58.632 15 8.876 5.605 S P L I C E D E S I G N - L A Y O U T S K E T C H CADDS PAGES 12 DATE: 12/17/01 TIME: 04:45 PM _ _ ------------ - ------ --------------=---------COUNT # 20-0-- _ ------------------ --- "-'--"-" BLDR ACCOUNT # 20-04-007-90 BLDR ORDER # 01-68 ENGR GRP - Visalia ORDER # 079270 BUILDER - NORTH VABLDR PHONE #LEY READY UI530-345-7296 PROJ NAME - PETER KONYN BLDR CONTACT - ANDY WOOD (TYPE) (WIDTH) (HEIGHT) (LIVE) .(WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 80'-0" .20'-3 3/8" 20 PSE 80 MPH UBC 97 5.000 TO 12 SUBTYPE 2 Row Outer Hmhd - Horiz SPLICE # 02 TYPE : Ext Col - Roof Beam Knee ---------------- ------------------------------------------------------------ ------- OF BEAM SIDE BOLTS: 0.625" DIA A325.NO WASHERS SPLICE PLATE 0042869 REVERSED 6.000" X 21.000"X 0.375" OUTER HAMMERHEAD FLANGE 0042892 0.250 X 6.000 X 6.000 OUTER HAMMERHEAD GUSSET 0.250 X, 7.625 X• 6.000 OUTSIDE FLANGE 0.375 X 6.000 MAIN WEB 0.120 INSIDE FLANGE 0.375 X 6.000 8.875" 12.250" COLUMN SIDE +- 2.750"-+ ----------------------------- - HFHFHFHFHFHEFEFEFEFEFEF W 0 W o W W W 0 W o W FFFFFFFFFFFF W W W W W W W W W W W W W W W W W W W W W W W W W 0. W 0 W W W 0 W o W FFFFFFFFFFFFMSMSMSMSMSM 21.000" END FLANGE 0.375 X 6.000 X 13.000 MAIN WEB 0.120 MAIN STIFFENER 0.500 X 2.500 X 19.375 NS/FS COLUMN SIDE OUTER 1 Hammerhead Flange 0042892 OUTER 3 -Main Flange INNER 1 Main Flange ROOF BEAM SIDE OUTER 1 End Flange INNER 1 Main Stiffener DESCRIPTION PART NO. COLUMN SIDE Outer Hammerhead Gusset Main Web ROOF BEAM SIDE Main Web COLUMN SIDE DESCRIPTION OUTER 1 Hammerhead Flange Flange to Splice Plate OUTER 3 Main Flange Flange to Splice Plate INNER 1 Main -Flange Flange to Splice Plate 3.71 G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N CADDS S P L I C E D E S I 65.98 0.214 13 DATE: 12/17/01 X 6.000 X 6.000 7.875 -PAGES TIME: 04:45 PM 43.99 0.00- ---------------- --------------------------------- BLDR ACCOUNT # 20-04-007- 90 _ _ ------------------------ ORDER # 079270 BUILDER - NORTH VALLEY READY BUIL .BLDR ORDER # 01-68 PROJ NAME - PETER KONYN ENGR GRP - Visalia BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) TO 12 SYSTEM FRAME '# 1 (TYPE) DESCRIPTION EWDS '_ 80'-0" 20'-3 3/8" 20 PSF 80 MPH SUBTYPE UBC 97 Row Outer Hmhd5.000Horiz DESIGN TYPE Ext Col - Roof Beam Knee ---------------------------------------- SPLICE # 02 --2 --------------------------------------- 0.000 F L A N G -E. P L A T E S MAXIMUM STRESSES ----------- 12.08 65.98 0.182 14 DIST FROM - TENSION - COMPRESSION CSR LOAD COND LOCATION DESCRIPTION PART NO. 0.000 SIZE X W X L EDGE ACT. ALLOW ACT. ALLOW (Ksi)' 11.85 65.98 T 15 (In.) (Ksi) (Ksi) (Ksi) 2.500 X 19.375 -------- Inches --------- .1.38 COLUMN SIDE OUTER 1 Hammerhead Flange 0042892 OUTER 3 -Main Flange INNER 1 Main Flange ROOF BEAM SIDE OUTER 1 End Flange INNER 1 Main Stiffener DESCRIPTION PART NO. COLUMN SIDE Outer Hammerhead Gusset Main Web ROOF BEAM SIDE Main Web COLUMN SIDE DESCRIPTION OUTER 1 Hammerhead Flange Flange to Splice Plate OUTER 3 Main Flange Flange to Splice Plate INNER 1 Main -Flange Flange to Splice Plate 0.120 FULL STRENGTH YES 15.50 17.96 35.08 43.99 12.38 65.98 0.863 14 W E L D I N F O R M A T I O N F L A N G E P L A T E S -------- MAXIMUM STRESSES -------- WELD SIZE ------------------- ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LO AD Out Face In Face Out,Face In Face (k/in) Win) Win) COND 1/8" 3/16" 5/16" 5/16" 1.44 3.71 0.389 15 0.000 5.57 5.53 43.99 14.15 65.98 0.214 14 0.250 X 6.000 X 6.000 7.875 2.44 43.99 0.00- 49.50 0.055 15 0.375 X 6.000 0.875 3.94 43.99 13.59 65.98 0.206 15 0.375 X 6.000 0.000 3.69 43.99 12.08 65.98 0.182 14 0.375 X 6.000 X 13.000 0.000 43.99 11.85 65.98 0.180 15 0.500 X 2.500 X 19.375 .1.38 W E B P L A T E S _ MAXIMUM STRESSES ----------- -------- - SHEAR --- - TENSION - COMPRESSION CSR LOAD SIZE X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND T X W X OL (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) ------------- Inches -------------- 20.29 29.33 12.59 43.99 13.84 65.98 0.692 14 0.250 X 7.625 X 6.000 1.47 33.66 32.21 43.99 13.13 65.98 0.731 14 0.120 0.120 FULL STRENGTH YES 15.50 17.96 35.08 43.99 12.38 65.98 0.863 14 W E L D I N F O R M A T I O N F L A N G E P L A T E S -------- MAXIMUM STRESSES -------- WELD SIZE ------------------- ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LO AD Out Face In Face Out,Face In Face (k/in) Win) Win) COND 1/8" 3/16" 5/16" 5/16" 1.44 3.71 0.389 15 0.93 5.57 0.168 15 1.50 16.50 0.091 14 r - .w...r. .r.• ............. +N r..... "�. ' .. r 4 i:y..m y.w .. t 1; rl Y. ... .w._ ♦ _ �wr.r.+Mt�-.. ..-.nin•—r . S'P L I_ C E D E S I G N - W E L D I N F O R M A T I O N DATE: 12/17/01' CADDS- TIME: 04:45 PM PAGES 14 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 079270 BUILDER - NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME.- PETER KONYN _ENGR GRP - Visalia- (TYPE) isalia(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 80'-011' 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 SPLICE # 02 TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - Horiz ----------------------------------------------------------------------------------------------------------------------------------- _ W.E L D I N F O R M A T I O N COLUMN SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET ------------ PENETRATION ------=-- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) I COND Outer Hammerhead Gusset Gusset to Splice Plate 1/8" 1/8" 2.72 6.34 0.430 11 Gusset to Hammerhead Flange 3/16" 3.07 3.17 0.968 10 Gusset to Outer Flange 3/16" 3/16" 4.39 6.34 0.693 10 Main Web •Web to Splice Plate 1/8" 1/8" 3.37 0.13 6.34 0.532 10 W E L D I N F O R M A T I O N ROOF BEAM SIDE ' F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 1 End Flange End Flg to Splice P1 3/16" 1.41 5.57 .0.254 15 End Flg to Outer Flg 1/8" 0.00 1.86 0.000 1 INNER 1 Main Stiffener Stiffener to Splice P1 3/16" 0.68 5.57 0.124 14 Stiffener to Web Plate 1/8" 0.76 2.47 0.309 15 W E L D I N F O R M A T I O N ROOF BEAM SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) I COND Main Web Web to Splice Plate 1/8" 1/8" 3.74 1.53 6.11 0.661 10 Web to End Flange 1/8" 0.68 2.11 0.321 10 S. P L I C E .. D E S I G N - A P P L I E D L O A D S S U. M M A R Y CADDS PAGE:S 15 DATE: 12/17/01 TIME: 04:45 PM -------------------------------------------- ________------------------------------------------------- BLDR ACCOUNT # 20-04-007-90 BLDR ORDER # 01-68 ENGR GRP - Visalia ORDER # 079270 BUILDER - NORTH VABLDR PHONE #LEY READY U.530-345-7296 PROJ NAME - PETER KONYN BLDR CONTACT- ANDY WOOD (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) SUBTYPE ---No--Ext EWI Pin - S Nuts DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC WI 5.000 TO -1 --------------- SPLICE # 03 TYPE : Pinned Base Plate ----------------- ------------------------------- STRESS MEMBER LOAD DESCRIPTION DESIGN CATEGORY AXIALSHEAR S�(kips) SHEAR(s) FACTOR STRENGTH NO-------------- Std Des 4.65 0.00 . 0.00 1 DL + CLL + LL 0.00 2 DL + WLL Std Des -0.40 0.00•, 3 DL + WLR Std Des -2.74 0:00 0.00 Std -Des 280 0:00 0.00 . 4 D+CLL+EQL/1.4 0.00 5 D+CLL+EQR/1.4 Std Des 0.62 0.00 6 PD+PC+0.70PL+2.80EQL Axial C Category 3 Load Combination - 7 PD+PC+0.70PL+2.BOEQR Axial C Category 3 Load Combination: - 8 0.8'5P(DL+CL)+2.BOEQL Axial T Category 4 Load Combination - 9 0.85P(DL+CL)+2.80EQR Axial'Category 4 Load Combination - onns T, Category 2 Load Combination - 10 DL+CL+2.80EQL DL+CL+2.80EQR Conns Category 2 Load Combination 11 12 DL + EWP Std Des -4.76 1.56 0.00 Std Des -4.76 -1.56 0.00 13 DL + EWS , 14 dl+ip Std Des . 6.40 1.39 0.00 15 dl+is Std Des -5.60 -0.87 0.00 Dimensions at Connection Flg. to Flg. Dimension Offset from Structure Line Adjacent Depth Change Information Distance to Depth Change Flg. to Flg. Dimension Adj. P1: Angle (Degrees) 1.00 N .1.33 N 1.33 N 1.33 N 1.33 N Does not apply to Splice Design. Does not apply'to Splice Design. Does not apply to Splice Design: Does not apply to Splice Design. Does not apply to this Splice Type. Does not apply to this Splice Type. 1.33 N 1.33 N 1.33 N 1.33 N P A R T D I M.E N S I O N S Column 12.000" 1.000" 24'-10.375" 12.000" 0.000 • • - ._.. .. .. ... ♦..:. .n ... - .. \ .. .�Mn•..v.i..wn-• ..•.... tea..♦ .. "�.' . -' .. -.r _ �,w,.,•�.-..n ••..t....J. is •�,� S•P L I C E D E S I G N - B O L T ' S / S P L I C E 1 P L A T E 1 f DATE: 12/17/01 CADDS PAGE:S 16 TIME: 04:45 PM ---------------------------------------------=------------------=---------------7-------------------------------------- ORDER # 079270 BUILDER 7 NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN ENGR GRP - Visalia " (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC` 97 5.000 TO 12 SPLICE # 03 TYPE : ------------------------------------ Pinned Base -------------------------------------------------- Plate SUBTYPE : No Ext EWI Pin - S Nuts S P L I C_ E P L AT E PLATE TYPE STANDARD - PART NUMBER 0042853 ORIENTATION NORMAL t: PLATE WIDTH 8.000" PLATE LENGTH 12.500" PLATE THICKNESS 0.500" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.149 CONTROLLING:-COND.—_-_• 15 CONTROLLING LOCATION • .Outer Row 2 B O L T I N F O R M A T I O N' BOLT DIAMETER 0.750" BOLT GAGES - INNER: 4.000" BOLT TYPE A307 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW ` EDGE PREV ROW OUTER 1 2 3.000" OUTER 2 2 7.000" 4.000" C O N C R E T E, S T R E S S E S MIN. DESIGN FOOTING SIZE 145.000 ( In**2 ) CONCRETE STRENGTH 3.000 KSI CONTROLLING LOAD GOND. NUMBER 14 ACTUAL ULTIMATE CONCRETE STRESS 0.077 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.842 KSI CONCRETE STRESS RATIO 0.042 S P L I C E E S I G N - B O L T L O A D S / A L L O W A B L E S ' �D CADDS DATE: 12/17/01 PAGES 17 TIME: 04:45 PM ----- ORDER ------------------------ # 079270 --------------- BUILDER NORTH VALLEY ------------------------------------------------------------------------- READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 Visalia: BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME (HEIGHT) (LIVE) - PETER (WIND) KONYN (CODE/YEAR) ENGR GRP - (SLOPE) (TYPE) (WIDTH) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 80'-0" 20'-3 3/8" 20 PSF '80 MPH UBC 97 5.000 TO 12 SPLICE # 03 ----=------------------------------------------------7------------------------------- TYPE : Pinned Base Plate SUBTYPE : No Ext EWI Pin - S Nuts B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE 3 OUTER INNER EDGE 4 INNER 4 INNER 3 INNER 2 INNER 1 SHEAR fv Act. Fv All. TENSION ft Act. Ft All. NO OUTER 1 ------------------------------ OUTER 2 OUTER (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE I Total Section is in Compression 0.000 10.000 0.000 20.000 0.000 13.329 0.228 26.659 2 0.100 0.100 0.000 13.329 1.552 26.659 30.685 0.685 Total Section is in Compression 0.000 13.329 0.000 26.659 4 5 Total Section is in Compression 0.000 13.329 0.000 26.659 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 0.883 13.329 2.694 26.659 12 1.190 1.190 0.883 13.329 2.694 26.659 13 14 1.190 1.190 Total Section is•in Compression 0.000 13.329 0.000 26.659 0.489 13.329 26.659 t 15 1.399 1.400 .3.168 +- 4.000"-+ -+---------+--- ----------------------------- OUTSIDE FLANGE 3.000" S P L I C E D E S I G N - L A Y O U T S'K E T C H -+--- o W o W 4.000" W CADDS DATE: 12/17/01 -+--- o. W o -W" PAGE:S 18 TIME: 04:45 PM W W ------ W --------------------------------------------------------------------=-------------------------------------------- ORDER # 079270 BUILDER NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 Visalia BLDR CONTACT -'ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN ENGR GRP — (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION . EWDS 80'-0" 20'-3.3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 SPLICE # 03 -------------------------------------------------------------------------- TYPE : Pinned Base Plate SUBTYPE : -- ------------------------------------------------------- -SPLICE