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Home My WebLink About026-060-001026-060-001 PERMITN95-0092 BALAZ, HAROLD 6900 LINCOLN BLVD., OROVILLE NEW STG BLDG .i . a 5 LAND DEVELOPMENT - BUILDING PERMIT CLEARANCE Building Permit No. OWNER ' NAME: I�'O NUMBER: D� (p 06 Q PRINT LAST NAME FIRST COUNTY ZONING DESIGNATION: 2M l I FLOOD ZONE: d De., A I FLOOD MAP: 4SO R pry z� At* 41ffV 162.0 APPROVED: CONDITIONALLY APPROVED: RESOLVE PROBLEMS PRIOR TO APPROVAL: i PARCEL CREATION BY DEEDS DATE OF CREATION: \ > Y SI DEED REFERENCE: LEGAL ACCESS PROVIDED: k YES NO COMPLIES WITH COUNTY STANDARDS FOR DEED CREATION LEGAL ACCESS REQUIRED: 11r YES NO ?D YES NO COMMENTS/CONDITIONS: 'Pi rt Lo 4- s z S /v Aju^'w C om✓ s Tru �� c�g,(I' Maui ".3 (/g 7-6-y 1216 ff r Ty 19"/c-zu DATE OF RECORDING PARCEL CREATION BY MAP LOT BOOK PAGE COMPLIANCE WITH OLD SUBDIVISION LOT ORDINANCE REQUIRED? (MAP RECORDED PRIOR TO BOOK 17.OF MAPS AT PAGE 23): YES NO . IF YES, MARK APPROPRIATE ITEM(S) BELOW: A. Construct road to B. Meet parcel size required by zone. C. Meet current E.H.D. requirements. CHECK SPECIAL CONDITIONS WHICH APPLY TO MAP: ALL FEES TO BE PAID TO THE BU/LD/NG DIVISION UNLESS OTHERWISE NOTED. 1. Maintain a 50 ft. building setback from centerline of road. 2. Maintain.a building setback from right-of-way/centerline of 3. Pay water tender fees in the amount of $ to Battalion Number of the Butte County Fire Department. 4. Automatic fire suppression sprinkler systems shall be installed in all residential structures in accordance with the National Fire Protection Association Standard for the installation of sprinkler systems in one and two family dwellings and mobile homes, NFPA Standard 13D, unless a pressurized community water system, with hydrants that meet Fire Department specifications, serves the parcel. 5. Pay T.D.D. (Thermalito Drainage District) fee in the amount of $ 6. Maintain a 100 ft. leachfield setback from all existing wells. 7. Maintain a ft. leachfield setback from 8. Meet the requirements of the Department of Fish and Game for the preservation of oak trees. 9. A traffic mitigation fee for each new or additional living unit shall be paid. Pay the amount of $ as stated in the Oroville Area Traffic Mitigation Fee Agreement. Payment to be made to the Planning Division. 10. All new residential buildings shall be constructed to comply with the requirements of the Uniform Building Code for seismic safety. Mobile homes shall be constructed on a permanent foundation system which complies with the Seismic Zone 3 requirements of the Uniform Building Code. 11. Deer Mitigation fees are to be paid if such fees have been adopted by the Butte County Board of Supervisors. 12 CHECK APPROPRIATE REQUIREMENTS YES OR NO OR CONDITION NUMBER. LD 12194 - C:1WP51\F0RMS.K\9LDGPERM.CLR 'oaS, duau�do0ana� s'up, S66L C 9 NVP .y RESIDENTIAL 026-060-001. PERMIT#95-0092 BALAZ, HAROLD 6900 LINCOLN BLVD., OROVILLE NEW STG BLDG I _ oz - C) 779/ I JOB FINALED (Date) _��--- Signature Y J=OK ONot OK = Not Applicable +' 0 = Not Reatly' MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support Sketch 3. Sewer; Location -Test -Fall -C/O Concrete 4. Water; Location -Test -Easement Needed (Sketch) 5. Electricity; Location -Clea rences-Grnd-/ /Amp -Concrete 6. Gas; Location -Test -Wrap: / /"L"ft. / /"Nat. or/ /"L"ft./ /"LPG 7. Well Clearance & Disconnect 8. Utility Clearance A Date _ Card B-1 Date Card B-1 Date Card B-1 Date Card -B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements -Setbacks Easements ' 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Exits; Insp.-Sketch 10. Cert. of Occupancy Date Card B-1 Date Card 8-1 Date Card B-1 Date Card B-1 MISCELLANEOUS Date DECKS OVERS, CARPORTS, GARAGES, (Plans)OK except #'s Zon' Requirements -Setbacks -Easements 2 ootings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks; Griders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts- Beam s-Rftrs.-Connectors Shthg.-Rfg.-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carpo ; Windows -Doors rmg; Sils-Anchors-Studs-Rftrs-Trusses iding; Nailing -Veneer -Stucco -Mesh Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings Dat Card B-1 Date Card B-1 Dat -"ICard B-11. Date Card B-1 Date POOLS (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distances-GFI 5. Elec.; Pool Lighting; 15 volts-GFI 6. Elec.; Enclosures: Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. _ Boxes -Enclosures -Panel boards -Ins. to Main in Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 J=OK O = Not OK = Not Applicable Not Ready RESIDENTIAL (Single ' = Date UNDERFLOOR (Plans) OK except ft's Date 1. Zoning -Setbacks -Easements -Flood -Slope 2. Ftg., Main; Soils-Elec. Grnd.-/ /" Ftg. Depth 3. Ftg., Garage; Soils-Steel-Elec. Grnd.