No Ext EWI Pin - S Nuts 5.500" SPLICE PLATE 0042853• COLUMN BOLTS: 0.750".DIA A307 NO WASHERS 8.000" X 12.500" X 0.500" W W +- 4.000"-+ -+---------+--- ----------------------------- OUTSIDE FLANGE 3.000" FFFFFFFFFFFFFFFFFFFFFFF 0.250 X 6.000• W -+--- o W o W 4.000" W W -+--- o. W o -W" W W W W W W W W W W 12.000" W MAIN WEB W 0.140 W W 5.500" W W W W W W W W W W W W W W W W W INSIDE FLANGE _ FFFFFFFFFFFFFFFFFFFFFFF 0.250 X 6.000 -+------------- ----------------------------- OUTER 1 Main Flange Flange to Splice Plate INNER 1 Main Flange Flange to Splice Plate COLUMN SIDE DESCRIPTION 1/8" 0.12' 3.71 0.033 15 0.02 3.71 0.007 12 W E L D I N F O R M A T I O N W E B P L A T E S _-------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LO AD Near S. Far S. Near Side Far Side (k/in) (k/in) (k/in) COND Main Web 1/8" 1/8" 0.51 0.07 7.39 0.069 15 Web to Splice Plate S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N CADDS DATE: 12/17/01 PAGES 19 TIME: 04:45 PM ----------------------------------------- --------------------------------------------------------------------------------- # 079270 BUILDER NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # ENGR GRP - Visalia 20-04-007-90 ORDER BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER (LIVE) (WIND) KONYN (CODE/YEAR) (SLOPE) (TYPE) (WIDTH) (HEIGHT) 20'-3 318" 20 PSF 80 MPH UBC 97 5.000 TO 12 DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 80'-0" SUBTYPE No Ext EWI Pin S Nuts SPLICE # 03 --------------------------------------------- TYPE : Pinned Base Plate F L A N•G E P L A T E S '----------_ MAXIMUM STRESSES ------- SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD LOCATION DESCRIPTION PART NO. X. L EDGE ACT. ALLOW, ACT. ALLOW GOND T X -------- W Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Kai) COLUMN SIDE 0.250 X 6.000 0.000 0.48 43.99 1.39 65.98 0.020 14 OUTER 1 Main Flange 6.000 0.500, 0.12 ;43.99 1.39 65.98 0.020 14 INNER 1 Main Flange 0.250 X W E B P L A T E S MAXIMUM STRESSES ------------------- SIZE - SHEAR --- - TENSION - COMPRESSION CSR LOAD DESCRIPTION PART NO. OL IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND T X ------------- W X .X Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE 0.91 29.33 3.63 43.99 ' 1.39 65.98 0.082 15 Main Web 0.140 W E L D I N F O R M A T I O N COLUMN SIDE F L A N G E P L A T E S -------_ MAXIMUM STRESSES -------- DESCRIPTION FULL ------------------- WELD SIZE ----------- PENETRATION - ------- TENSION SHEAR ALLOW CSR LOAD STRENGTH ---- FILLET ------------- Face In Face (k/in) (k/in) (k/in) GOND Out Face In Face Out OUTER 1 Main Flange Flange to Splice Plate INNER 1 Main Flange Flange to Splice Plate COLUMN SIDE DESCRIPTION 1/8" 0.12' 3.71 0.033 15 0.02 3.71 0.007 12 W E L D I N F O R M A T I O N W E B P L A T E S _-------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LO AD Near S. Far S. Near Side Far Side (k/in) (k/in) (k/in) COND Main Web 1/8" 1/8" 0.51 0.07 7.39 0.069 15 Web to Splice Plate LOAD DESCRIPTION NO MOMENT CAPACITY MOMENT CAPACITY DL + CLL + LL DL + WLL DL + WLR D+CLL+EQL/1.4 D+CLL+EQR/1.4 PD+PC+0.70PL+2.80EQL PD+PC+0.70PL+2.80EQR 0.85P(DL+CL)+2.80EQL 0.85P(DL+CL)+2.BOEQR DL+CL+2.80EQL DL+CL+2.80EQR DL + EWP DL + EWS dl+ip dl+is DESIGN AXIAL SHEAR MOMENT ' STRESS - MEMBER CATEGORY -(kips) -(kips)-(in_k)- FACTOR STRENGTH Std Des Std Des Std Des Std Des. Std Des Std Des Std Des Axial C Axial C Axial T Axial T Conns Conns Std Des Std Des Std Des Std Des Dimensions at Connection Flg. to Flg. Dimension Part Slope Conn. Plate Angle (Degrees) Adjacent Depth Change Information Distance to Depth Change Flg. to Flg. Dimension Adj. P1. Angle (Degrees) 0.00 0.00 -279.15 0.00 0.00 279.15 0,.11 -0.04 29.69 -1.69 0.62 36.15 -1:63 0.78 36.15 0.01 -0.09 10.10 -0.07 0.07 10.10 Category 3 Load Combination - Category 3 Load Combination - Category 4 Load Combination - Category 4 Load Combination - Category 2 Load Combination - Category 2 Load Combination - -5.51 2.30 127.•25 -5.51 2.30 127.25 -0.43' -0.42 7.71 0.00 0.60 7.71 1.00 N 1.00 N 1.00 N 1.33 N 1.33 N 1.33 N 1.33 N Does not apply to Splice.Design. Does not apply to Splice Design. Does not apply to Splice Design. Does not apply to Splice.Design. Does not apply to this Splice Type. Does not apply to this Splice Type. 1.33 N 1.33 N 1.33 N 1.33 N P A R T D I M E N S I O N S Left S P- L I C E• D E S I G N- A P P L I E D L O A D S S U M M A R Y 5.000 TO 12 CADDS 22.620 22.620 311- 6.846" 311- 6.846" 12.000" 12.000" 0.000 PAGE:S 53 DATE: 12/17/01 TIME: 04:45 PM -------------------------------- BLDR ACCOUNT.# 20-04-007-90 -------------------- -ORDER # 079270 __ --------------------------------------BLDR BUILDER - NORTH VALLEY READY 'BLDR BUIL ORDER # 530-345-7296 PROJ NAME # 01-68----- - PETER KO(CO ENGR GRP = _ Visalia. BLDR CONTACT - ANDY WOOD PHONE (TYPE) (WIDTH) (HEIGHT) (LIVE). (WIND) (CODE/YEAR) 97 5.000OTO)12 DESIGN SYSTEM FRAME # ,1 DESCRIPTION EWDS 80'-0" 20'-3 3/B11 20 PSF .SUBTYPE ;-80�MPH---O/IBC Extens-_ Comp Bm SPLICE # 14 -------------------.--------------- TYPE Ridge ----------------------------- LOAD DESCRIPTION NO MOMENT CAPACITY MOMENT CAPACITY DL + CLL + LL DL + WLL DL + WLR D+CLL+EQL/1.4 D+CLL+EQR/1.4 PD+PC+0.70PL+2.80EQL PD+PC+0.70PL+2.80EQR 0.85P(DL+CL)+2.80EQL 0.85P(DL+CL)+2.BOEQR DL+CL+2.80EQL DL+CL+2.80EQR DL + EWP DL + EWS dl+ip dl+is DESIGN AXIAL SHEAR MOMENT ' STRESS - MEMBER CATEGORY -(kips) -(kips)-(in_k)- FACTOR STRENGTH Std Des Std Des Std Des Std Des. Std Des Std Des Std Des Axial C Axial C Axial T Axial T Conns Conns Std Des Std Des Std Des Std Des Dimensions at Connection Flg. to Flg. Dimension Part Slope Conn. Plate Angle (Degrees) Adjacent Depth Change Information Distance to Depth Change Flg. to Flg. Dimension Adj. P1. Angle (Degrees) 0.00 0.00 -279.15 0.00 0.00 279.15 0,.11 -0.04 29.69 -1.69 0.62 36.15 -1:63 0.78 36.15 0.01 -0.09 10.10 -0.07 0.07 10.10 Category 3 Load Combination - Category 3 Load Combination - Category 4 Load Combination - Category 4 Load Combination - Category 2 Load Combination - Category 2 Load Combination - -5.51 2.30 127.•25 -5.51 2.30 127.25 -0.43' -0.42 7.71 0.00 0.60 7.71 1.00 N 1.00 N 1.00 N 1.33 N 1.33 N 1.33 N 1.33 N Does not apply to Splice.Design. Does not apply to Splice Design. Does not apply to Splice Design. Does not apply to Splice.Design. Does not apply to this Splice Type. Does not apply to this Splice Type. 1.33 N 1.33 N 1.33 N 1.33 N P A R T D I M E N S I O N S Left Right Roof Beam Roof Beam 12.000" 12.000" 5.000 TO 12 5.000.TO 12 22.620 22.620 311- 6.846" 311- 6.846" 12.000" 12.000" 0.000 0.000 BOLT DIAMETER BOLT TYPE WASHERS BOLT # BOLTS ROW IN ROW OUTER 1 2 B O L T I N F O R M A.T I O N 0:62511 BOLT GAGES - INNER: A325 NO DIST FROM DIST FROM BOLT # BOLTS EDGE PREV ROW ROW IN ROW 1.125" INNER 1 2 2.750" DIST FROM DIST FROM EDGE PREV ROW 1.125" S P_L. I C E D E S I. G N - B O L T S / S P L I C E P L A T E CADDS 54 PAGEDATE: 12/17/01 --_------- TIME: 04:45 PM -----------------------LDR ACCOUNT BLDR ACCOUNT # 20-04-007-90 _ ORDER # 079270 BUILDER --------------------------------------------- ER - NORTH VALLEY READY BUIL BLDR ORDER PROJ NAME # 01-68 - PETER KON ENGR GRP - Visalia BLDR CONTACT - ANDY WOOD BLDR PHONE (TYPE) # 530-345-7296 (WIDTH) (HEIGHT) (LIVE) (WIND) DE/YEAR) (CODE/YEAR) - (SLOPE) TO 12 DESIGN SYSTEM FRAME # 1' DESCRIPTION EWDS 80'-0" 20'-3 3/811 SUBTYPE 20 PSF80 MPH O/IBExtens7- Comp Bm0 SPLICE # 14 TYPE Ridge -------'-""----- ------------------------------- S P L I C E P L A T E BOTH SIDES PLATE TYPE CUSTOM OV34834-01 PART NUMBER NORMAL ORIENTATION 6.000" PLATE WIDTH 18.000" PLATE LENGTH 0.500" PLATE THICKNESS 55.00 KSI PLATE YIELD STRESS 2.375" PLATE OFFSET 0.820 DESIGN STRESS RATIO +50� CONTROLLING GOND. CONTROLLING LOCATION Side 1 Inner Fig 2 BOLT DIAMETER BOLT TYPE WASHERS BOLT # BOLTS ROW IN ROW OUTER 1 2 B O L T I N F O R M A.T I O N 0:62511 BOLT GAGES - INNER: A325 NO DIST FROM DIST FROM BOLT # BOLTS EDGE PREV ROW ROW IN ROW 1.125" INNER 1 2 2.750" DIST FROM DIST FROM EDGE PREV ROW 1.125" S P L I C E D E S I G N - B O L T L O A D S / A L L O W A B L E S f DATE: 12/17/01 CADDS TIME: 04:45 PM PAGES 55 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 079270 BUILDER - NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 14 TYPE : Ridge SUBTYPE : O/I Extens - Comp Bm B O L T L O A D S / A L L O W A B L E S i LOAD OUTER EDGE w INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Kai) (Ksi) (Ksi) LEFT ROOF BEAM SIDE -50% 10.044 0.000 0.000 21.000 32.736 44.000 +50% 0.000 9.871 0.000 21.000 32.175 44.000 1 0.000 1.025 0.001 21.000 3.343 44.000 2 0.000 1.661 0.061 27.992 5.416 58.651 3 0.000 1.661 0.073 27.992 5.416 58.651 4 0.000 0.348 0.066 27.992 1.137 58.651 5 0.000 0.349 0.074 27.992 1.139 58.651 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design.. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 0.000 5.767 0.005 27.992 18.797 58.651 13 0.000 5.767 0.005 27.992 18.797 .58.651 14 0.000 0.321 0.448 27.992 1.048 58.644 15 0.000 0.322 0.454 27.992 1.050 58.644 S P L I C E D E S I G N - B O L T L O A D S / A L L O W A•B L E S CARDS DATE: 12/17/01 PAGES 56 TIME: 04:45 PM -------------- ORDER 7---------------_ # 079270 BUILDER ------ 7--------------------------------------------------------------------------------------------- NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 80'-0" 20'-3 3/8" 20 PSF' 80 MPH UBC 97 5.000 TO 12 SPLICE --------------------- # 14TYPE ------------------------------------------------------------------------------ Ridge SUBTYPE 0/I Extens - Comp Bm B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE 2 OUTER 3 OUTER 4 INNER 4 INNER EDGE INNER 3 INNER 2 INNER 1 SHEAR fv Act: Fv All. TENSION ft Act. Ft All. NO OUTER 1 --------------------------------- OUTER • (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) RIGHT ROOF BEAM SIDE -50% 10.044 0.000 0.000 21.000 32.738 44.000 +50% 0.000- 9.871 0.000 21.000 32.175 44.000 1 0.000 1.025 0.001 21.000 3.343 44.000 2 0.000 1.661 0.061 27.992 5.416 58.651 3 0.000 1.661 0.073 27.992 5.416 58.651 0.348 0.066 27.992 1.137 58.651 4 0.000 0.349 0.074 27.992 ° 1.139 58.651 5 0.000 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4•Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 5.767 0.005 27.992 18.797 58.651 12 0.000 5.767 0.005 27.992 18.797 58.651 13 0.000 0.321 0.448 27.992 1.048 58.644 14 0.000 0.322 0.454 27.992 1.050 58.644 15 0.000 OUTSIDE FLANGE 0.250 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 1E 13.( i50" 100" 1.125" -I------------- FFFFFFFFFFFFFFFFFFFFFFF W W W W. W W W W W W W W W W W W W W W W W W W W . W W W W W W W FFFFFFFFFFFFFFFFFFFFFFF 0 0 13.( OUTSIDE FLANGE 0.250 X 5.000 100" MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 S P L I C E D E S I G N - L A Y O U T S K E T C•H DATE: 12/17/01 CADDS TIME: 04:45 PM PAGE:S 57 --------------------------------------------------------------------------------------------------------------------------.--------- ORDER # 079270 BUILDER - NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN' ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 80'-0" - 20'-3 3/81' 20 PSF 80 MPH UBC 97 5.000 TO 12 SPLICE # 14 ------------------------------------------------------------------------------------------------------------------------------------ TYPE : Ridge SUBTYPE : O/I Extens - Comp Bm SPLICE PLATE OV34834-01 LEFT ROOF BEAM SIDE --> <-- RIGHT ROOF BEAM SIDE BOLTS:, 0.625" DIA A325 NO WASHERS 6.000" X 18.000" X 0.500" I +- 2.750"-+ -+------.---+--- ----------------------------- ---+- 1.125" 2.375" 2.375" -+--- I 0 0 _I_ OUTSIDE FLANGE 0.250 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 1E 13.( i50" 100" 1.125" -I------------- FFFFFFFFFFFFFFFFFFFFFFF W W W W. W W W W W W W W W W W W W W W W W W W W . W W W W W W W FFFFFFFFFFFFFFFFFFFFFFF 0 0 13.( OUTSIDE FLANGE 0.250 X 5.000 100" MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 LEFT ROOF BEAM SIDE OUTER 2 Main Flange INNER 2 Main Flange RIGHT ROOF BEAM SIDE OUTER 2 Main Flange INNER 2 Main Flange DESCRIPTION LEFT ROOF BEAM SIDE Main Web RIGHT ROOF BEAM SIDE Main Web LEFT ROOF BEAM SIDE DESCRIPTION 0.250 X. F L A N G E A N D W E B. P L A T E I N F O R M A T I O N CARDS S P L I C E D E S I G N - 0.250. X 5.000 PAGES 58 DATE: 12/17/01 , TENSION TENSION SHEAR ALLOW CSR • - FILLET ---- --------- In Face TIME: 04:45 PM 2..375 17.41 33.00 14.38 ---------------------------------------------- 0.528 0.518 BLDR ACCOUNT # 20-04-007-90 _ _--------------------------------------.------------- ORDER # 079270 BUILDER - NORTH READY VABLDR UI530-345-7296 BLDR ORDER # 01-68 PROJ NAME - PETER KONYN ENGR GRP - Visalia BLDR CONTACT - ANDY WOOD 1/4" 3/16" PHONE (TYPE) #LEY (WIDTH) (HEIGHT) (LIVE) • (WIND) (CODE/YEAR) 97 (SLOPE) 5.000 TO 12 DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 80'-0" 20'-3 3/8" 20 PSF 80 MPH SUBTYPE UBC O/I Extens - Comp Bm - SPLICE # 14 TYPE Ridge - MAXIMUM ---------------------------------------------- ------------ F L-A N G E P L A T'E S _ - MAXIMUM STRESSES ----------- CSR LOAD COAD PART NO. X DIST FROM - TENSION - COMPRESSION CSR LOAD ND LOCATION DESCRIPTION PART NO. Z X SIZE W X L EDGE ACT. ALLOW ACT. ALLOW (Ksi) (Kai) (Kai) (Kai) -------- Inches --------- (In•) (Kai) (Ksi) LEFT ROOF BEAM SIDE OUTER 2 Main Flange INNER 2 Main Flange RIGHT ROOF BEAM SIDE OUTER 2 Main Flange INNER 2 Main Flange DESCRIPTION LEFT ROOF BEAM SIDE Main Web RIGHT ROOF BEAM SIDE Main Web LEFT ROOF BEAM SIDE DESCRIPTION 0.250 X. 5.000 2.375 17.41 33.00 33.00 14.38. 14.67 49.50 49.50 0.528 0.518 -50% +50% 0.250. X 5.000 2.625 17.11 , TENSION TENSION SHEAR ALLOW CSR • - FILLET ---- --------- In Face (k/in)_ 2..375 17.41 33.00 14.38 49.50 0.528 0.518 -50% 0.250 X 5.000 2.625 17.11 33.00 14.67 49.50 1/4" 3/16" .+50%_ 0.250 X 5.000 4.38 8.25 0.531 +50% 1/4" 3/16" W E B P L A T E S - MAXIMUM STRESSES----------- _ -- SHEAR - - TENSION - COMPRESSION CSR LOAD COAD PART NO. X SIZE W X OL X IL ACT. ALLOW ACT. ALLOW ACT. (Kai.) ALLOW (Kai) T (Kai) (Kai) (Kai) (Kai) ---- --------- Inches -------------- 0.36 29.33- 0.00 33.00 13.13 49.50 0.264 -50% 0.120 OUTER 2 Main Flange Flange to Splice.Plate INNER 2 Main Flange Flange to Splice Plate 0.120 FULL STRENGTH YES YES 0.36 29.33 0.00 33.00 13.13 49.50 0.264 -50% W E L D I N F O R M A T I O N F L A N G'E P L A T E,S MAXIMUM STRESSES -------- ---------- WELD SIZE -------------------- PENETRATION------ --- TENSION TENSION SHEAR ALLOW CSR LOAD - FILLET ---- --------- In Face (k/in)_ (k/in) (k/in) COND Out Face In Face Out Face 4.45 8.25 0.540 -50% 1/4" 3/16" 4.38 8.25 0.531 +50% 1/4" 3/16" DATE: 12/17/01 CADDS TIME: 04:45 PM PAGE:S 59 -----------------------------------------------------=------------------------=---------------------------------------------------- ORDER # 079270 BUILDER - NORTH -VALLEY READY BUIL BLDR.ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1' DESCRIPTION EWDS. 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 SPLICE # 14 --------------------------=------------------------------------------------------------------------------.-------------------- TYPE : Ridge SUBTYPE : O/I Extens - Comp Bm W E L D I N F O R M A T I O N ,! LEFT ROOF BEAM SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES --------- LENGTH - ----- FILLET ------------- PENETRATION -=------- TENSION SHEAR ALLOW CSR LOAD, Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web �. Web to Splice Plate 1/8" 0.04 2.47 0.017 15 "W E L D I N F O R M A T I O N RIGHT ROOF BEAM SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE -------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ---- ---------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD J _ Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 2 Main Flange Flange to Splice Plate YES 1/4" 3/16" 4.45 8.25 0.540' -50% , INNER 2 Main Flange Flange to Splice Plate YES 1/4" 3/16" 4.38 8.25 0.531 +50% d} "�!a W E L D I N F O R M A T I O N RIGHT ROOF BEAM SIDE W E B P L A T E S DESCRIPTION -------------------WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --------- PENETRATION --------- -- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web Web to Splice Plate 1/8" 0.04 2.47 0.017 15 S P L I C E,. 'D E S I G N - AP -PLIED L O A D S S U M M A R Y CADDS DATE: 12/17/01 PAGE:S 60 TIME: 04:45 PM ------------- ------------------------------ --------------------------------------------------------- ORDER # 079270 BUILDER NORTH -- VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME PETER KONYN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 SPLICE # 15 TYPE : 'Intermediate Roof Beam SUBTYPE 0/I Extens - Comp Beam -------------------------------------------------------- LOAD DESCRIPTION DESIGN - AXIAL SHEAR MOMENT STRESS 'MEMBER NO CATEGORY (kips) (kips) (in -k) FACTOR STRENGTH -50% MOMENT CAPACITY Std Des 0.00 -0.00 279.15 1.00 N +50% MOMENT CAPACITY Std Des 0.00 0.00 279.15 1.00 N 1 DL + CLL + LL Std Des 0.24 0.29 39.97 1.00 N 2 DL + WLL Std Des 0.14 1.09 -85.38 1.33 N 3 DL + WLR Std Des 70.35 -1.20 50.76 1.33 N 4 D+CLL+EQL/1.4 Std Des 0.73 0.82 -35.49 1.33 N 5 D+CLL+EQR/1.4 Std Des -0.60 -0.72 .60.87 1.33 N 6 PD+PC+0.70PL+2.BOEQL Axial C' Category 3 Load Combination - Does not apply to Splice Design. 7 PD+PC+0.70PL+2.SOEQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85P(DL+CL)+2.80EQR Axial T Category 4 Load Combination -.Does not apply to Splice Design.' 10 DL+CL+2.80EQL Conns Category 2 Load Combination - Does not applyto this Splice Type. 11 DL+CL+2.BOEQR Conns Category 2 Load Combination -.Does not apply to. this Splice Type. 12 DL + EWP Std Des -2.40 -0.37 -26.08 1.33 N 13 DL + EWS Std Des -2.40 -0.37 -26.08 1.33 N 14 dl+ip Std Des 2.77 3.34 - -230.25 1.33 N 15 dl+is Std Des -2.33• -3.31 227.11 1.33 N P A R T D I M E N S I O N S Lower Upper Roof Beam , Roof Beam Dimensions at Connection 12.000" Flg. to Flg. Dimension 12.000" Adjacent Depth Change Information �6.84611 Distancepto Depth Change 20. 5.154" 31 . 0011 Flg. to Flg. Dimension 20.000" 12.000" Adj. P1. Angle (Degrees) 0.000 0.000 S P L I C E D E S I G N - B O L T S / S P L I C E. P LAT E DATE: 12/17/01 DDS CAE: S 61 TIME: 04:45 PM ------------- ---PAGGE ------------------------------------------------------------ - ORDER # 079270 BUILDER NORTH VALLEY READY BUIL ------------------------------------------ BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 SPLICE # 15 ---------------------------------------------------- TYPE : Intermediate Roof Beam ------------------------------------------------------------------------------ SUBTYPE : O/I Extens - Comp Beam S P L I C E P L A T E BOTH SIDES PLATE TYPE STANDARD PART NUMBER 0042866 ORIENTATION NORMAL PLATE WIDTH 6.000" e PLATE LENGTH 16.750" PLATE THICKNESS 0.375" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 2.375" DESIGN STRESS RATIO 0.988 CONTROLLING COND. +50% CONTROLLING LOCATION Side 1 Inner Flg 2 B O L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.125" INNER 1 2 1.125" S P L I C E D E S I G N - B O L T L 0 A D S / A L L O W A B L E S DATE: 12/17/01 CADDS TIME: 04:45 PM PAGES 62 ------------- -----------------_--------------------------------------------------------- 7------------------------------------------ ORDER # 079270 BUILDER NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR)' (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 SPLICE # 15 TYPE : Intermediate Roof Beam SUBTYPE : 0/I Extens - Comp Beam --------------------------------------------------------------------------------------------------- B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act: Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Kai) (Ksi) (Ksi) LOWER ROOF BEAM SIDE -50% 10.800 0.000 0.000 21.000 35.205 44.000 +50% 0.000 10.800 0.000 21.000 35.205 44.00.0 1 0.000 1.495 0.233 21.000 4.874 43.997 2 3.274 0.000 0.891' 27.992 10.674 58.622 3 0.000 2.037 0.977 27.992 6.642 58.616 4 1.221 0.000 0.670 27.992 3.982 58.635 5 0.000 2.482 0.582 27.992 8.091 58.639 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 0.000 0.299 27.992 4.990 58.648 12 1.531 13 1.531 0.000 0.299 27.992 4.990 58.648 14 8.329 0.000 2.721 27.992 27.150 58.374 15 0.000 9.278 2.694 27.992 30.243 58.379 S P L I C E D E S I G N - B O L T L O A D S / A L L O W A B L E S CADDS DATE: 12/17/01 PAGE:S 63 TIME: 04:45 PM ------------------------------------------------ BLDR ORDER # 01=68 BLDR ACCOUNT # 20-04-007-90 ORDER # 079270 BUILDER NORTH VALLEY READY BUIL ENGR GRP - Visalia BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND)- -(CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION -EWDS 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 SPLICE # 15 TYPE : Intermediate Roof Beam SUBTYPE O/I Extens - Com Beam ------------------ ---------------------------------------------------------------------.------------------------------------- ----- SHEAR TENSION fv Act. Fv All. B O L T L O A D S / A L L O W A B L E S (Ksi) 1. 0.000 21.000 35.205 INNER EDGE LOAD OUTER EDGE OUTER 1 21.000 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 NO -------------------------------- 0.891 27.992 10.674 (Kips per Bolt) 0,977 " ---------------------------- 6.642 UPPER ROOF BEAM SIDE 0.670 27.992 3.982 58.635 0.582 27.992 8.091 58.639 0.299 27.992 4.990 58.648 0.000 -50% 10.800 4.990 58.648 , 2,721 27.992 27.150 58.374 " 10.800 +50% 0.000 58.379 1.495 1 0.000 0.000 2 3.274 2.037 3 0.000 0.000 4 1.221 2.482 5 6 0.000 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to to Splice Design. Splice Design, 8 Category 4 Load Combination - Combination Does - Does not not apply apply to Splice Design. 9 10 Category Category 4 2 Load Load Combination - Does not apply to this Splice'Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 0.000 12 1.531 0.000 13 1.531 0.000 14 8.329 9.278 15 0.000 SHEAR TENSION fv Act. Fv All. ft Act. Ft All. - (Ksi) (Ksi) (Kai) (Ksi) 1. 0.000 21.000 35.205 44.000 e 0.000 21.000 35.205 44.000 0.233 21.000 4.874 43.997 0.891 27.992 10.674 58.622 0,977 27.992 6.642 58.616 0.670 27.992 3.982 58.635 0.582 27.992 8.091 58.639 0.299 27.992 4.990 58.648 fi 0.299 27.992 4.990 58.648 , 2,721 27.992 27.150 58.374 " 2.694 27.992 30.243 58.379 r � .. ..WM+.r —. ..r m. M.T.. .-. r.. ,«...ww+r•. yy„v.r.. �. ^�T+'e�•...w.w+Y 1++•.ra.rvye .. � � ' —e �. .. .... .� ♦ .iw>.r...r .r.�wiMr•. r, S P_L I C E, D E S I G N - L A Y O U T S K E T C H DATE: 12/17/01 CADDS TIME: 04:45 PM PAGES 64 -----------------------------------------------------------------------------------=----------------------------------------------- ORDER # 079270 BUILDER - NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD - BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) - (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS • 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 SPLICE # 15 TYPE : Intermedi.ate•Roof Beam SUBTYPE : O/I Extens - Comp Beam ----------------------------------------- -----=-------------=-------- --------------------------- ----------------------------------- SPLICE PLATE 0042866 LOWER ROOF BEAM SIDE--> <-- UPPER ROOF BEAM SIDE BOLTS: 0.625" DIA A325 NO. WASHERS 6.000" X 16.750" X 0.375" +- 2.750"-+ `i'•' -+---------+--- =---------------------------- 1.125" 2.375" 2.375" -+--- 0 0 OUTSIDE FLANGE FFFFFFFFFFFFFFFFFFFFFF.F OUTSIDE FLANGE 0.250 X 5.000 W 0.250 X 5.000 W W W W W W W ? W W 's.l W ;. W W 12.000" W 12.000" MAIN WEB 14.500" W MAIN WEB 0.120 W 0.120 W W . W W W W W W W r W W W W ,. W INSIDE FLANGE FFFFFFFFFFFFFFFFFFFFFFF INSIDE FLANGE 0.250 X 5.000 _ _ 0.250 X 5.000 1.125" -+------------- ----------------------------- . •. ... .. ..,+.. r -... s. ..... .. .rHr. Mr.s.q •�+".. ^eM.+ir+..-...w, .«,...,�r.... K: . ......-. „ .. _ .. .. � ..