-/ /" Ftg. Depth 4. Ftg., Porches & Decks; Soils -Steel-/ /Ftg. Depth 5. Stemwalls, Main; Steel-Blockouts-Wrapped 6. Stemwalls, Garage; Steel-Blockouts-Wrapped 6a. Hold Downs and Special Anchors 7. Slab; Steel -Wrapped 8. Piers -Fireplace Ftg.-Steel 9. D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 10. UF. Gas Pipe; Size -Anchors - yard gas piping: size -test 11. Water Pipe; Test -Anchor -Regulator -Service Test 12. Electric; Underground 13. Pienums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts -Joists -Vents -Cripples 15. Access & Ventilation 16. Insulation Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PLUMBING (Permit),OK except P's 16. Water Hlr.: Vent -Access -Combustion Air -Baffle 17. Water Pipe: Test & Anchor -Nail Protection ---------- ------ 18. D.W.V.: Test -Fittings & Anchor -Nail Protection ---------------------------- -------------------- 19. Shower Pan: Test. First Floor -Tub Access 20. Test Tub & Shower. Second Floor -Tub Access -- 21. Gas Pipe: Size & Anchors ------------------------------------------------------------------------ - Date Card B-1 Date Card B-1 ---------------------- -------------------------------------------- Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except p's 22. Fixture & Transformer Clearance -Ins. Protection ----------------------- ---------------------------------------------- 23. Elec. Receptacles Spacing -Lights & Switches at Doors ----------- --------------------- E-lec. Receptacles 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. 2 Appliance Circuts in Kitchen & Conductor Size/GFI ----------- ------------------------------------------------------- 28. Subfeed Wire Size ! r ga. Cu or AI-A.C. Wire Size r / ga. --------Cu or AI ------------------------------------------------ 29. Range Circ. ! I ga. Cu or AI -Oven Circ. / ! ga. Cu or Al. Insulated Neutral ❑ Yes ❑ No ----------- ----------------------------------------------------------------- 30. Service -Riser Conductors & Ground -Main Disconnect -------------------------------------------------------------------------------- ------- --- 31. Equip Clearances Panels-Motors-Mech. Equip. - ------------------------------------------- ----- 32. Clothes Closet Light -Shower Light -Spa Light ------------------------- 33. ----------------------33. Smoke Detector ----------------------------------------------------- ---------------------------------------------------------------------------------- Dale Card B-1 Date Card B-1 - ------------------------------------------------------------------------------- Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except a's 34. A.C. Ducts Insulation & Support ------------- ------------------------------------------------------- 35. Vent Fan: Exhaust above insulation ------------------------------ - - ------ ---- 36. Condensate Drain & Overflow: Size & Grade --------- -------------------- _. .-. ... ... -- 37. Furnance-Vent: Access -Comb. Air -Return -Air Vent -115 outlet -- - - -- - -------------------- ------------- ---------- -- 38 Attic Access & Platform if Furnance in Attic -------------- --- - ------ ------------------------- ------ - -- Date Card -B-1--- Date Card -B-1 Date Card B-1 Date Card B-1 Date FRAMING (Plans) OK except #'s 39. Sils. Proper Material & Anchors --- --- ----------------- - ------------------------------------------------- - 40. Walls Studs -Nailing. Spacing & Bracing -Plates -Sound --------------------------------------------------- - 41. Bearing Walls over Girders & Floor Nailing --------- - - ---------------------- ------------------- 42. Draft Stop in Walls (rat proof) 43. Fire Stops: Furred Ceilings -Stairs -Chases -Tub ------------------------------- ----------- - ----------- 44. Headers & Beam -Size & Bearing & Duplex) FRAMING (Continued) 45. Hangers -Post Caps -Anchors -Connectors 46. Cing. Joist-Rftr. ties-Purlin-roof Brac-Truss-Shthng.-Ring. 47. Fireplace Ties or Type A Flue -Fireplace Throat clearance 48. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 49. Bdrm. Windows or Exiting Doors -Sill Hgt. & Dimensions 50. Garage Fire Protection Framing 51. Property Line Firewall & Openings __ 52. Ext. Doors -One 3' -Check Garage -3rd Story, 2 Exits _ 53.Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 54_plywood on Roof Overhang -Attic Vents -Rafter Outriggers 55. Siding -Nailing Veneer 56. Stucco Mesh -Drip Screed -Fd. Veits-Underflr. Access ---------------------- ----- 57. Glazing Area -Glass Protection -Skylights -Plastic 58. Shear Walls: Nailing -Bolts 59. Insulation -Walls -Ceilings 60. Infiltration -Walls -Windows --------------------- - - ----- Date --------------------------Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except ft's 61. - Ext. Steps -Door & Sidelight Protection -Landings ----------------------- --- - 62. Smoke Detector 63. Furnace: Vents -Clearance -Comb. Air -Connector - In Garage: Above Floor-Ducts-f,Aech. Protection 64. Bedroom Exiting ---------------- 65. G F. 1. & Bath Fixtures & Tub Access -Spa 66. Elec. Trim & Subpanel; Breaker Sizes & Labels --------------- 67. Stairs & Rails 68. Fireplace or Stove Clearances -Hearth ------------- - 69. Elec. Outlets at Wood Panel: Int. & Ext. ---------------------- 70. ---------------------70. Kit.Fixt. & Appliance: Grnd.-Air Gap -Cooking Clearance ------ ---------------- 71. -- ------------71. Elec. Outlets & Receptacles at Kit. Counter 72. Garage Fire Door: Swing -Landing -Closer 73.--A.C.-Duct in -Garage -Damper ---------------------------------------- - 74. Wtr. Htr.; Vents -Clearance -Comb. Air-Connector-P.R.V. In Garage: Above Floor -Meeh. Protection ------------- 75. ----------- 75. Plb.. Elec. & Mech. Equip. Listed for Location 76. Elec. Receptacles in Garage: (G.F.I.)-Romex Protection --------------7;-Insulation-Foam-Looked in-- Attic ❑ Yes ----------------------------- -- ---78.-Guard Rails & Deck Construction -Post Caps 79. Fdn Vents & Crawl Hole Door -Drainage & Wood -Earth Clearance Looked under Floor ❑ Yes 80. Following instld.: Drive ❑ Yes ❑ No; Walks ❑ Yes ❑ No; Planters- ❑ Yes ❑ No -------------- -- 81. Stucco: - Brown -Finish- -------- ------------------------------ -- - 82. A.C. Unit: Disconnect, Electrical, Plumbing - - - -- - ---- ------------------------ - ---- ---- 83. Vents Above Roof: Plb9 ApP liance-Fire p lace. -Clearance to Openings 84. Water Well: Disconnect, Electrical, Plumbing -- ---------------- ------ -------------- -- 85. - Exterior Elec. Trim: G.F.I. Receptacle -Underground --------------------------------------- 86. Ventilation Throughout House .-- --------------------------------------- 87. Glass Protection - ----------------------------------- - ----- 88. Corrections from Previous Inspections ...... ------- ---------- -------- ---------- --------- 89. Gas Gas Test -Meters Tagged: Gas -Electric 90. Water -& Sewer Connected-C:O to Grade -HD Approval 91. Energy Compliance Certifica-.e-Other Certificates ----- --- - ----------------------------- ---- - ----- -- Date Card B-1Date Card B-1 --- --- ---------- - ------------- ----- - -- - Date Card B-1 Date Card B-1 ------------------------------------------ - Date Card B-1 Dare Card B-1 Comments at Final: COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive - Oroville,'OalifArriia 95965 - Telephone (916) 538-7541 PERMIT NO. "— — A 'APPLICATION AND PERMIT R5'009:) ASSESSOR PARCEL NUMBER — 026-060-001 ZONING AR BUILDING PERMIT OWNER - HAROLD BALAZ TELEPHONE 534-767-0 SQ. FT. OCC. BUILDING VALUATION OWNER'S MAILING ADDRESS 6900 LINCOLN BLVD 864 15,552.00 CONTRACTOR'S NAME SAME ' TELEPHONE CONTRACTOR'S MAILING ADDRESS Fireplace CONSTRUCTION LENDER UNKNOWN Total Valuation Is LENDER'S MAILING ADDRESS Filing Fee $ 20.00 Permit Fee $ 171.00 ARCHITECT OR ENGINEER LICENSE No. Plan Checking Fee $ 111.15 Energy Plan Checking Fee $ ARCHITECT OR ENGINEER'S MAILING ADDRESS Penalty $ BUILDING ADDRESS 6900 LINCOLN RINT) PERMIT FEE $ 302.15 PLUMBING PERMIT Filing Fee 20.00 Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 LOT NO. SUBDIVISION'S NAME PARCEL MAP Each gas water heater or vent 15.00 USE OF STRUCTURE SFO Duplex O Mobilehome O Other SPECIFY Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home' S G W @20.00 TYPE OF WORK New A Addition ❑ Remodel ❑ Utilities ❑ Installation ElOther ❑ Describe Work: Iy oyw 0 PERMIT FEE $ Contractor ELECTRICAL PERMIT Filing Fee 20.00 Main Service ( IIIORLESS ) 200A 200AOR LESS 23.00 Main Service ( 200A TO 1000A ) 46.00 NEW CONST. DWELLING OCCUP. OR ADDNS. ( & ACC. BLDS. ) 3.50 FT,SO, CONTRACTORS LICENSE LAW I declare under penalty of perjury (check one) ❑ I am a licensed underrovisions of Chapter 9, Division 3 of the Business and p p Professions Code and my license is in full force and effect. License No. Classification ❑ I, as the owner, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. (Sec 7044) I, as the owner, am exclusively contracting with licensed contractors. (Sec 7044) O 1 am exempt under Sec. Business and Professions Code forthis reason NEW CONST. MULTI -OUTLET NON-flsslD. ( BRANCH CIRCUITS ) @7.50 ( POWER APPARATUS ) B SINGLE OUTLET CIR. Ex. Occup. ( OUTLET OR FIXTURES ) 20 @ 1.00 BAL. @ .50 Ex. Occup.FIXED APPWS. OR (OUTLETS IRESID.I EA. ) 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 WORKER'S COMPENSATION INSURANCE 1 declare under penalty of perjury (check one): ❑ This permit is for $100.00 (valuation) or less. ❑ I have placed on file with the County of Butte Dept. of Development Services, Building Division a Certificate of Workmen's Compensation Insurance or a Certificate of Consent to Self -insure. 