},jf.',,. .t *..;i -•r• ... S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N CADDS 2.32 29.33 0.00 DATE: 12/17/01 0.287 +50% 0.120 PAGES 65 TIME: 04:45 PM W E L D I N F O R M A T I O N ------------------------------------------------ ------- F L A N G E ----------------------------------------------------------------------------- # 079270 BUILDER NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 EN(S GRP - Visalia BLDR CONTACT - ANDY WOOD TENSION BLDR PHONE # 530-345-7296 PROJ NAME PETER (LIVE) (WIND) KONYN (CODE/YEAR) (SLOPE) Out Face In Face (k/in) Win) Win) (TYPE) EWDS (WIDTH) (HEIGHT) 80'-011, 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12. DESIGN SYSTEM FRAME # 1 DESCRIPTION . Intermediate Roof Beam SUBTYPE O/I Extens- P Com Beam 0.536 -50% SPLICE # 15 TYPE : YES ----------- 4.42 8.25 0.536 +50% F L A N G E P L A T E S ------------ MAXIMUM STRESSES SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD LOCATION DESCRIPTION PART NO. L EDGE ACT. ALLOW ACT. ALLOW COND T X W X (In.) (Ksi) (Ksi) (Ksi) (Ksi) -------- Inches --------- LOWER ROOF BEAM SIDE 2,375 17.28 33.00 14.72 49.50 0.524 -50%, OUTER 2 Main Flange 0.250 X 5.000 2.375 17.26 33.00 19.72 49.50 0.524 +50& INNER 2 Main Flange 0.250 X 5.000 UPPER ROOF BEAM SIDE X 5.000 2,3.75 17.28 33.00 14.72 49.50 0.524 -50% OUTER 2 Main Flange 0.250 2.375 17.28 33.00 14.72 49.50 0.524 +50$ INNER 2 Main Flange 0.250 X 5.000 W E B P L A T E S ----- MAXIMUM STRESSES ------------------- - SHEAR --- - TENSION - COMPRESSION CSR' LOAD DESCRIPTION PART NO. SIZE OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND T X ------------- W X Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Kai) (Ksi) LOWER ROOF BEAM SIDE Main Web UPPER ROOF BEAM SIDE Main Web LOWER ROOF BEAM SIDE DESCRIPTION OUTER 2 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate 2.32 29.33 0.00 33.00 14.25 49.50 0.287 +50% 0.120 2.32 29.33 0.00 33.00 14.25 49.50 0.287 +50% 0.120 W E L D I N F O R M A T I O N F L A N G E P L A T E S ________ MAXIMUM STRESSES -------- FULL --------------- WELD SIZE ------------------- PENETRATION --------- TENSION SHEAR ALLOW - CSR LOAD STRENGTH ---- ---- FILLET --------- In Face Out Face In Face (k/in) Win) Win) COND Out Face 4.42 8.25 0.536 -50% YES '3/16" 3/16" YES 3/16" 3/16" 4.42 8.25 0.536 +50% .,r.,a..y.wr. ...a..++•:,.•.sYew..row--, . .a«.P .,.+.� .. -.. ... ... ..:.:>p'w«�: .ry ...w.+.» S P L I C E D E S I G N - W E L D I N F O R M A T I O N CADDS DATE: 12/17/01 PAGE:S 66 TIME: 04:45 PM --------------------------------=--=---------------------------- ORDER # 079270- BUILDER --------------------------------------------------------- NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE-# 530-345-7296 PROJ NAME - PETER KONYN ENGR GRP -.Visalia '(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 SPLICE # 15 ------------------------------------------------------------------------------------- TYPE : Intermediate Roof Beam SUBTYPE : O/I Extens - Comp Beam W E L D I N F O R M A T I O N LOWER ROOF BEAM SIDE' - W E B P L A T E S " DESCRIPTION' --------------------------WELD SIZE - -- -- -------------------- PENETRATION --------- -------- TENSION MAXIMUM STRESSES -------- SHEAR ALLOW CSR LOAD - FILLET --------- LENGTH - Near S. Far S. Near Side Far Side (k/in). (k/in) (k/in) COND Main Web 1/8" 0.28 2.47 0.113 14 Web to Splice Plate W E L D I N F O R M A T I O N UPPER ROOF BEAM SIDE F LAN G E P L A T E S •- DESCRIPTION FULL ------------ --- WELD SIZE ------------------- -------- PENETRATION --------- -------- TENSION MAXIMUM STRESSES SHEAR ALLOW -------- CSR LOAD ---- STRENGTH ---- FILLET - Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 2 Main Flange�� YES 3/1611 3/16 4.42 8.25 0.536 -50% Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate YES -3/16" - 3/16".. 4.42 8.25 0.536 +50$ W E L D I N F O R M A T I O N UPPER ROOF BEAM SIDE W E B P L A T E S SIZE ------------------------- -------- MAXIMUM STRESSES -------- DESCRIPTION ------------------------WELD - LENGTH - ---- FILLET -- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web 1/8" 0.28 2.47 0.113 14 Web to Splice Plate ipppow 4-1 S P L I C E D E'S I G N CAD DS DATE: 12/17/01 PAGES 67 TIME: 04:45 PM _ ------------- # 079270 ------------------ BUILDER - NORTH VALLEY READY BUIL --_______ BLDR ORDER # 01-68 BLDR ACCOUNT # ENGR GRP - 20-04-007-90 k Visalia ORDER BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN (WIND) (CODE/YEAR) (SLOPE) (TYPE) (WIDTH) 80'-- (HEIGHT) 20'-3 3- (LIVE) 20 PSF 80 MPH UBC 97 5.000 TO 12 DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF ------------ ------------ --------------------------------- ------------------------------------:------------------------------------- .. � ,. - •. ... .. - .. , tw..._�.,.. .-.....- ..,. +... ..•w ir. .. ..' �"1j�., V-...w.n . e -^' we .,. - - , rf. .. r..... •i+"�•r�y.�yxr•Te.• t, S P L I C E D E S I G N - C O V E R S H E E T SEQ Connection DATE: 12/17/01 GROUP INFORMATION NUM NUM CADDS TIME: 04:45 PM a NUM =--------------------------------------------------------------- Opt --- PAGES 68 ----------------- =------------------------------------------- ORDER # 079270 BUILDER - NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN ENGR GRP - Visalia 2 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) Optimization w/ Std DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 ----------------------------------------------------------------------------------------------------------------------------------- Analysis.Only RUN OPTIONS AND INFORMATION 4 04 2 SOURCING PLANT 04 - VISALIA Optimization w/ Std Plates 5 02 QUANTITY OF LIKE FRAMES 04 13 Optimization w/ Std Plates 6 STRESS RATIO LIMIT 1.030 Ridge 14 Optimization w/ Std Plates 7 03 REPORTS SELECTED Intermediate Roof Bm 13 Optimization w/ Std COVER SHEET BOLT LOADS / ALLOWABLES SIGN CONVENTIONS LAYOUT SKETCH APPLIED LOADS SUMMARY FLANGE,/ WEB PLATE INFORMATION PART DIMENSIONS WELD INFORMATION BOLTS / SPLICE PLATE INFORMATION ASSEMBLY INFORMATION NUM Stiffener Opt Weld Opt ------- ------------------- ------------------------ OV34918 01 Full Optimization Design w/ Combined Welds OV34918 0.2 Full Optimization Design.w/ Combined Welds OV34920 01 Full Optimization Design w/ Combined Welds OV34918 01 Full Optimization' Design w/ Combined Welds OV34918 02 Full Optimization Design w/ Combined Welds OV34920 01 Full Optimization Design w/ Combined Welds OV34920 02 Full Optimization Design w/ Combined Welds OV34922 01 Full Optimization Design w/ Combined Welds OV34922 02 Full Optimization Design w/ Combined Welds OV34922 02 Full Optimization Design w/ Combined Welds OV34920 02 Full Optimization Design w/ Combined Welds OV34922 01 Full Optimization Design w/ Combined Welds SPLICES SELECTED SPL MEMB SEQ Connection GROUP INFORMATION NUM NUM NUM Description I NUM Connection Plate Opt --- --- --- -------------------- + ---- --------------------------- + 1 01 1 Pinned Base Plate 11 Analysis Only 2 01 ' 2 Knee Splice 12 Optimization w/ Std Plates 3 04 1 Pinned Base Plate 11 Analysis.Only 4 04 2 Knee Splice 12 Optimization w/ Std Plates 5 02 1 Intermediate Roof Bm 13 Optimization w/ Std Plates 6 02 2 Ridge 14 Optimization w/ Std Plates 7 03 1 Intermediate Roof Bm 13 Optimization w/ Std Plates ASSEMBLY INFORMATION NUM Stiffener Opt Weld Opt ------- ------------------- ------------------------ OV34918 01 Full Optimization Design w/ Combined Welds OV34918 0.2 Full Optimization Design.w/ Combined Welds OV34920 01 Full Optimization Design w/ Combined Welds OV34918 01 Full Optimization' Design w/ Combined Welds OV34918 02 Full Optimization Design w/ Combined Welds OV34920 01 Full Optimization Design w/ Combined Welds OV34920 02 Full Optimization Design w/ Combined Welds OV34922 01 Full Optimization Design w/ Combined Welds OV34922 02 Full Optimization Design w/ Combined Welds OV34922 02 Full Optimization Design w/ Combined Welds OV34920 02 Full Optimization Design w/ Combined Welds OV34922 01 Full Optimization Design w/ Combined Welds �- . .. • n. ., w . a w .n � . ...� .• r�-w. .w. rrn. •. ...r.1v ..n.w .+ �.�� .��. -. .V 4vM•.w r.. ♦ t0 .. arr ..M - •-Yw r. . Dimensions at Connection Flg. to Flg. Dimension Offset from Structure Line Adjacent Depth Change Information Distance to Depth Change Flg. to Flg. Dimension Adj. P1. Angle (Degrees) Column 12.000" 8.000" 181- 0.042" 28.000" 0.000 S P L I C E. D E S •I G N - A P P L I .E D L O A D S S U M M A R Y CARDS DATE: 12/17/01 PAGES 69 TIME: 04:45 PM -------- ORDER ------ --------------------------------------------------------------------------------------------------------- # 079270 BUILDER NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 Visalia BLDR CONTACT - ANDY WOOD BLDR PHONE #. 530-345-7296 (HEIGHT) PROJ NAME - (LIVE) PETER KONYN (WIND) (CODE/YEAR) ENGR GRP - (SLOPE) (TYPE) (WIDTH) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 97 Pin 5.000 TO 12 S Nuts SPLICE -----------------------------------------------------------. # 01 TYPE : Pinned Base Plate SUBTYPE : No Ext SW - LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y STRESS MEMBER NO ---- ---=---------------- CATEGORY -------- '(kips) ------- (kips) (kips) -------------- FACTOR STRENGTH ------ -------- 1 DL + CLL + LL Std Des 18.78 -8.53 0.00 1.00 N 2 DL + WLL Std Des -7.23 6.59 0.00 1.33 N 3 DL + WLR Std Des -4..66 1.21 0.00 1.33 N 4 6+CLL+EQL/1.4 Std Des 6.26 -1.92 0.00 1.33 N 5 D+CLL+EQR/1.4 Std Des 7.29 -4.00 0.00 1.33 N 6 PD+PC+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design 7 PD+PC+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85P(DL+CL)+2:80EQL Axial T Category 4 Load•Combination - Does -not apply to Splice Design. 9 0.85P(DL+CL)+2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL+CL+2.80EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 11 DL+CL+2.80EQR Conns Category 2 Load Combination - Does not apply to this.Splice Type. 12 DL.+ EWP Std Des -4.74 1..50 0.00 1.33 N 13 dl+ip Std Des 1.74 6.52 0.00 1.33 N 14 dl+is Std Des 1.02 -6.44 0.00 1.33 N P A R T D I M E N S I O N S Dimensions at Connection Flg. to Flg. Dimension Offset from Structure Line Adjacent Depth Change Information Distance to Depth Change Flg. to Flg. Dimension Adj. P1. Angle (Degrees) Column 12.000" 8.000" 181- 0.042" 28.000" 0.000 r y S P L I C E D E S I G N - B O L T S / S P L I C E P L A T ES. DATE:.. 12/17/01 CADDS �$ TIME: 04:45 PM ---------------------------------------------------------------------------------------------------------------------------------=- PAGE:S 70 r : ORDER # 0.79270 BUILDER - NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 SPLICE # 01 TYPE Pinned Base ----------------------------------------------------------------------------------------------------------------------------------- Plate SUBTYPE No Ext SW Pin - S Nuts S P L I C E P L A T E PLATE TYPE STANDARD PART NUMBER 0042361 ORIENTATION NORMAL PLATE -WIDTH 12.000" PLATE LENGTH 12.437" PLATE THICKNESS 0.750" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.375" DESIGN STRESS RATIO 0.127 CONTROLLING COND. 1 CONTROLLING LOCATION Cat. 2 Compression - B O L T I N F O R M A T 1-0 N BOLT DIAMETER 1.250" BOLT GAGES - INNER: 5.000" BOLT TYPE `A307 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 5.375" INNER 1 2 3.06211 C O N C R E T E S T R E S S E S MIN. DESIGN FOOTING SIZE 202.118 ( In**2 ) CONCRETE STRENGTH 3.000 KSI CONTROLLING LOAD COND. NUMBER 1 ACTUAL ULTIMATE CONCRETE STRESS 0.201 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.781 KSI CONCRETE STRESS RATIO 0.113 �� � .r v .. r Y .-... p w.�w+..+l. w.. ... •a .,. Y ,.. , .. � a .. ' w`.rvw... n.•l. w.