0-4 shall not employ any person in any manner so as to become subject to the Worker's Compensation laws of California. Notice to Applicant: If after making this statement, should you become subject to the Worker's Compensation provisions of the Labor Code, you must forthwith comply with such provisions or this permit will be revoked. PERMIT FEE $ Contractor MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE $ Contractor I certify that I have read this application and state that the above information is correct. 1 agree to comply to all Butte County Ordinances and California 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.,,/� 1 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 against said Count in consequence of the gra ting of this permit. XL Date _ /��_ Signature of Applicant�Owner O Contractor EI Agent An OSHA permit is required for excavations over 5"0" deep and demolition or construction of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ yY I �I F9Nsr TYPE V TOTAL FEE 302.15 HAZ. D� I� Fl O A CDF PARCEL PD W,— ISSUE This permit is hereby issued under the applicable of the Butte County Code and/or Resolutions inWabovewhich fees have been BY � PERMIT EXPIRES ON 6 l atel provisions to do work paid. ate Receipt No. 1HIR 170979 WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT COUNTY OF BUTTE BUILDING DIVISION s DEPARTMENT, OF D�EVE ,,,PMENT SERVICES 1469'Humboldt;Road; Chiico,;CA: (916) 891-2751 7 County Center 'Drive, Oroville, CA - (916) 538-7541 747 Elliott Road, Paradise, CA - (916) 872-6307 CORRECTION NOTICE +* OWNR r. ".. PERMIT ' A routine inspection indicaies that the following violations of Butte County Ordinances exist at '.the above address should be corrected. Please notify this office when correction of work >' is complete you have any questions pertaining to this matter, or need additional explanation, r please pdintact this office immediately. nC .r I, t,. _ Date Inspector �'� .. .. .. :s:r .. ,w-�r•+r'+-.+'Y+ .rt-"''.'nr'=e!""y,.�fi.r'+�' i..,wti.li.7�v.��7kr+Y •h�17v4w.-n1�+N`Y""'^w`�a..�FV �s COUNTYOF BUTTE - DEPART ENT O6DEVELOPMENTSERVICES -BUILDING DIVISION 7,60UNTY CENTER DRIVE-- OROVILLE, CALIFORNIA 95965 -TELEPHONE (916) 538-7541 j ` r a PERMM:APPLICATION DATA SHEET OWNER Inspector Date I P, At time,of permit applic9tion, I was advised the following data must be submitted prior to permit processing and/or issuance: DATE RECEIVED BV All items have been submitted. W5. ot plans3/4 sets, signed by preparer of plans...........................omplete plans, 3/4 sets, signed by preparer of plans . ......................ngineered plans and calcs, 3/4 sets, with wet signature on plans . ............ .azardous Material Form . ............................................ 6. "Energy Design Compliance and supporting documentation . .................. 7. Statement of Intent for Non -Heated and A/C Buildings . ...................... 8. Engineered truss details and layout in duplicate (required prior to plan check). .... 9. Mobil home data and manufacturer's installation instructions, 2 sets. ........... _9._Fees of $ 11� ....................... ............... . 11. Impact fees as shown on attached. schedule . .............................. California Department of Forestry plan approval/fees. 1 Flood elevation letter (100 year flood by California Engineer . .................. . 14. Sanitation and plot plan approval Health Department . ........... . 114 21LI-S 6-6f 2 5. City of Chico plumbing permit. ........................................ . 16. Plot plan and business license approval from City of Biggs/Gridley. ............. 17. Planning approval for (A) Use: (B) Parking: 18. Contact Land Development about (A),Improvements (B) Drainage. 19. Driveway permit (construction apprdval required prior to occupancy). ...P�o�� 20. Pre -inspection for required. .. to Building Inspedor (Date) 21. Contractor's license information. (No., Name Style, Classification) . .............. 22. -Certificate of Workmans Compensation Insurance . ......................... . 23. Owner -Builder Verification (Given to owner , Mail to owner ............ 24. Recorded copy of Agricultural Acknowledgement Statement . .................. 25. Letter of signature authorization . ........................................ . 26. Copy of recorded deed of parcel creation and 60 right of way to a public road. ..... 27. Letter of intent on building use . ......................................... 28. Mobilehome utility clearance . .......................................... 29. Documentation of legal access . ..................... :.................. 30. Documentation of 50% subdivision developed or (A) Road improvements completed and (B) Parcel meets zoning area and frontage requirements . ............... / '11 Existina violations/expired permits. ...... ►................................ ' 33. 