+r+w 4a. .. a � `�^� F S P L I C E D E S I G N - B O L•T L O A D S / A L L O W A B L E S CADDS DATE: 12/17/01 PAGE:S 71 TIME: 04:45 PM ------------------------ ORDER ------ # 079270 ------------------------------------------------------------------------------------------- --BUILDER NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 Visalia BLDR.CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME (LIVE) - PETER (WIND) KONYN (CODE/YEAR) ENGR GRP - (SLOPE). (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 80'-0" 20'-3 3/8" 20 PSF 80.MPH UBC 97 5.000 TO 12 SPLICE # 01 ------------------------------------------------------------------------- TYPE Pinned Base Plate SUBTYPE : ------------------------------------------------------- No Ext SW Pin - S Nuts B O L T L O A D S / A L L O W A B L E S INNER EDGE SHEAR TENSION LOAD NO. OUTER EDGE OUTER 1 OUTER 2 OUTER 3' OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 -fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ----- - ------------------------ (Kai) (Ksi) (Ksi) (Ksi) COLUMN SIDE - 1 Total`Section is in Compression 0.000 10.000 0.000 20.000 1.806 1.341 13.329 1.472 26.659 2 1.806 1.165 0.245 13.329 0.950 26.659 3 1.165 Total Section is in Compression 0.000 13.329 0.000 26.659 q 5 Total Section is in Compression 0.071 13.329 0.000 26.659 6 Category 3 Load-Cbm]Anation^--Does not apply to Splice Design.', 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 1.186 0.304 13.329 0.966 26.659 12 1.185 Total Section is in.Compression 1.151 13.329 0.000 26.659 13 Total Section is in Compression 1.208 13.329 0.000 26.659 14 OUTSIDE FLANGE 0.250 X 8.000 MAIN WEB 0.140 INSIDE FLANGE 0.375 X 8.000 0.375" - +---------+--- 5.375" I 12.375" 4.000" 1 3.062" +- 5.000"-+ ----------------------- FFFFFFFFFFFFFFFFFFFFFFF S P -L I C E• D E' S I G N - L A Y O U T S K E T C H CADDS W PAGES 72 DATE: 12/17/01 W __ _ _ ---------- TIME: 04:45 PM ----------- _____ BLDR ACCOUNT # 20-04-007-90 ____ READY ORDER # 079270 BUILDER NORTH VABLDR #LEY UI530-345-7296 BLDR ORDER PROJ NAME # 01-68 - PETER KONYN ENGR GRP (SLOPE) - Visalia BLDR CONTACT - ANDY WOOD PHONE (TYPE) (WIDTH) (HEIGHT) (LIVE) ) (WIND) (CODE/YEAR) 97 5.000 TO 12 # 2 DESCRIPTION LRF 80'-0" 20'-3 20 PSF 80 MPH UBC Ext SW Pin - S Nuts DESIGN SYSTEM FRAME TYPE Pinned Base Plate SUBTYPE :------------ W -- SPLICE"# 01 W. --=--- W ---------------------------------------- W BOLTS: 1.250" DIA' A307 NO WASHERS W COLUMN - SPLICE PLATE 0042361 12.000" X 12.437" X 0'.750" W OUTSIDE FLANGE 0.250 X 8.000 MAIN WEB 0.140 INSIDE FLANGE 0.375 X 8.000 0.375" - +---------+--- 5.375" I 12.375" 4.000" 1 3.062" +- 5.000"-+ ----------------------- FFFFFFFFFFFFFFFFFFFFFFF FFFFFFFFFFFFFFFFFFFFFFF a W 0 W 0 W W W W W W W W W W W W W. W W W W W W W W W W W W W W W W W W W W W W 0 W 0 W FFFFFFFFFFFFFFFFFFFFFFF a S I'G.N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N CADDS S P L I C E D E PAGE: S 73 DATE: 12/17/01 ------- TIME: 04:45 PM -------------------------- BLDR ACCOUNT # 20-04-007-9 --------------------- --------------------- ORDER # 079270 BUILDER - NORTH VALLEY READY BUIL # 530-345-7296 BLDR ORDER # 01-68 PROJ NAME - PETER KONYN ENGR GRP - Visalia BLDR CONTACT - ANDY WOOD BLDR PHONE (TYPE) (WIDTH) (HEIGHT) •(LIVE) (WIND) (CODE/YEAR) (SLOPE) TO 12 FRAME # 2. DESCRIPTION LRF - 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC No Ext 97 SW Pin 5.000 - S Nuts DESIGN SYSTEM TYPE : Pinned Base Plate SUBTYPE ----------- SPLICE # 01 --------------------------------- - ----------=------------------------------ F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- DIST FROM - TENSION - COMPRESSION CSR LOAD COND LOCATION DESCRIPTION PART NO. SIZE � X W X L EDGE ACT. ALLOW ACT., ALLOW (Ksi) T (In.) (Ksi) (Ksi) (Kai) -------- Inches --------- COLUMN SIDE p,250 X 8.000 0.375 0.20 43.99 43.99 2.85 49.50 2.85 49.50 0.057 0.057 1 1 OUTER 1 Main Flange 0.375 X 8.000 0.062 0.50 INNER 1 Main Flange WtE B 'P L A.T E S _ __ MAXIMUM STRESSES ------------------- - SHEAR --- - TENSION - COMPRESSION CSR LOAD DESCRIPTION PART NO. SIZE OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND T X W X (Ksi) (Kai) (Ksi) (Ksi) (Ksi) (Ksi) -- Inches -------------" COLUMN SIDE 5.35 22.00 3.72 43.99 2.85 49.50 0.243 1 Main Web 0.140 W E L D ,I N F O R M A T I O N COLUMN SIDE F L A N G E P L A T E S '------- MAXIMUM STRESSES.-------- DESCRIPTION FULL ----------------- -- --------- WELD SIZE ---------------""-- PENETRATION --------- TENSION SHEAR ALLOW CSR CO D STRENGTH ---- FILLET ---- Out Face In Face (k/in) (k/in) (k/in) Out Face In Face OUTER 1 Main Flange 1/8„ 0.05 3.71 0.014 2 Flange to Splice Plate INNER 1 Main Flange 3/16" 0.18 5.57 0.034 2 Flange -to Splice Plate W E L D I N F O R M A T I O N COLUMN SIDE W E B P L A T E S MAXIMUM STRESSES -------- DESCRIPTION "------- - -------------- WELD ------- SIZE------------------------- - PENETRATION - --- ---SION TENSION SHEAR ALLOW CSR LOAD COND - LENGTH - ---- FILLET --- Near Side Far Side (k/in) (k/in) (k/in) Near S. Far S. 0.75 3.71 0.202 1 Main Web 1/8„ 1/8„ Web to Splice Plate r . .... ..�...r w.r-.•w.r ..«� y.n�s.h... r ..w rw..e,wr w...nn.'.»�.ni v. _ _ w . ... R L I C E_ D E S I G N - A P P L I. E D • L O A D S S U M M A R Y S P CADDS DATE: 12/17/01 PAGE:S 74 TIME: 04:45 PM ORDER # 079270 BUILDER NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 ENGR GRP - Visalia BLDR CONTACT - ANDY WOOD -BLDR PHONE # 530-345.-7296 (HEIGHT) PROJ NAME - PETER KONYN (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION (TYPE) LRF (WIDTH) 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 Hmhd Horiz SPLICE # 02 ------------------------------------------------------------ TYPE Ext Col - Roof Beam Knee SUBTYPE 2 Row Outer - LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO -------------------- CATEGORY (kips) (kips) (in -k)' FACTOR STRENGTH -50% MOMENT CAPACITY Std Des 0.00 0.00 -1314.42 1.00 N +50% MOMENT CAPACITY Std Des 0.00 0.00 1314.42 1.00 N 1 DL + CLL + LL Std Des 18.43 -8.53 -1679.99 1.00 N 2 DL + WLL Std Des -7.72 4.16 833.24 1.33 N 3 DL + WLR Std Des -5.16 1.21 218.48 1:33 N 4 D+CLL+EQL/1.4 Std Des 5.92 -1.92 -361.56 1.33 N 5 D+CLL+EQR/1.4 Std Des 6.95 -4.00 -801.69 3 Load Combination - 1.33 N Does not apply to Splice Design. 6 PD+PC+0.70PL+2.80EQL Axial C Axial C Category Category 3 Load Combination - Does not apply to Splice Design. 7 PD+PC+0.70PL+2.80EQR 0.85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 8 9 0.85P(DL+CL)+2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL+CL+2.80EQL Conns 4.42 1.08 274.19 1.70 Y 11 DL+CL+2.80EQR Conns 8.45 -7.01 -1437.44 1.70 Y 12 DL + EWP Std Des' -5.24 1.50 280.42 1.33 N 13 dl+ip Std Des 1.31 4•:10 897.64 1.33 N 14 dl+is Std Des 0.68 -4.93 -1055.11 1.33 N P•A R T D I M' E N SI O N S Column Roof Beam Dimensions at Connection Outside Hammerhead Dimension 7.875" 28.000" - Flg. to Flg. Dimension 28.000" 5.000 TO 12 Part Slope Conn..Plate Angle (Degrees) 0.000 0.000 Offset from Structure Line 8.000" 0.125" Main Flange Dimensions 6.000" Outer Flange Width 0.250" Thickness 6.000" Inner Flange Width - 0.313" Thickness Adjacent Depth Change Information 1 0.000"" 30111 1. 0.000"" Distance to Depth Change 12. 12. 2 288. Flg. to Flg. Dimension 0.000 0.000 Adj. Pl. Angle (Degrees) S P L I C E D E S I G N - B O L T S / S P L I C E' P L A T E DATE: 12/17/01 CARDS PAGES 75 TIME: 04:45 PM -------- ----- -- - -------- BUILDER NORTH - ----------------------------------------------------------------------------------------------- ORDER # 079270 VALLEY READY,BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN ENGR GRP - Visalia -(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 SPLICE # 02 TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - Horiz ------------------------------=---------------------------------------------------------------- S P L I C E P L A T E BOTH SIDES PLATE TYPE STANDARD PART NUMBER 0030978 ORIENTATION NORMAL ' PLATE WIDTH 8.000" PLATE LENGTH* 35.875" PLATE THICKNESS 0.500" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.527 CONTROLLING COND. 1 CONTROLLING LOCATION Side 2 Outer Row 2 B O L T I N F O R M A T I O N BOLT DIAMETER 0.750" BOLT GAGES - INNER: 3.250" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM ROW- IN ROW EDGE PREV ROW ROW IN ROW EDGE OUTER 1 2 1.875" INNER 2 2 6.375" OUTER 2 2 6.375" 4.500" INNER 1 2 1.875" W E B S H E A R NO STIFFENERS ARE REQUIRED FOR WEB SHEAR DIST FROM PREV ROW 4.500" S P L I C E D E S I G N - B O L T L O A D S / A L L O W A B L E S CADDS DATE: 12/17/01 PAGES 76 TIME: 04:45 PM ------------------------------ ORDER # 079270 ------------------------------------------------------------------------------------------ BUILDER NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT # Visalia 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN (CODE/YEAR) ENGR GRP - (SLOPE) (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) DESIGN SYSTEM FRAME # '2 DESCRIPTION LRF 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 Hmhd - Horiz SPLICE # 02 TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer B O L T L O A D S / A L L O W A B L E S INNER EDGE SHEAR TENSION LOAD NO OUTER EDGE OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. (Ksi) ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) COLUMN SIDE -50% 11.664 9.439 0.000 9.756 0.000 11.973 0.000 0.000 21.000 21.000 26.403 27:100 44.000 44.000 +50% 0.000 0.000 0.000 0.000 2.413 21.000 29.506 43.708 1 13.035 10.303 7.288 8.852 1.177, 27.992 20.037 58.600 2 0.000 0.000 2.385 2.858 0.342 27.992 6.470 58.647 3 0.000 0.000 0.000 0.000 0.544 27.992 5.915• 58.640 4 2.613 2-.036 0.000 0.000 1.132 27.992 14.498 58.603 5 6.405 5.090 6 Category_3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 1.410 1.782 0.306 23.204 4.034 56.096 10 0.000 0.000 0.000 0.000 1.982 23.204 26.914 55.945 11 11.891 9.508 2.846 3.426 0.424 27.992 7.755 58.645 12 0.000 0.000 6.476 7.963 1.159 27.992 18.024 58.601 13 0.000 0.000 0.000 1.393 27.992 21.035 58.579 14 9.293 7.511 .0.000 B O L T L O A D S / A L L O W A B L E S INNER EDGE SHEAR TENSION LOAD NO OUTER EDGE OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. (Ksi) (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE 0.000 0.000 0.000 21.000 26.526 44.000 -50% 11.719 9.563 9.623 11.931 0.000 21.000 27.006 44.000 +50% 0.000 0.000 0.000 0.000 2.413 21.000 29.757 43.708 1 13.146 10.525 7.261 8.875 1.177 27.992 20.088 58.600 2 0.000 0.000 2..386 2.870 0.342 27.992 6.496 58.647 3 0.000 0.000 0.000 0.000 0.544 27.992 5.981 58.640 4 2.642 2.092 0.000 0.000 1.132 27.992 14.607 58.603 5 6.453 5.189 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 1.369 1.764 0.306 23.204 3.994 56.096 10 0.000 0.000 0.000 0.000 1.982 23.204 27.089 55.945 11 11.968 9.672 2.848 3.443 0.424 27.992 7.793 58.645 12 0.000 0.000 6.378 7.928 1.159 27.992 17.946 58.601 13 0.000 0.000 0.000 0.000 1.393 27.992 21.137 58.579 14 9.338 7.612 ,_ ._.. _ �. +.. .. .. . .+.. .n. �. , s Yfvr,.i a>m. •.+.....r .... .. y • w•. �r.yr..--.e•Y•.+�• ` e } S P -L I C E D E S I G N - L A Y O U T S K E T C H CADDS ; 77 DATE: 12/17/01PAGES TIME: 04:45 PM . _ _ ___________ --------------------------------------------------0---- # 01-68 BLDR ACCOUNT # 20-004-000707-9900 ORDER # 079270 BUILDER - NORTH VALLEY READY BUIL # 530-345-7296 BLDR ORDER PROD NAME - PETER KONYN. ENGR GRP - Visalia BLDR CONTACT - ANDY WOOD BLDR PHONE (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (USCF/YEA9R7) 5.000 OTO)12 SYSTEM FRAME # 2 DESCRIPTION LRF 80'-0" 20'-3 3/8" 20 PSF 80 MPH SUBTYPE 2 Row Outer Hmhd - Horiz• DESIGN TYPE :. Ext Col - Roof Beam Knee ----------------- SPLICE # 02 ------------------ COLUMN SIDE > <-- ROOF BEAM SIDE _ BOLTS: 0:750" DIA A325 NO WASHERS SPLICE PLATE 0030978 I 8.000" X 35.87511 X 0.500 +- 3.250"-+ +- -+----- ----+-------------------------------- HFHFHFHFHFHEFEFEFEFEFEF END FLANGE X 15.063 OUTER HAMMERHEAD FLANGE 0030924 1.875" 0.375 X 6.000 .' 0.375 X 7.000.