34. When you issue the per it, process as follows: Mail to o r. Mailito contractor. Telephon and hold for pickup at office. Deliver with inspector. Other . . Parcel Creation �e� 1 �Ci ` Acreage Applicant ! Date Copy of Haz-Mat form sent Health Dept. Fire Dept. Air Pollution Date Copy of plans sent Health Dept. Fire Dept. Other Date By The following data must be submitted prior to permit iss 1. Index permit for above items No. 2. Additional items required: ce.jCircle new item not checked above). Contractor, designer, owner, was advised of above required data by _ phone _ mail Counter by _ Date Contractor, designer, owner, was advised of above required data by _ phone _ mail Counter by _ Date Plans checked by Date Plans approved by Y/ Date -/2-95 Sets of plans on hold in File cabinet AP folderCG -� Copy - Department of Public Works V'6 PS VV /,4 �v G✓ ✓01 .5 C��2 %/7 # CZE -7-Z7-S7, Joe, TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearanga 6PIQ6 \,/c C C C- C°0I,1.C/2'6-7t- Owner Location d E.H..HUSE ONLY, Plot Plm Attachad Floor Plan Anachad Seat to B.D. / ,% C- o66 - (X)/ AP# Plan Approved for: Sewage Disposal Water Supply: Public Private Well Clearance for bedroom mobile home. Other o?- q V,? S ?r Hold final Final clearance O.K. for: - 1 97.. 9� Environmental HealthDate 8/92 s a.. gs L r V � ca %C W CPI CL 1 LL 1! pp O% IO O O O Cl O O O O O O 0 Cl 0 0 0 0 0 0 0 O Q C. SC r O W D O W � T = WCL H CA C .— e W W O O O Co O O O 0 0 0 0 0 0 0 0 0 0 0 H CL V N N 40 Q� J O ~ U 3c co C 1 1 ec llp 0 April 17, 1995 To Whom It May Concern: The proposed new building on parcel number 026-060-001, 6900 Lincoln Blvd., will be used for the storage of pipes, pipe fittings and related bulk suppies for Oroville Products only. It is not intended for public use or office space. Very truly yours, Harold Balaz Oroville Products 6900 Lincoln Blvd. Oroville, Ca. 95966 J7-15 51 0 kk� 0 dam "Wo wimm ad 4� 0 Ell so) P, K ON GYS� o3 -3Z �4 oPsbuvc.cj& f c_ Z 2.S -m PSIC ZsDA-t( C=oZA-Ov-_ da Ilk W3 PSF-MM Sit e i ML = o ,3% kw-.,dop- Gcvs A-�O MiN (MhmuV:'. '0h';�A 4/z-7 Iqs A,) i I.fo C� I ICi� Mk',,tMuMd'Rff4-= QY- G&�B3 � Ia,--C' UAOc LkTETt {rl. = 0Z't C. �� W7j TV 1 S°►1 �ixz�j'Zi �zzxzz ��•Q c9pL. )(Z/Ll-� VYll uzz �03p ' V • r CQ ► (ti I ` �� ,S�8 !7 QN 10l ddL'll? " -` Ans i V , %gyp', a o -I IT of l y ts jo� I �— -Ul rc-�—A 7M CD19 IfTIM 017C ti S�-D N ILIZ;9A Qz -:Lav n 1 Batas Y\Av4 Em% -b .. _ . a — 0 4i}�IRPIn1• 5 1 LEGS ►�(Z� ft4AJ 2� 13S1�/�z� Fl "X 11 . KIK . OPUFT-2- -Cod -- s' ISb L 2 21.�9 S . ; — ?vo 51tE�6�S :L4D(Z2oC I Kig) Z 32,0 I.2 V- I � - Ot� 3 F2 e(r. - sl C1fUeg72 J�� 23° )r'2e N A 8 t\b `.l�Plt� 5 LSr _ DewD L�m , -2-7sd Ls IDOAAL Z2 � 2 22a� I�f DC 12DC t� . • ` _, �`2�J 4Zc DCQS!�- = 24 k ? tl 7vmT AKr=LE�Z b�Q_, g2 JOB NO. TITL 0RDVICL �—zSo1.0 BUILDING TYPE R F. SPAN 2,4 - 0 EAVE HEIGHT to - 0 RopucTS DESIGNED BY: DATE: Ta V1 2 -1 19 Q 51 CHECKED BY 4t - AGE: AGE• Al OF "6yy_;00S1,`LOPE I- I BAY SPACING ZCQ) I rr3 BUILDING CODE 0 (3 c 19 9 1 This building as furnished by I Building Systems, was designed using the criteria listed below. Capacity for loads greater than these shown below is specifically neither intended nor implied. LOADING Roof Live Load -20 PSF Roof Dead Load -2,217 PSF Frame Live Load 16 PSF Collateral I.O PSF Wind Load - S MPH EXP. la Sprinkler — PSF Total Design Dead Load 3,22 PSF (including frame dead load) Crane Type — Capacity__—. Max. WH LD Min. WH SPCG — Other — Seismic Zone: 3 Importance Factor: ISO LOAD COMBINATIONS 1. Dead + Live (D+L) 2. Dead + Wind Left (D+WL) 3. Dead + Wind Right (D+WR) (L(UK , 12esw(t-S 4. Dead + Longitudinal Win (D+LW) 5. Dead + Seismic (D S) FR. S 2 REACTIONS USE: (Z )3i( A.B. Is D+L b4LA I'SV ask 0,3� �G,� .0.3�. D+WL Dt(� w D+5 � u b.1V VVI 0,11A NOTE: Anchor bolt size determined by shear and tension at steel line. Bolt spacing will generally require the use of a bearing angle. Length of bolt and -method of force transfer to foundation deter- mined by others. ��.R,,,.� ER O 20 V I LLE • PR oL u CT OB No. �--2S2 10 2 C -A C -T Z U E`1 Tr�An CO MINATIONS OF -* 1. Dead + Live (D+L) 2. 3.Dead Dead + Wind"Left + Wind Right (D+WL) 12Psult (D+WR) 4, pe�,c� .� �►�5�f D+LW) 5 -FR TYJ l ,3 REACTIOxS ' USE: (Z )34 DIA. A.B.'s D -i -WL \ Q+WR06K. USE:, ( ) DIA. A.B.'s D+L DESIGN_ ED BY: 12ATE: To,,, 2-7 19 9i nvrr.vrn nv . A1.1 • � . v8�Osv Q�k: D+W L .NOTE: -..Anchor bolt size determined by. shear and.tension at steel line. Bolt -spacing will generally require the use of a•bearing' angle. Length of bolt • and method of ' force transfer, -to foundation determined by others.. i,.. .PTV n Ceco', 'Building Systems STRUCTURAL CALCULATIONS s CUSTOMER JOB NO. `11- 5Ok C� INDEX FEB 13 1995 A. CERTIFICATION, .DESIGN CRITERIA AND FOUNDATION REACTIONS B. ROOF DESIGN. (SECONDARY FRAMING AND PANEL) C. WALL DESIGN (SECONDARY FRAMING AND PANEL) D. ENDWALL DESIGN (PRIMARY FRAMING) E. RIGID FRAME DESIGN F. LONGITUDINAL BRACING G. SPECIAL FRAMING DESIGN Member .