-X 6.000 I .W o W o W 7.875" OUTER HAMMERHEAD GUSSET 0030925 4.100" W W 0.250 X 7.500 X 6.000 X 10.000 O W o -+--- W — FFFFFFFFFFFF OUTSIDE FLANGE W 0.250 X 8.000 W. W - W W W W W W W W 35.875" . Y W MAIN WEB 23.125" 0.250 W 28.000" W MAIN WEB W 0.140 W W W W W W W W -+--- o W o W 4.500" W W. o W o -+--- W 1.875" FFFFFFFFFFFFMSMSMSMSMSM _ MAIN STIFFENER X 27.250 NS/FS INSIDE FLANGE -- __________________________ 0.500 X 3.000 0.375 X 8.000 -+ 9 INNER ROOF BEAM SIDE OUTER 1 End Flange INNER 1 Main Stiffener DESCRIPTION COLUMN SIDE Outer Hammerhead Gusset Main Web ROOF BEAM SIDE Main Web COLUMN SIDE DESCRIPTION PART NO. 0030925 OUTER 1 Hammerhead Flange Flange to Splice Plate OUTER 3 Main Flange .Flange to Splice Plate INNER 1 Main Flange Flange to Splice Plate 0.375 X 6.000 X 15.063 0.000 5.56 33.00 12.24 49.50 S P L I C E D E S I G N - F L A N G E A N D W E B, P L A T E I N F O R M A T I O N CADDS 14.75 DATE: 12/17/01 0.298 W E B P L A T E S PAGE:S 78 TIME: 04:45 PM ' ------------------ MAXIMUM _ _ ______ # 079270 BUILDER - NORTH _ -------------------------------------------------------------------------- VALLEY READY BUIL BLDR ORDER # 01-66 BLDR ACCOUNT # ENGR GRP - Visalia 20-04=007-90 ORDER BLDR CONTACT - ANDY WOOD - SHEAR --- BLDR PHONE # 530-345-7296 PROJ NAME - PETER (LIVE) (WIND) KONYN (CODE/YEAR) (SLOPE) W X • OL X IL (TYPE) (WIDTH) (HEIGHT) 80'-0" 20'-3 3/8" . 20 PSF 80 MPH UBC 97 TO 12 GOND DESIGN SYSTEM FRAME # 2 DESCRIPTION - LRF - Roof Beam Knee SUBTYPE 2 Row Outer Hmhd5.000 (Ksi) (Ksi) SPLICE # 02 --------------------- -------------------------------- TYPE Ext Col 0.250 X 7.500 X 6.000 X 10.000 18.56 22.00 14.67 33.00 10.39 49.50 49.50 0.844 0.874 F L A N G E P L•A T E S MAXIMUM STRESSES 2.21 22.00 28.85 33.00 SIZE DIST FROM- - TENSION - COMPRESSION CSR LOAD LOCATION DESCRIPTION PART NO. X L EDGE ACT. ALLOW ACT. ALLOW COND T. X W (In.) (Ksi) (Ksi) (Ksi) (Kai) -------- Inches --------- COLUMN SIDE 0.375 X. 7.000 X 6.000 0.000 4.62 33.00 10.60 49.50 0.214 +50$ OUTER 1 Hammerhead Flange 0030924 7.875 5.13 33.00 1.89 49.50 0.156 1 OUTER 3 Main Flange 0.250 X 8.000 0.000 3.80 33.00 16.97 49.50 0.342 1 1 Main Flan a 0.375 X 8.000 9 INNER ROOF BEAM SIDE OUTER 1 End Flange INNER 1 Main Stiffener DESCRIPTION COLUMN SIDE Outer Hammerhead Gusset Main Web ROOF BEAM SIDE Main Web COLUMN SIDE DESCRIPTION PART NO. 0030925 OUTER 1 Hammerhead Flange Flange to Splice Plate OUTER 3 Main Flange .Flange to Splice Plate INNER 1 Main Flange Flange to Splice Plate 0.375 X 6.000 X 15.063 0.000 5.56 33.00 12.24 49.50 0.246 +50$• 1 0.500' X. 3.000 X 27.250 0.000 4.01 33.00 14.75 49.50 0.298 W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- SIZE - SHEAR --- - TENSION - COMPRESSION CSR LOAD W X • OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW GOND T X ------------- Inches -------------- (Kai) (Ksi) (Ksi) (Ksi) (Ksi) (Kai) 0.250 X 7.500 X 6.000 X 10.000 18.56 22.00 14.67 33.00 10.39 49.50 49.50 0.844 0.874 +50$ +50% 2.21 22.00 28.85 33.00 16.71 0.140 0.250 FULL STRENGTH 9.05 16.17 17.43 33.00 15.07 49.50 0.560 1 W E L D. I N F O R M A T I O N' F L A N G E P L A T E S -------- MAXIMUM STRESSES -------- ----------------- -- WELD SIZE ------------------- AD ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LO Out Face In Face Out Face In Face Win) Win) Win) COND 3/16"' YES 5/16" 1.79 4.18 0.430 1 1.30 2.78 0.469 1 U 1/4" 1.45 12.38 0.117 +50% Main Web 1/8" 1/811 4.36 2.12 5.29 0.916 1 Web to Splice Plate 0.83 1.86 0.447 1 Web to End Flange a S P L I C E D E S I G N - W E L D I N F O R M A T I O N CADDS DATE: 12/17/01 PAGE:S 79 TIME: 04:45 PM -------------------------------------------------- -------------------------------------------------BLDR ORDER # 079270 BUILDER - NORTH VALLEY READY BUIL ORDER # 01-68 PETER KONYN BLDR ACCOUNT # ENGR GRP - Visalia 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296. (WIDTH) (HEIGHT). PROD NAME - (LIVE) (WIND) (CODE/YEAR) (SLOPE) (TYPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 2 Row 97 Outer Hmhd5.000 Ts 12 SPLICE # 02 TYPE : Ext Col - Roof Beam Knee SUBTYPE -------------------------------- W E L D I N F 0 R'M A T I 0 N COLUMN SIDE W E B P L A T E S -----'-- MAXIMUM STRESSES --------- DESCRIPTION ---'--'---- ----- '--------_-WELD SIZE ------------------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LO AD - LENGTH - - - -_ FILLET --------- S. Far S. Near Side Far Side Win) Win) Win) COND Near Outer Hammerhead.Gusset 1/6" 1/8" 3.67 5.57 0.659 1 Gusset to Splice Plate 3/16" 3/16" 4.64 5.57 0.833 +50� , Gusset to Hammerhead Flange 3/16" 3.95 5.57 0.709 +50% Gusset to Outer Flange 3/16" Main web 1/8" 1/8" '4.04 5.57 0.725 +50% Web to Splice Plate W E L D I N F O R M A T I O N ROOF BEAM SIDE F L A N G E P L A T E S ________ --------LOAD MAXIMUM STRESSES -------- DESCRIPTION FULL ----------------'-- WELD SIZE ----------- PENETRATION - TENSION SHEAR ALLOW CSR STRENGTH ---- FILLET ------------- In Face Out Face In Face (k/in) (k/in) (k/in) COAD Out Face OUTER 1 End Flange 3/16" 2.17 .4.18, 0.521 1 1 End Flg to Splice P1 1/811 0.00 1.86 0.000 End Flg to Outer Flg INNER 1 Main Stiffener 2.00 4.18 0.480 +50% Stiffener to Splice P1 3/16" 0.81 1.86 0.437 1 Stiffener to Web Plate 1/8 W E L D I N F O R M A T I O N ROOF BEAM SIDE W E B P L A T E S -----'-- MAXIMUM STRESSES -------- DESCRIPTION ------------ ------------- WELD SIZE ------------------'------ PENETRATION --------- TENSION SHEAR ALLOW CSR LO AD - LENGTH -. ---- FILLET --- --------- Side Far Side (k/in) (k/in) (k/in) COND Near S. Far S. Near Main Web 1/8" 1/811 4.36 2.12 5.29 0.916 1 Web to Splice Plate 0.83 1.86 0.447 1 Web to End Flange a S P L I- C E -' D E S I G N - A P P• L I E D L O A D S S U M M A R Y CADDS PAGE:S 97 DATE:.12/17/01---------- TIME: 04:45 PM --------------------- _ ------------------"----------------- BLDR ACCOUNT # 20-04-007-90 BLDR ORDER # O1- ENGR GRP - Visalia ORDER # 079270 BUILDER - NORTH VABLDR PHONE #LEY READY UI530-345-7296 PROJ NAME - PETER KONYN BLDR CONTACT - ANDY WOOD (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION - LRF 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 97' p Bm TO 1- SUBTYPE : O/I Extens - Comp Bm TYPE Ridge ---------- SPLICE # 06 9 ----------------------------- ------------------------------ IAL STRESS MEMBER LOAD DESCRIPTION CATEGORY (kips) Skips) MOMENT FACTOR STRENGTH NO -------------- -50% MOMENT CAPACITY Std Des 0.00 0.00 966.66 1.00 N +50% MOMENT CAPACITY Std Des 0.00_ 1 DL + CLL + LL Std Des 7.87 -3.28 588.14 1.00 N 2 DL + WLL Std Des -5.82 2.35 -47.84 1.33 N ' 3 DL + WLR Std Des -5.76 2.50 -47.84 1.33 N 4 D+CLL+EQL/1.4 Std Des. 2.54 -1.62 1.33 N - 204.59 5 D+CLL+EQR/1.4 Std Des 2.93 •-0.66 204.59 1.33 N 80EQL Axial C Category 3 Load.Combination - Does not apply to Splice Design. 6 PD+PC+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 to SP lice Design. 8 0.85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination.7 Does not apply 9 0.85P(DL+CL)+2.80EQR Axial T Category 2 Load -Combination - Does not apply to thiisLoad Combination - Does not apply to cSplice gType. 10 DL+CL+2:BOEQL Conns Category 11 DL+CL+2.80EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL + EWP Std Des -6.62 2.77 142.43 1.33 N Std Des -2.36 -5.26 46.43 1.33 N 13 dl+ip • 14 dl+is Std Des 2.08 5.39 46:43 1.33 P A R T D I M E N S I O N S Left Right Roof Beam Roof Beam Dimensions at Connection 28.000" 28.000" Flg. to Flg. Dimension 5.000 TO 12 5.000 TO 12 Part Slope 22.620 22.620 Conn. Plate Angle (Degrees) Adjacent Depth Change Information 211-10.468" 211-10.468" Distance to Depth Change 28.000"• 28.000" Flg. to Flg. Dimension 0.000 0.000 Adj. P1. Angle (Degrees) X13 S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E. CADDS PAGES 98 DATE: 12/17/01 ---------------------- TIME: 04:45 PM ----------------- -----.--------------------- BLDR ACCOUNT # 007-9 _ _ --------------- # 079270 BUILDER - NORTH VALLEY READY BUIL ORDER PR* NAME # 01-68 - PETER KONYN Visalia ENG R GRP - Visalia ORDER BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 (WIDTH) (HEIGHT) (LIVE) (WIND) .(CODE (SLOPE) TO 12 (TYPE) 80'-0" 20'-3 3/8" 20 PSF 20 80 MPH UBC 97 5.000 DESIGN SYSTEM FRAME # 2 DESCRIPTION' LRF SUBTYPE : O/I Extens - Comp Bm ----------- SPLICE# 06 TYPE Ridge ---------------'--------------------------------- S, P L I C E P L A T E BOTH SIDES PLATE TYPE CUSTOM PART NUMBER OV34922702 ORIENTATION NORMAL PLATE WIDTH 6:000" PLATE LENGTH 35.250" PLATE THICKNESS 0.500" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 2.375" DESIGN STRESS RATIO 0.673 CONTROLLING GOND. +50% Inner Flg 2 •CONTROLLING LOCATION Side 1 B.O L T I N F O R M A T I O N BOLT GAGES - INNER: 2.750" BOLT DIAMETER 0.625" BOLT TYPE A325 WASHERS NO c: BOLT # BOLTS DIST -FROM DIST FROM BOLT # BOLTS DLST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW INNER 2 2 4.375" 3.250"" OUTER 1 2 1.125" 3.250" INNER 1 2 1.125" OUTER 2 2 4.375" X13 -- .. . ..,w. ".-. ,.., .�. .... e...,....w... _ .w:..,iiw .t`; r.. , f •..,.fir'......-.«. ,...w.,cy. .'C_..... ... I C E D E S I N - B 0 L T L O A D S / A L L O W A B L E S CADDS S P L .G PAGES 99 DATE:'12/17/01 TIME: -04:45 PM ----------------- ---------- ---------- BLDR ACCOUNT # 20-04-007-9 ORDER # 079270 BUILDER - NORTH VALLEY READY BUIL # 530-345-7296 BLDR ORDER PROJ NAME # 01-68 - PETER KONYN ENGR GRP - Visalia BLDR CONTACT - ANDY WOOD BLDR PHONE (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (-SLOPE) 5.000 TO 12 DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 80'-01120'-3 3/8" 20 PSF SUBTYPE 80 MPH UBC 97 0/I Extens - Comp Bm SPLICE # 06 TYPE Ridge --------'-------- ------------------------------------ - B 0 L T L O A D S / A L L 0 W A B L E S SHEAR TENSION LOAD OUTER EDGE 3 OUTER 4 INNER 4 •-INNER INNER-3-_-INNER-2 EDGE f(Ksi) F(Ksi) v All. f(Ksi) t Act. E All. F(Ksi) NO OUTER 1 ------------------------------ OUTER 2 OUTER (Kips per Bolt) -INNER-1 -------- LEFT ROOF BEAM SIDE 0.000.• 0.000 21.000 29.670 44.000 -50% 9.102 7.684 0.000 7.646 9.04'9 0.000 21.000 29.495 44.000 44.000 +50% 0.000 0.000 3.760 4'.559 0.000 21.000 27.992 14.861 4.009 58.651 1 0.000 1.230 0.000 1.142 0.427 0.427 0.339 0.339 0.030 0.036 27.992 4.009 58.651 2 3 1.230 1.142 1.308 1.586 0.210 27.992 5.171 5.171 58.650 58.650 4 0.000 0.000 1.308 1.586 0.211 27.992 5 0.000 3 0.000 Load Combination - Does not apply to Splice Design. 6 Category 3 Load Combination - Do es not apply to Splice Design - 7 Category 4 Load Combination - Does no apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 2 Load Combination - Does not apply to this Splice Type.. 10 Category 2 Load Combination - Does not apply to this Splice Type. 2 202 0.002 27.992 7.178 58.651 11 Category 0.000 0.000 0.383 0.451 2.348 27.992 1.472 58.445 12 13 0.000 0.000 _ - 0.383 0.451 2.352 27.992 1.472 ^58.444 14 0.000. 0.000 B 0 L T L 0 A D S / A L L 0 W A B L E S SHEAR TENSION LOAD OUTER EDGE INNER OUTER 4 INNER 4 INNER 3 INNER 2 EDGE INNER 1 fv Act. Fv All. (Ksi) ft ACt. (Ksi) Ft All. (Ksi) NO OUTER 1 ------------------------------ OUTER 2 OUTER 3 (Kips per Bolt) ------------------------------ (Ksi) RIGHT ROOF BEAM SIDE _ 0.000 0.000 21.000 2.9.670 44.000 -50% 9.102 7.684 0.000 7.646 9.049 0.000 21.000 '29.495 14.861 44.000 44:000 +50% 0.000 0.000 3.760 4.559 0.000 21.000 27.992 4.009 58.651 1 0.000 0.000 0.427 0.339 0.030 0.036 27.992 4.009 58.651 2 1.230 1.230 1.142 1.142 0,427 1.308 0.339 1.586 0.210 27.992 5.171 58.650 3 4 0.000 0.000 1.308 1.586 0.211 27.992 5.171 58.650 5 0.000 0.000 3 Load Combination - 1 to Does not apply Splice Design. 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 4 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 2 Load Combination - Does not apply to this Splice 10 Category 2 Load Combination - Does not apply to this Splice Type. 2.202 0.002 27.992 7.178 58.651 11 Category 0.000 0.000 1.954 0.383 0.451 2.348 27.992 1.472 58.445 12 13 0.000 0.000 0.383 0.451 2.352 27.992 1.472 58.444 14 0.000 0.000 .. .. +.. ...r � ... .f.. .wr.r� .-+. f u.r... -... .•'y .wT r .ww -w.: .�Wn r.-.+Mi+.."Mr+.^.'Ni+rr �7 ♦ .f:w+ (...r..... W -.-'u+y.