�, MENR cp METAL BUILDING MANUFACTURERS ASSOCIATION S CECO BUILDING SYSTEMS IS AN APPROVED FABRICATOR OF METAL BUILDINGS AND THEIR COMPONENTS. I.C.B.O. REPORT NO. FA -277 A.I.S.C. QUALITY CERTIFICATE NO. OC102-13 CANADIAN WELDING BUREAU CERTIFICATION NO. Y43 ' 2 L.A. CITY FABRICATOR LICENSE NO. 1183 !vJ CITY OF SEATTLE CERTIFIED PLANT Ceco Building Systems aRobertson Ceco company 12101 EAST BRANDT ROAD, LOCKEFORD, CALIFORNIA 95237 JOB NAME: OROVILLE PRODUCTS PHONE (209) 727-5504 FAX (209) 727-5820 CECO JOB NO:47-25010 LOCATION:_ BUTTE, CA DATE: FEBRUARY 13, 1995 LETTER OF CERTIFICATION This is to certify that Ceco Building Systems designs and manufactures this steel building with Ceco Building Systems standard practices. which are based on pertinent procedures and recommendations of the following organizations and codes. AMERICAN INSTITUTE OF STEEL CONSTRUCTION: "Specification for the Design, Fabrication and Erection of Structural Steel for.buildings" 9th edition. AMERICAN IRON AND STEEL INSTITUTE: "Specification for the design of Cold Formed Steel.Structural Members" 1986. INTERNATIONAL CONFERENCE OF BUILDING OFFICIALS: "Uniform Building Code" - 1991. W/1993 AMENDMENTS. METAL BUILDING MANUFACTURERS ASSOCIATION: "Metal Building Systems 2anual" - 1986. AMERICAN WELDING SOCIETY: "Structural Welding Code: AWS D1.1 -92. Structural design calculations and complete drawings are provided for this building and are reviewed by a professional Engineer. Ceco Building Systems is approved as a fabricator of steel buildings and their components by the International Conference of Building Officials Report No. FA -277. Approval. is also granted as a Type 1 fabricator, License No. 1183, by the Department of Building and Safety of the City of Los Angeles, and as a certified plant by the City of Seattle, AISC-MB Quality Certified - Cert. No. C102-13, and Canadian Welding Bureau Certification No. Y43. Specifications for the materials used on this building are indicated on page one of the Ceco erection drawings and in the structural calculations. This certification does not apply to the design of foundations or any materials not furnished'by Ceco Building Systems. CUSTOMER 2U U i L L E 1 Ro Du c TS JOB N0: 477 010 TITLE DESCRIPTION & DESIGN CRITERIA BUILDING SPAN EAVE HEIGHT 10-0 TYPE___R DESIGNED BY: DATE • Ta v1 2- -7 19'L�_ CHECKED BY: PAGE: Al OF ROOF SLOPE 1.12 - BAY `1Z.BAY SPACING 1 rd BUILDING CODE U lac 9 9 This building as furnished by Building Systems, was designed using the criteria listed below. Capacity for loads greater than these shown below is specifically neither intendednor implied. LOADING Roof Live Load ZO PSF Roof Dead Load -2,2 17 PSF Frame Live Load 16 PSF Collateral I.o PSF Wind Load ? S MPH EXP. a Sprinkler — PSF Total Design Dead Load 3,2% . PSF (including frame dead load) Crane Type — Capacity — Max. WH LD Min. WH,SPCG — Other Seismic Zone: 3 Importance Factor: I% O TOAD COMBINATIONS 1. Dead +Live (D+L) 2. Dead + Wind Left (D+WL) 3.. Dead + Wind Right (D+WR) ILtrnX , 12e5u.�t5 4. Dead + Longitudinal Win (D+LW) 5. Dead + Seismic (D S) FR INS f 2 REA, USE:( Z )�A.B.'s D+ L D+WL NOTE: Anchor bolt size determined Bolt spacing will generally Length of bolt and -method of mined by others. Qsk ` 0, 3 k 3 D+5 - c,SY a lu by shear and tension at steel line. require the use of a bearing angle. force transfer to foundation deter - 313 Ceco Building Systems STRUCTURAL CALCULATIONS. CUSTOMER JOB NO. I -- _._ -'a4 Mi FEB 13 1995 INDEX A. CERTIFICATION, DESIGN CRITERIA AND FOUNDATION REACTIONS B. ROOF DESIGN (SECONDARY FRAMING AND PANEL) C. WALL DESIGN (SECONDARY FRAMING AND PANEL) D. ENDWALL DESIGN (PRIMARY FRAMING) E. RIGID FRAME DESIGN F. LONGITUDINAL BRACING G. SPECIAL FRAMING DESIGN Member GO MENR p Zv�a METAL BUILDING MANUFACTURERS ASSOCIATION A r CECO BUILDING SYSTEMS IS AN APPROVED FABRICATOR OF METAL BUILDINGS.AND THEIR COMPONENTS. I.C.B.O. REPORT NO. FA -277 A.I.S.C. QUALITY CERTIFICATE NO. OC102-13 CANADIAN WELDING BUREAU CERTIFICATION NO. Y43 L.A. CITY FABRICATOR LICENSE NO. 1183 CITY OF SEATTLE CERTIFIED PLANT Ceco'Building Systems aRobertson Ceco company 12101 EAST BRANDT ROAD, LOCKEFORD. CALIFORNIA 95237 JOB NAME: OROVILLE PRODUCTS LOCATION: BUTTE, CA PHONE (209) 727-5504 FAX (209) 727-5820 CECO JOB NO:47-25010 DATE: FEBRUARY 13, 1995 LETTER OF CERTIFICATION This is to certify that Ceco Building Systems designs and manufactures this steel building with Ceco Building Systems standard practices which are based on pertinent procedures and recommendations of the following organizations and codes. AMERICAN INSTITUTE OF STEEL CONSTRUCTION: "Specification for the Design,. Fabrication and Erection of Structural Steel for.buildings" 9th edition. AMERICAN IRON AND STEEL