•}.t s.. . W S P I C E f D E S I G N - L A. Y 0 U T S K E T C H W ,L W CADDS DATE: 12/17/01 W W PAGES 100 TIME: 04:45 PM W W W ORDER # 079270 BUILDER NORTH VALLEY READY BUIL BLDR ORDER # 01-68 BLDR ACCOUNT ENGR GRP # 20-04-007-90 - Visalia BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME (LIVE) - PETER (WIND) KONYN (CODE/YEAR) (SLOPE) W (TYPE) (WIDTH) (HEIGHT) LRF 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 DESIGN SYSTEM FRAME # 2 DESCRIPTION SUBTYPE W O/I Extens Com Bm W SPLICE # 06 TYPE Ridge ---------- - -------------------- --- ---------------------------------------------------------- - LEFT ROOF BEAM SIDE -->I<-- RIGHT ROOF BEAM SIDE BOLTS: 0.625" DIA A325 NO WASHERS SPLICE PLATE OV34922-02 W W o 6.000" X 35.250" X 0.500" OUTSIDE FLANGE 0.250 X 6.000 MAIN WEB 0.140 INSIDE FLANGE 0.250 X 6.000 =+---------+--- - 1.125" 1 2.375" 3.250" 30.333" 26.500" i 3.250" 1.125" 1 -+------------- +- 2.750"-+ ----------------=------ 0 0 FFFFFFFFFFFFFFFFFFFFFFF 2.375" OUTSIDE FLANGE 0.250'x 6.000 30.333" MAIN WEB 0.140 0 W —I— FFFFFFFFFFFFFFFFFFFFFFF 0 0 ----------------------------- INSIDE FLANGE 0.250 X .6.000 �I W o W o W W W W W W W W W W W W W W W W W W W W W W W W W W W W o 2.375" OUTSIDE FLANGE 0.250'x 6.000 30.333" MAIN WEB 0.140 0 W —I— FFFFFFFFFFFFFFFFFFFFFFF 0 0 ----------------------------- INSIDE FLANGE 0.250 X .6.000 �I _.�..� . 9I'W. t.M,H4 .rr ..-..-•fir. 9sMm w... w`R..r l++!+M]. r-•••;�� rw.Ww^'ln •,..w y re.9 ..y !H "*`.......... r -.i W F L A N G E A N D W E B P L A T E I N F O R M A T I O N CADDS S P L I C E D E S I G N - PAGES 101 DATE: 12/17/01 --------- TIME: 04:45 PM ____________________ ------------------------- ----------------------------LDR # 01-68 # 20- BLDR ACCOUNT # 20-04-007-90 ACCOUNT -------- _ # 079270 BUILDER - NORTH VALLEY READY BUIL BLDR ORDER PROJ NAME - PETER KONYN ENGR GRP - Visalia (SLOPE) ORDER BLDR CONTACT - ANDY WOOD BLDR PHONE (TYPE) # 530-345-7296 (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) UBC 97 5.000 TO12 FRAME # 2 DESCRIPTION -.LRF 80'-0" 20'-3 3/8" 20 PSF 80 MPH SUBTYPE : Comp Bm --------------- DESIGN SYSTEM TYPE Ridge _-___-_0/I_Extens-_ ------------------------ --------- # 06 ------------------ -------------------------------------------- F L A N G E F P L A T E S • ----- MAXIMUM STRESSES -------'"-- DIST FROM - TENSION - COMPRESSION ALLOW CSR LOAD OND LOCATION DESCRIPTION PART NO. T SIZE X W X L-- EDGE ACT. ALLOW (Ksi) (Ksi) ACT. (Ksi) (Ksi) (In.) Inches ------- LEFT ROOF BEAM SIDE 0.250 X 6.000 2,375 16.32 33.00 16.90 33,.00 16.23 49.50 16.35 49.50 0.495 0.512 -50% +50% OUTER 2 Main Flange 0,250 X 6.000 2 542 INNER 2 Main Flange 16.23 49.50 0.495 -50 RIGHT ROOF BEAM SIDE 0.250 X 6.000 2.375" 16.32 33.00 16.90 33.00 16.35 49.50 0.512 +50% OUTER 2 Main Flange 0,250 X 6.000 2 542 INNER 2 Main Flange W E B P L A T E.S _ _ _ _____ MAXIMUM STRESSES -----'- COMPRESSION ------------ CSR LOAD PART NO. SIZE - SHEAR --- ALL - TENSION - ACT.LL A(KsOW ACT. A COND DESCRIPTION X W X OL X IL_ (Ksi) -' (Ksi) (Ksi) (KsO) ------------- Inches ----- ---'-- Inches 1.38 29.33 21.24 33.00 14.91- 49.50 0.643 -50% LEFT ROOF BEAM SIDE 0,140 Main Web 1.38 29.33 21.24 33.00 14.91 49.50 0.643 -50% RIGHT ROOF BEAM SIDE 0.140 Main Web W E L D I N F O R MAT I O N LEFT ROOF BEAM SIDE L A N G E P L A T E S -------- MAXIMUM STRESSES -------- FULL ----_-_F -----.------ WELD SIZE ------------------- PENETRATION - TENSION SHEAR ALLOW CSR LOAD COND DESCRIPTION STRENGTH ---- FI LLET ------------- In Face (k/in) (k/in) (k/in) Out Face In Face Out Face 4.17 8.25 0.506 -50% OUTER 2 Main Flange YES 1/4" 3/16" Flange to Splice Plate 4.32 8.25 0.524 +50%, INNER 2 Main Flange YES 1/4" 3/16" Flange to Splice Plate. .. n. � w . � •t e_ •-T• rn.vu.�. I C E „. _ �'S. .w.l, W.z, ...r. �+++..i. .. D E S I G N - W E L D I N F O R M A T I O N .a.-.ri �.nti.• <.. CADDS S P L PAGEeS 102 DATE: 12/17/01 -BLDRDR ------------- TIME: 04:45 PM ----------------------------------------------------- --------------------L # 01-68 A ACOUNT--- CCOUNT # 20-04-007-90 --------- ORDER # 079270 BUILDER - NORTH VALLEY READY BLDR PHONE BUIL BLDR ORDER # 530-345-7296 PROJ NAME - PETER KONYN ENGR GRP - Visalia O BLDR CONTACT - ANDY WOOD (TYPE) (WIDTH) (HEIGHT)(WIND) (UBCE/YEAR) S,OOOTO) 12 FRAME # 2 DESCRIPTION LRF 20LIVE)PSF So MPH 80'-0" SUBTYPE 0/1 Extens - Comp Bm ------- DESIGN SYSTEM TYPE Ridge ------------------- SPLICE # 06 ---------------------------------- W E L D I N F O R M A T I O N LEFT ROOF BEAM SIDE W E B P L A T E S -------- MAXIMUM STRESSES -------- DESCRIPTION ________--- -------------- WELD SIZE ------------------------- ---- FILLET --- --------- PENETRATION ------ _-- TENSION (k/in) SHEAR ALLOW CSR (k/in) (k/in) LOAD COND _ LENGTH - Near S. Far S. Near Side Far Side 2..97 5.57 0.534 -50% Main Web 1/811 1/8" Web to Splice Plate - W E L D I N F O R M A T I O N RIGHT ROOF BEAM SIDE F L A N G E P L A T E S - MAXIMUM STRESSES -------- DESCRIPTION FULL ------------------- WELD SIZE ------------------- ---- FILLET ------------- PENETRATION - TENSION (k/in) SHEAR ALLOW CSR (k/in) (k/in) LOAD COND STRENGTH Out Face In Face Out Face In Face - 4 17 8.25 0:506 -50% OUTER 2 Main Flange YES 1/4" 3/16" Flange to Splice Plate 4.32 8.25 0.524 +50% INNER 2 Main FlangeYES 1/4° -3/16" Flange to Splice Plate W E L D I N F,O R M A T I O N RIGHT ROOF BEAM SIDE W E B P L A T E S -------- MAXIMUM STRESSES -------- WELD SIZE ---------------------- PENETRATION --------TENSION - TENSION SHEAR ALLOW CSR LOAD COND DESCRIPTION - LENGTH - -- ---- FILLET ---------- Far Side Side (k/in) (k/in) (k/in)- Near S. Far S. Near 2.97 5.57 0.534 -50% Main Web 1/8" Web to Splice Plate S P L I C E- D E S I G N - A P P L I E D L O A D S S U M M A R Y CADDS PAGES 103 DATE: 12/17/01 ----------- TIME: 04:45 PM ______________________________.-------------------- BLDR ACCOUNT # 20-04-007-90 _______________ BLDR ORDER #..01-68 ENGR GRP - Visalia ORDER # 079270 BUILDER - NORTH VALLEY READY BUIL BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN (TYPE) (WIDTH) (HEIGHT) 2(LIVE)0 PSF 8(WIND)0 MPH (UBCE/97 YEAR) 5,000 TO12 DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 801-0 SUBTYPE :-_-_----_-O/I Extens - Comp Beam --------------- TYPE - Intermediate Roof Beam ----------------------- SPLICE # 07 ----------------------------- LOAD DESCRIPTION NO ---- -------------------- -50% MOMENT CAPACITY +50% MOMENT CAPACITY 1 DL + CLL + LL 2 DL + WLL 3 DL + WLR 4 D+CLL+EQL/1.4 5 D+CLL+EQR/1.4 6 PD+PC+0.70PL+2 . 80EQL 7 PD+PC+0.70PL+2.80EQR 8 0.85P(DL+CL)+2.80EQL 9 0.85P(DL+CL)+2.80EQR 10 DL+CL+2.80EQL 11 DL+CL+2.80EQR 12 DL + EWP 13 dl+ip 14 dl+is DESIGN AXIAL SHEAR MOMENT STRESS MEMBER , CATEGORY- (kips) -(kips)-(in_k)_ FACTOR STRENGTH Std Des Std Des Std Des Std Des Std Des Std Des Std Des Axial C Axial C Axial T Axial T Conns Conns Std Des Std Des Std Des Dimensions at Connection. Flg. to Flg. Dimension Adjacent Depth Change Information Distance to Depth Change Flg. to Flg. Dimension Adj. P1. Angle (Degrees) 0.00 0.00 -966.66 1.00 N N 28.000" 0.00 0.00 966.66 1.00 N 28.000." 12.06 6.79 ' 242.98 1.00 N -5.04 -1.27 -258.39 1.33 N -5.10 -2.96 -13.18 1.33 N 4.38 2.83 -49.48 1.33 N 3.98 1.87 216.93 Load Combination - 1.33 Does not apply to Splice Design. Category Category 3 3 Load Combination - Does not apply apply to Splice Design. to Splice Design. Category 4 Load Combination - Does not - Does not apply to Splice Design. Category 4 Load Combination 2 Load Combination - Does not apply to this Splice Type. this Splice Type. Category 2 Load Combination - Does not apply to Category -5.90 -1.00 -144.31 1.33 NN 2.85 1.74 -964.19 1.33 N -1.64 -1.19- -970.36 1:33 P A R T D I M E'N S I O N S Lower Upper Roof Beam Roof Beam 28.000" 28.000" 11_ " 21'-10.468" 28.0001, 28.000." 0.000 0.000 - B O L T S / S P L I C .E P L A T E CADDS S P L,I C E D E S I G N ____pAGE_S 104 DATE: 12/17/01 ------------------------------ �- -- TIME: 04:45 PM --------------'-'------------------_---___ BLDR ACCOUNT # 20-04=007-90 ------------------------------------------------ ____------------------ BLDR ORDER # 01-68 - Visalia --------- ___ ENGR GRP ORDER # - -- BUILDER - NORTH VALLEY READY BUIL (SLOPE) BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROD NAME - PETER KO 5.000 TO 12 (TYPE) 8(WOIDTOH) (Eil IG3T3/8.. 20LPSF) 80WMND) (USCF/97 YEAR) DESCRIPTION LRF SUBTYPE O/I Extens - Comp Beam -----__ DESIGN SYSTEM FRAME # 2----------- - TYPE Intermediate Roof Beam _____________________ SPLICE # 07 -------------------- - ---------------------- - PLATE TYPE PART NUMBER . ORIENTATION PLATE WIDTH PLATE LENGTH PLATE THICKNESS PLATE YIELD STRESS PLATE OFFSET DESIGN STRESS RATIO CONTROLLING COND. CONTROLLING LOCATION Side 2 BOLT DIAMETER BOLT TYPE WASHERS S P L I C E BOTH SIDES STANDARD 0031319 NORMAL 8.000" 33.500" 0.625" 55.00 KSI 2.750" 0.325 -50% Outer Flg 2 B O L T 0.750" A325 NO BOLT # BOLTS DIST FROM ROW IN ROW EDGE OUTER 1 2 1.250" OUTER 2 2 4.750" P L A T E I N F O R M �A T I ,O N BOLT GAGES - INNER: 3.250" DIST FROM PREV ROW 3.500" BOLT # BOLTS DISTFROM ROW IN ROW EDGE INNER 2 2 4.750" INNER 1 2 1.250" DIST FROM PREV ROW 3.500" - D E. S I G N - B O L T L O A D S / A L L O W A B L E S CADDS S P L I C E . PAGE : S 105 DATE: 12/17/01 TIME: 04:45 PM --------------------------------------" ----------------------------------------- # 01-68 BLDR ACCOUNT # 20-04-007-9 ORDER -------- # 079270 BUILDER - NORTH VALLEY READY BUIL BLDR ORDER # 530-345-7296 PROJ NAME - PETER KONYN ENGR GRP - Visalia (SLOPE) BLDR CONTACT - ANDY WOOD BLDR PHONE (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) UBC 97. 5.000 TO 1 FRAME # 2 DESCRIPTION LRF 80'-0" 20'-3 3/8" 20 PSF SUBTYPE :-_-"_--__-O/I-Extens__ 80 MPH Comp Beam ---'"""-- DESIGN SYSTEM TYPE Intermediate Roof Beam SPLICE # 07 --------------- B O L T L O A D S / A L L O W A B L E S INNER EDGE SHEAR TENSION Ft LOAD OUTER EDGE 3OUTER 4 INNER INNER3INNER INNER 1 fv Act. (Ksi) Fv All. (Ksi) ft Act. (Ksi) (Ksi) NO OUTER 1 ------------------------------ OUTER 2 OUTER _-------- (Kips Per LOWER ROOF BEAM SIDE 0.000 21.000 22.695 44.000 -50$ 10.027 8.128 0.000 8.176 •0.000 10.192 0.000 21.000 21.000 23.069 3.114 44.000 43.815 +50% 0.000 0.000 0.918 1.375 1.920 0.358 27.992 7.397 58.647 1 0.000 0.000 0.000 0.000 0.838 27.992 1.745 58.625 2 3.268 2.731 0.535 0.505 0.799 27.992 0.251 58.628 3 0.770 0.740 0.000 0.000 . 0.529 27.992 4.223 58.641 4 0.111 0.033 1.431 1.865 5 0.000 Category 3 0.000 Load Combination - Does not apply to Splice Design Design. 6 7 Category 3 Load Combination - Does not apply to Splice Design. appy g' Category 4 Load Combination - - Does not Does not apply to Splice Design. 9 10 Category 4 Category 2 Load Combination Load Combination - Does not apply to this Shis plice Type. apply P 282 27 992 4,983 58.649 11 Category 2 Load Combination - Does not 0.000 0.00 0 0 0.491 27.992 21.911 58.642 .12 2.201 1.885 0.000 0.000 10.411 0.337 27.992 23.565 58.647 13 9.680 7.802 8.380 14 0.000 0.000 • B O L T, L O A D S / A L L O W INNER A B L E S EDGE SHEAR TENSION Ft All. LOAD OUTER EDGE 4 3 INNER 2 INNER 1 fv Act. (Ksi) Fv All. (Ksi) ft Act. (Ksi) (Ksi) NO OUTER 1 --------------------------- OUTER 2 OUTER 3 ___OUTER - erlBolt)4___INNER ------------ (Kips P -------- UPPER ROOF BEAM SIDE 0.000 0.000 21.000 23.045 44.000 -50% 10.181 8.136 0.000 8.136 10.181 0.000 21.000 21.000 23.045 3.083 44.000 43.815 +50% 0.000 0.000 0.891 1.362 1.920 0.358 27.992 7.455 58.647 1 0.000 0.000 0.000 0.000 0.838 27.992 1.745 58.625 2 3.293 2.727 0.535 0.505 0.799 27.992 0.289 58.628 3 0.770 0.740 0.000 0.000 0.529 27.992 4.212 58.641 4 0.128 0.035 1.418 1.861 5 0.000Y 0.000 3 Load Combination p to Splice Design. - Does not apy 6 7 Cater Category3 Load Combination to Splice Design. - Does not apply to Splice Design. g Category 4 Load Combination - Does not apply to Splice Design. not apply 9 Category 4 Load Combination - Does - Does not apply to this Splice Type. 10 Category 2 Load Combination 2 Load Combination to this Splice Type. - Does not apply 0,000 0.000 0.282 27.992 4.999 58.649 58.642 11 12 Category 2.208 1.881 0.00 0 0.000 0.491 27.992 27.992 22.281 23.542 58.647 13 9.844 7.816 8.341 10.401 0.337 14 0.000 0.000 S P .L I C E D E S I G N - L A Y O U T S K E T C H CADDS DATE: 12/17/01PAGES 106 TIME: 04:45 PM BLDR ORDER # 01-68 BLDR ACCOUNT # 20=04-007-90 ORDER # 079270 BUILDER - NORTH VALLEY READY BUIL ENGR GRP - Visalia BLDR PHONE # 530-345-7296 PROJ NAME - PETER KONYN (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) BLDR CONTACT - ANDY WOOD DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 80'-0" 20'-3 3/8" 20 PSE . 