INSTITUTE: "Specification for the design of Cold Formed Steel Structural Members" 1986. INTERNATIONAL CONFERENCE.OF BUILDING OFFICIALS: "Uniform Building Code" - 1991. W/1993 AMENDMENTS. METAL BUILDING MANUFACTURERS ASSOCIATION: "Metal Building Systems 2anual" - 1986. AMERICAN WELDING SOCIETY: "Structural Welding Code: AWS D1.1 -92. Structural design calculations and complete drawings are provided for this building and are reviewed by a professional Engineer. Ceco Building Systems is approved as .a fabricator of steel buildings and their components by the International Conference of Building Officials Report No. FA -277. Approval is also granted as a Type 1 fabricator, License No. 1183, by the Department of Building and Safety of the City of Los Angeles, and as a certified plant by the City of Seattle, AISC-MB Quality Certified - Cert. No. C1.02-13, and Canadian Welding Bureau Certification No. Y43. Specifications for the materials used on this building are indicated on page one of - the Ceco erection drawings and in the structural calculations. This certification does not apply to the design of foundations or any materials not furnished by Ceco Building Systems. BUILDING TYPE R F ROOF SLOPE SPAN 2.4-0 DESIGNED BY: ZCQ� I �C3 EAVE HEIGHT _ U LL I RD PUTS DATE: Ta v► Z CHECKED BY: 19 CUSTOMER2U JOB NO. �7'ZSo( p PAGE: Al OF TITLE DESCRIPTION & DESIGN CRITERIA BUILDING TYPE R F ROOF SLOPE SPAN 2.4-0 BAY SPACING ZCQ� I �C3 EAVE HEIGHT (0- D BUILDING CODE 0 8 C 19 9 This building as furnished by . Building Systems, was designed using the criteria listed below. Capacity for loads greater than these shown below is specifically neither intended nor implied. LOADING Roof Live Load ZO / PSF Roof Dead Load -2,217 PSF Frame Live Load �6 PSF Collateral ►•o PSF Wind Load `7 S MPH EXP. a ✓ Sprinkler — PSF Total Design Dead Load 3,27 . PSF (including frame dead load) Crane Type — Capacity__—. Max. WH LD Min. WH SPCG — Other Seismic Zone: 3 Importance Factor: I% O LOAD COMBINATIONS 1. Dead + Live (D+L) 2. Dead + Wind Left (D+WL) 3. Dead + Wind Right (D+WR) h -(ay . 12�5U_t-S 4. Dead + Longitudinal Win (D+LW) 5. Dead + Seismic (D S) .LNS 2 USE: (Z )-3A.B.'s D+ L i,5V D+WL Dtkj D4vJ ask 0.3� k o,3v +5 0.SY 1,0k NOTE: Anchor bolt size determined by shear and tension at steel line. Bolt spacing will generally require the use of a bearing angle. Length of bolt and -method of force transfer to foundation deter- mined by others. CUSTOMM OR . oV I LLE PR o'L-1 u CT JOB NO 4-7 — 2 U TTTT E' _ _ 2 C -A C _T Z v Ili TOAD COMBINATIONS. 1. Dead + Live (D+L). 2. Dead + Wind Left (D+WL) 1ZPSu�-t 3. Dead + Wind Right (D+WR) 4. ' DeCCj * (OK�ifD+Lw) 1, 3 REACTIoxS USE: (Z )34 DIA. A.B.'s u • .i�B poSK �,a8 D+W L P+WR o du Icy L+n T V i EACTIM USE: ( ) DIA.- A-B.'s D+L D+W L AMI"UilU-L 1" -Ll - Bolt spacing will generally .require the use of a' bearing angle. % Length. of bolt • and method of "force transfer. -to foundation determined by. others .. V. inn tnuur rxncLJ rANtl_ SECTION PROPERTIES & LOAD TABLES DATA 3'•0' COVERAGE MVR (Versatile Panel) SECTION PROPERTIES PANEL GAGE DESIGN THICK M.) Fy (ksl Fo (ksl WEIGHT (psf) GIRTH On.) TOP FLAT IN COMPRESSION BOTTOM FLAT IN COMPRESSION 60n.A/FL) S=On.3/FL) 6.0_ ./FL) S.00/FL) 26 .018 80 36 092 4234 .0385 .0414 .0302 10396 24 .022 "' `'80 136 --:1.12 4234 • ".0475 ^-.0522 ,i' •'-.0385 - =" .0461 e NOTES: 1. Properties of panel are calculated in accordance with the 1980 edition of "Specifications for the Design of Light Gage Cold Forped Structural Members;' published by the American Iron and Steel Institute (A.I.S.I.). • 2. Allowable loads for wind have been increased by 331/3'Yo. 3. Values shown as allowable*loads are based on panel covering 3 equal continuous spans. Multiply values shown by 0.8 for 2 span condition. 4. Values shown for deflection are based on a span to deflection ratio of 180. 5. When used as a roof panel, weight of panels must be deducted from values shown to obtain "net allowable. loads". Weight of panel in table is per square foot of coverage. b9189 _ I2.11 . ALLOWABLE UHRRM LOAD (PSS WIND LOAD (UPLIFT) LIVE LOAD (STRESS) LIVE LOAD (OSUCTION) PANEL. SPAN (FL) SPAN (FL) SPAN (FL) GAGE --74-75 6 7 8 3 4 5 6 7. 3 4 5 6 7 26 99 63 44 32 25 131 73 46 32 23 235 99 ( 51 29 19 24 115 73 ' 51 37 29 ' 152 85 : " 54 = "'37 j •27 =290 '= 122 ' "63 -36 23 NOTES: 1. Properties of panel are calculated in accordance with the 1980 edition of "Specifications for the Design of Light Gage Cold Forped Structural Members;' published by the American Iron and Steel Institute (A.I.S.I.). • 2. Allowable loads for wind have been increased by 331/3'Yo. 3. Values shown as allowable*loads are based on panel covering 3 equal continuous spans. Multiply values shown by 0.8 for 2 span condition. 4. Values shown for deflection are based on a span to deflection ratio of 180. 