80-MPH---O/IBExtens7_ Comp Beam .000 O 12 TYPE : Intermediate Roof Beam SUBTYPE --- SPLICE # 07 -------------------------- ---------------------------------------------------------- ---- O WASHERS SPLICE PLATE 0031319 8..000" X 33.500" X 0.625" OUTSIDE FLANGE 0.250 X 6.000 MAIN WEB 0.160 INSIDE FLANGE 0.313 X 6.000 LOWER ROOF BEAM SIDE --> <--'UPPER ROOF BEAM SIDE BOLTS: 0.750" DIA A325 N +- 3.250"-+ ----------------------------- ---+- 1.250" 1 2.750" 3.500" 28.000" 24.000" 3.500" _ 1.250" -+------------- 0 0 FFFFFFFFFFFFFFFFFFFFFFF W o W o W W W W W W W W W W W W W W W W W W W W W W W W W W W 0 W o W FFFFFFFFFFFFFFFFFFFFFFF 0 0 2.750" 28.000" OUTSIDE FLANGE 0.250 X 6.000 MAIN WEB 0.140 INSIDE FLANGE 0.250 X 6.000 E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N CADDS S P L I C E D 107 DATE: 12/17/01 "--_-"-PAGE_S TIME: 04:45 PM ------------------------------------------- BLDR ACCOUNT # 20-04-007-90 ----------------------------------------------------- ORDER # 079270 BUILDER NORTH VALLEY READY BUIL BLDR ORDER # 01-68 PROJ NAME - PETER KONYN ENGR GRP - Visalia BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 12 DESIGN SYSTEM FRAME # 2 (TYPE) DESCRIPTION LRF 80'-01+ 20'-3 3/8" 20 PSF 80 SUBTYPE BExtens7_ Comp 5.000 BeamTO # 07 TYPE : Intermediate Roof Beam -MPH---O/I ------------- SPLICE --------------------------------------- F L A N G E P L A T E S ----------- MAXIMUM STRESSES ---------"- DIST FROM - TENSION - COMPRESSION CSR LOAD COND LOCATION DESCRIPTION PART NO. SIZE X L EDGE ACT. ALLOW ACT. ALLOW T X W _ (In.) (Ksi) (Ksi) (Kai) (Ksi) , -------- Inches --------- LOWER ROOF BEAM SIDE 0.250 X 6.000 2.750 17.64 33.00 33.00 15.22 49.50 13.34 49.50 0.535 0.436 -50% +50% OUTER 2 Main Flange 0.313 X 6.000 2.750 14.39 INNER 2 Main Flange UPPER ROOF BEAM SIDE250 0. X '6.000 2.750 17.85 33.00 15.80 49.50 15.80 49.50 0.541 0.541 -50% +50% OUTER 2 Main Flange 0.250 X 6.000 2.750 17.85 33.00 INNER 2 Main Flange. W E B P L A T E S MAXIMUM STRESSES -----"--- ------ LOAD - SHEAR-- - TENSION - COMPRESSION CSR LOAD DESCRIPTION PART NO. X SIZE W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW (Ksi) GOND T (Ksi) (Kai) (Ksi) (Ksi) (Ksi) ------------- Inches -------------- LOWER ROOF BEAM SIDE- 1.55 22.00 14.70 33.00 15.05 49.50 0.446 +50$ Main Web 0.160 UPPER ROOF BEAM'SIDE 1.76 22.00 16.81 33.00 15.63 49.50 0.509 +50% Main Web 0.140 W E L D I N F O R M A T I O N .LOWER ROOF BEAM SIDE F L A N G E P L A T E S -DODO""" MAXIMUM STRESSES -------- DESCRIPTION FULL ----------------- -- ----'AAAA WELD SIZE "-AAAA-'LOLL-LAAO"" PENETRATION ---AAAA'- TENSION SHEAR ALLOW CSR LOAD COND STRENGTH AAAA FILLET AAAA Out Face In Face Win) (k/in) (k/in) Out Face In Face OUTER 2 Main Flange 3/16" 3/16" 4.53 8.25 0.549 -50% Flange to Splice Plate YES INNER 2. Main Flange 1/4" 1/4" 4.62 10.33 0.448 +50% Flange to Splice Plate YES S P L I C E D E S I G N - W E L D I N F O R M A T I O N CADDS PAGE:S 108 DATE: 12/17/01 TIME: 04:45 PM ----------------------------------- --------------------__ --------------------------------- -- BLDR ACCOUNT # 20-04-007-9 BLDR.ORDER # 01-68 ENGR GRP - Visalia ORDER # 079270 BUILDER - NORTH VABLDR PHONE #LEY READY , 530-345-7296 PROJ NAME - PETER KONYN BLDR CONTACT - ANDY WOOD (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 80'-0" 20'-3 3/8" 20 PSF 80 MPH UBC 97 5.000 TO 12 DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF SUBTYPE O/I Extens - Comp Beam __ SPLICE # 07 TYPE : Intermediate Roof Beam --------------------------------- LOWER ROOF BEAM SIDE DESCRIPTION Main Web Web to Splice Plate UPPER ROOF BEAM SIDE DESCRIPTION OUTER 2 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate UPPER ROOF BEAM SIDE DESCRIPTION W E L D I N F O R M A T I O N W E B. P L A T E S -- ------ WELD SIZE ------------------------- ----------------- ---- - LENGTH - ---- FILLET --- --------- PENETRATION ----- Far Side Near S. Far S. Near Side 1/811 1/81 MAXIMUM STRESSES -------- TENSION SHEAR ALLOW CSR LOAD GOND (k/in) (k/in) (k/in) 2.35 5.57 0.422 +50% W E L D I NF O R M A T 'I O N FLANG E P L A T E S MAXIMUM STRESSES -------- FULL ------_- __---- WELD SIZE ----- -------------- TENSION SHEAR ALLOW CSR LOAD STRENGTH ---- FILLET ------------- PENETRATION - (k/in) (k/in) COND Out Face In Face Out Face In Face' Win) 4.56 8.25 0.554 -50% YES 3/16" 3/16" YES 3/16" 3/16° 4.56 8.25 0.554 +50%, W E L D I N F O R M A T I O N W E B P L A T E S -------- MAXIMUM STRESSES -------- WELD SIZE ------------------------- ------"-- _______:-. PENETRATION --------' TENSION SHEAR ALLOW CSR LOAD LENGTH - ---- FILLET --- Far Side (k/in) (k/in) (k/in) COND Near S. Far S. Near Side 2.35 5.57 0.423 -50% Main Web 1/8" Web to Splice Plate 0 N GE ERAL NOTES C T ONCt?E E NOTES 4 , 0 0 0 5 L _ o 1. ON � o G CRETE SHALL i L CONSTRUCTION SHALL CONFORM TO THESE PLANS AND ALL APPLICABLE CODES BE A COMMERCIALLY AVAILABLE TRANSIT- MIX PROPERLY AND LOCAL ORDINANCE$ INCLUDING THE 1994 EDITION OF THE UNIFORMPROPORTIONED AND DELIVERED TO THE SITE INREADY-MIX I- - SIZE SHALL BE TRUCKS. AGGREGATE SUILDING CODE. A MAXIMUM OF: i -i/2 IN FOUNDATIONS AND 3/4" AT ALL OCHER 2 y,,o„ 25'-0" ' 25'-O" LOCATION$. SLUMP SHALL N " 25 O L OT EXCEED,4'. . CURING COMPOUND SHALL BE SPRAYE 11/2"• 2. STEEL BUILDING SHELL SHALL BE DESIGNED BY OTHERS TO UBC AND MSMA ON ALL EXPOSED SURFACES IMMEDIATELY AFTER FINAL TROWELLING. 2 -O REQUIREMENTS. MANUFACTURER SHALL PROVIDE SHOP DRAWINGS AN; D CAL- CULATIONS ?. A AS REQUIRED BY LOCAL BUILDING DEPARTMENT. ALL CEMENT SHALL CONFORM TO ASTM STANDARD 0-150. ALL AGGREGATES SHALL A. CONFORM TO ASTM STANDARD C-33. i Q i I - _ 3 I 3 EXPOSED 3. CONCRETE USEE) FOR F OUNDATiONS AND SLABS ON GRADE SHALL HAVE A i 'I. BUTLER w REV VE MINIMUM �p W 3. _ ` 28 -DAY COMPRESSIVE STRENGTH OF 2500 PS1. AND SHALL NOT CONTAIN COLUMN Q - - - - SOIL NOTES THAN LESS 5 SACKS OF CEMENT PER CUBIC YARD, - OPE' LINE OF ROOF A 1. FOUNDATION DESIGN 1 ._ ABOVE I I D G S BASED ON 4. A A — — — — -- — — — — — — — — I I LL REINFORCING BARS SHALL BE GRADE o SOIL BEARING CAPACITY: 1000 PSF WITH RDE 60 (FYu60,000 PSI) EXCEPT WHERE :: T :: H -I T NOTED OTHERWISE. REINFORCING SHALL CONFORM TO ASTM STANDARD /►-615 L Q I I I HI T ( INCREASES PER UBC TABLE 18-1-A. D I I ( I EXCEPT WHERE WELDING OF REBAR IS REQUIRED WHERE REINFORCING CONFORMING PORTAL FRAME - 2. ALL FOOTINGS X TO ASTM A1O& SHALL BE USED. _ Ll „E CEPT WHERE NOTED OTHERWISE oN PLAN$ ,$HALL BE SET AT L _` - _ J L LEAST 12 INTO UNDISTURBED EARTH O C TIFR ER IED COMPACTED FILL. 5. REINFORCI ---� L --1 - - - - -� NG MAY BE WELDED ONLY AS SHOWN ON THESE PLANS. TAC t 3 ____ TO H K WELDING �•, _,_,_ OLD FOR ALIGNMENT SHALL NOT BE ALLOWED UNLESS APPROVED Y T O w 3. ANY UNUSUAL SOIL CONDITIONS SUCH AS ORGANIC SOILS, CLAY POCKETS OR VED B HE ENGINEER. PREHEAT ALL *1 AND LARGER BAR PER AWS 14- � ,n ---}� UNCERTIFIED FILLS SH D 92. PREHEAT NOT zz EXPOSED STEEL. COLUMN$ I ALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER Q `REQUIRED FOR BAR SIZES "6 AND SMALLER.. p BY BUTLER MANUFACTURING PRIOR TO CONSTRUCTION ON. 6. REINFORCING NG SNALL BE LAID OUT TO MINIMIZE THE N i CONCRETE PEDESTALS - 3 - UMBER OF SPLICES. SPLICES IN CONTINUOUS REINFORCEMENT FOR BAR SIZES �3 THROUGH "8 SHA LL LAP AS TYP NOTED ON THE PLANS OR AS FOLLOW$. I SPECIAL tNSPEGTiONB GRADE 40 I . RE NFORCING BARS. .MINIMUM OF 32 A I - GRA , %B R D AMETERS. DE 6 o I. I O REINFORCING BARS. MINI REQUIRED SPECIAL INSPECTIONS SHALL BE PERFORMED BY AN INDEPENDENT MUM OF 48 BAR DIAMETERS. WIRE MESH. * OR 2 -WIRE SPA SPECIAL INSPECTOR PER SECTION 1'101 OF THE UBC AND LOCAL BUILDING CES, WHICHEVER IS GREATER , to DEPARTMENT REQUIREMENTS. _ - WHERE ALL SAM IN A MAT OR SECTION OF A BEAM ARES SPLICED CED AT THE SAME E LOCATION OR MORE THAN 12 OF FRESH CONCRETE 2. THE CONTRACTOR SHALL SUBMIT CIA ETE IS TO BE PLACED BELOW THE - SPECIAL INSPECTOR CERTIFICATIONS TO THE BARS THE ABOVE DISTANCES SHALL BE INCREASED AN ADDITIONAL .3 = IO BUTLER COL.. BUILDING DEPARTMENT AT THE TIME OF PERMIT APPLICATION. THE SPECIAL , I ,,r 0 ENCASED IN .� INSPECTOR MUST BE APPROVED BY THE BUILDING DEPARTMENT PRIOR TO SPLICES IN BARS LARGER THAN •8 HA _ - w CONCRETE SHALL BE ONLY AS SHOWN ON TH � r" BEGINNING CONSTRUCTION. E PLANS. i PILASTER I. UNLESS SH a� OWN OTHERWI.,_, THE MINIMUM CONCRETE COVER FOR REINFORCING d � R ORCING 4. ALL INSPECTOR '$ HANDWRITTEN DAILY LOGS SHALL BE AVAILABLE ON THE SHALL B " E 2 EXCEPT WHEN CONCRETE IS TO BE PLACED DIRECTLY Ai JOBSITE FOR REVIEW BY BUILDING DEPARTMENT FIELD INSPECTORS. L AG NST EARTH WHERE IT SHALL BE 3" I, 5. COPIES OF ALL INSPECTOR REPORTS H FI WITH T SHALL BE LED W T HE LOCAL S. ALL ,ANCHOR BOLTS SHALL CONFORM_ BUILDING DEPARTMENT AND CRANDALL ENGINEERING. REPORTS'S14ALL WITH. ASTM A '301. G — I , 0 BE FILED WEEKLY DURING CONSTRUCTION. REPORTS SHALL NOTE ALL DISCREPANCIESH WHET ER CORRECTED OR NOT. w- W Z �' "1'GjRACa� - 7d ,4I_1" CONI. HUL.L. (u2 OCCUPANCY)6. UPON.COMPLETION OF THE PROJECT, THE INSPECTOR SHALL SUBMIT A FINAL " - 3 w 0. �,©OG� �G FT. I SIGNED REPORT STATING WHETHER THE WORK REQUIRING SPECIAL INSPECTION WAS.. TO THE BEST OF THE INSPECTOR'$ KNOWLEDGE, J q PERFORMED IN 1 .CONFORMANCE TO THE APPROVED PLANS AND SPECIFICATIONS AND THE p � w - Q APPLICABLE WORKMANSHIP PROVISIONS OF THE UBC AND/OR ICSO REPORT. a _ wo _ 1. SPECIAL INSPECTION IS REQUIRED FOR THE FOLLOWING ITEMS AND PROCEDURES AS NOTED. TYP U w 1. 14IG14 STRDIGTN BOLTING o r Q , i A. ALL HIGH STRENGTH BOLTS ARE TO BE INSTALLED USING "TURN OF THE NUT' Q EARTH OR GRAVEL FLOOR I METHOD SPECIFIED IN THE NINTH EDITION OF THE AISC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A3?5 OR A4W BOLTS". - to I S. INSPECTOR SHALL VERIFY THAT ALL BOLTS AND WASHERS CONFORM WITH O - ID• BUTLER COL. 0 F- THE REQUIRED SPECIFICATION. * :r ►� ENCASED IN CONCRETE I B: INSPECTOR SHALL VERIFY THAT THE MEMBERS TO BE CONNECTED ARE PROPERLY PILASTER ALIGNED PRIOR TO TIGHTENING. aw C. TESTER SHALL OBSERVE THE CALIBRATION PROCEDURES WHEN REQUIRED BY THE ASTM SPECIFICATION (A325 OR A490) AND MONITOR THE INSTALLATION I OF BOLTS TO DETERMINE THAT ALL PLIES OF CONNECTED MATERIAL HAVE BEEN DRAWN TOGETHER E 0 Environmental Health JAN 2 4 2002 D' •O Z •Y V? O 5 •r W � :. x w Z 0 oc ,, .1 J JX W W k., C Z �c A 1J � Z x u w Q '+ w UJ Q N x v ) W o .. . IL " � Z w x z Q 0 N6 �~ Z 0 W whit Qw un off f- am to J www o ,. ..a J a. t w z a 0 •N Q 0 © C M .. o • Z IL- 0. Q ..' C' . a ads J 0 .r w SCALE: JOB NO: 01014 FILE: JAC C-./D46-CESKTOP NVBS/01014/014 - I.DWG �Rof ESSIOV o c+ Z A 32+934 J►�, EXP. 6/30/02 ATF civic. OF 1CAL�F 2-23-02! SHEET of 3 --- _ --- I i --- _ --- I i i i O Z Y t N Z O� S � � O Y J 4' ® J �x ' in W a -- N 0 W .r W K i 0 .. u. Z r 4. Q. V L W� �%% a• ~ ww � OF~- � wfA r Fft �tA J Mw w .. 0so 4c _ Q vv0. 0 © �N C • Of Z IL o.. a »IL d , cc w v 0 w—t qts IL CALE: NOTED JOB. NO: 01014 FILE: JAC- C /D1S.JDESKTOP • 136/.010'14/0'14 -?DWG �RpF ESsio � G v c► a� r 32934 EXP. 6/30/02 OF CA�,�f ?-23-02 SHEET 21, of 3 i DR Sm SP.AIts=AS WTED_DELGW; ADw us Fr ieai Oe c i*IW;. ea as-� • `a • ; 'a -!] r °g:• r: ",• pCa c so -INT SPLIEI 2ib''ka,B1T,5,ISe- 2Zb=R it,QIS',fl• T�� Zre ac, 0t n,?c5 °e .3elo�- T73 :4xI8v TO 5'' 1 C*Azi 7t E) PANEL FOINT-` SPLzC% .C�12 1:1' -&OG 70 `st` D`-(�a�2Y ) R�tt.6LllOseRNa.$ oG. a _ DIMETISiOii;"C _ 1 I I i I I t I I 11 M C. � I { I nl I I I .II I I (3 �I i 1� I I: min t � I �. 'I r��ll I •` i A �! III r 1+ I , I 1 I WI+'17^F+'tl"�"�Idlr�7'9M I�N�1(,"r�174't�"��fM�'Nt5f7i11N�+'�iwi�M M'l{9Arii�(1W11mtnMdlM dXYp♦;+d`x�i dl t'L,nW<t.7J+�tial�N`Ih�+M'1'i�Mr 9h nw,npf4W Nd4n'�'w r{jl L 11hoaJ VN'ya4Y',V�nml�9{`wlwlj 777'!! I I II I I I 1 I ,I