5. When used as a roof panel, weight of panels must be deducted from values shown to obtain "net allowable. loads". Weight of panel in table is per square foot of coverage. b9189 _ I2.11 t MVW (WAIL PANEL) PANEL. SECTION PROPERTIES & LOAD TABLES DATA f1 "31 x V-0 V-0 I V-0 T-0 COVERAGE MVW (Versatile Panel) NOTES: 1. Properties of panel are calculated in accordance with the 1980 edition of "Specifications for the Design of Light Gage Cold Formed Steel Structural Members," published by the American ' Iron and Steel Institute (A.I.S.I.). 2. Allowable loads for wind have been increased by 331/3%. 3. Values shown as allowable loads are based on panel covering 3 equal continuous. spans. Multiply values shown by 0.8 for 2 span condition. 4. Weight of panel in table is per square foot of coverage. 12.1 09/89 SECTION PROPERTIES TOP FLAT IN BOTTOM FIAT IN PANEL DESIGN THICK F1 ' Fa WEIGHT GIRTH COMPRESSION COMPRESSION . .6001FL) S:pn?1FL) iian.'/FL) S=pn?/FL) GAGE (In.) (ksil (ksil (ps0 an.) 26 50. I 30 0.89 4191,6 .0385 .0421 .0329 I 0400 24 .018 022 50 30 1.09 419/,6 .0467 .0530 .0395 .0465 NOTES: 1. Properties of panel are calculated in accordance with the 1980 edition of "Specifications for the Design of Light Gage Cold Formed Steel Structural Members," published by the American ' Iron and Steel Institute (A.I.S.I.). 2. Allowable loads for wind have been increased by 331/3%. 3. Values shown as allowable loads are based on panel covering 3 equal continuous. spans. Multiply values shown by 0.8 for 2 span condition. 4. Weight of panel in table is per square foot of coverage. 12.1 09/89 ENGINEERING DESIGN MANUAL Section: ROOF -7 By: IG FCh Eff. Date: 10/19/0 Rev. No.: 5 Pg: R1.9 SECTION PROPERTIES OF CECO BUILDING SYSTEMS ZEE SHAPES Section properties are in accordance with the 1986 Edition with 1989 Addendun of the AISI Specification for the Design of Cold Formed Steel Structural Members. Fy = 55.0 ksi For all Zees: lip angle 500; inside radius flange to lip = 0.25 in., flange to web = 0.218 in. Section Depth (In) Flange Width .(In) Lip (In) Thkns. (In) Gross Area (In2) Weight (lb/ft) Moment of Inertia Ix (In4) Section Modulus (in3) Sx Allow Moment (ft- kips) Allow Shear (kips) Gross Iy (in4) rx (in) ry (in) Gross Defl. Eff. Gross Eff. t A Ma Va 6.5Z58 6.5 2.00 0.620 .058 0.657 2.23 4.13 4.13 3.85 1.269 1.134 3.12 2.74 0.609 2.51 0.96 6.5282 6.5 2.00 0.650 .082 0.927 3.15 5.77 .5.77 5.77 1.776 1.776 4.88 7.52 0.865 2.50 0.97 8.5Z57 8.5 2.50 0.769 .057 0.834 2.83 8.93 8.65 7.85 2.102 1.698 4.67 1.95 1.183 3.27 1.19 8.5264 8.5 2.50 0.781 .064 0.936 3.18 10.01 9.96 9.17 2.356 2.046 5.63 2.76 1.333 3.27 1.19 8.5272 8.5' 2.50 0.951 .072 1.076 3.66 11.53 11.53 10.96 2.712 2.500 6.88 3.94 1.708 3.27 1.26 8.5280 8.5 2.50 0.965 .080 1.195 4.06 12.78 12.78 12.62 3.007 2.945 8.10 5.41 1.905 3.27 1.26 8.5Z88 8.5 2.50 0.978 .088 1.314 4.47 14.03 14.03 14.03 3.300 3.300 9.08 7.21 2.103 3.27 1.27 1OZ75 10.0 2.75 1.000 .075 1.277 4.34 18.70 18.70 17.51 3.739 3.366 9.26 3.74 2.301 3.83 1.34 1OZ84 10.0 2.75 1.000 .084 1.428 4.85 20.85 20.85 19.96 4.170 3.886 10.69 5.27 2.558 3.82 1.34 1OZ100 10.0 2.75 1.062 .100 1.706 5.80 24.86 24.86 24.86 4.971 4.971 13.67 8.92 3.143 3.82 1.36 I ENGINEERING DESIGN MANUAL Section: END FRAMES �S gy: MG Chk: Eff. Date:10/19/93 Rev. No.: 1 Pg:. E2.3 MEMBER CAPACITIES & EFFECTIVE SECTION PROPERTIES Per 1989 Addendum to 1986 AISI Specification (Effective Section Properties at f=55 ksi) TABLE 1 CEES Member I, I. S. AQ V, Capacities (kips or ft. -kips) Member (in') (in') (in') (int) (kips) Lu=O Lu=6'-0" Lu=7'-4" (in') (in') (in') (kips) Lu=O Lu=5'-0 Cb=1.0 Cb=1.75 Cb=1 Pao Maxo Pa Max Pa Max 6.5C92 .9.07. 8.85 2.68 1.06 9.47 30.41 7.33 16.15 6.82 14.24 6.92 8.5C75 13.19 11.73 2.58 '0.65 4.45 18.5 7.08 13 45 6.32 12.47 6.44 8.5C92 16.53 15.36 3.45 0.94 8.-25 26.9 9.42 21.51 8.77 19.29 8.88 TABLE 2 ZEES * Mom. Capacities Member I, I. S. Aq . V, (ft. -kip) (in') (in') (in') (in') (kips) Lu=O Lu=5'-0 Cb=1 Maxo Max 8.5Z57 8.93 7.85 1.70 0.83 1.95 4.67 4.23 8.5Z64 10.01 9.17 2.05 0.94 2.76 5.63 4.80 8.5Z72 11.53 10.96 2.50 1.08 3.94 6.88 6.29 8.5Z80 12.78 12.62 2.95 1.20 5.41 8.10 7.04 8.5Z88 14.03 14.03 3.30 1.31 7.21 9.08 7.74 1OZ75 18.70 17.51 .3.37 1.28 3.74 9.26 9.07 1OZ84 20.85 19.96 3.89 1.43 5.27 10.69 10.53 10Z100 24.86 24.86 4.97 1.71 '8.92 13.67 13.37 8'/2" AND I0" SAVE STRUT COLD FORMED SECTION PROPERTIES SHAPES DATA 3Y4. • 3111' Y 3° z �� X X X X X I• t 7 30 -�- Y 8'/2ES 3Y` � 10' ES ' MINIb1UM YIELD STRESS = 5� ksi SECTIOH FROPENES SECTION DESIGN 1 LIP Wi. AXIS X -X AXIS Y -Y DESiGNA- THICK UNGTH PER Fi. AREA .6 I S: r: I k ( r, I TION • (n:• In. Lb. In? In In? ln. In j In. In. k<i >Li ksi ME14.075 I .750 I 4.03 f 1.18 13.18 1 2.97 1 3.34 11.E0 1 1.16 1 .89 1 50.7 132-9 124.5 I .ES I 8'f:c12 .092 1.00 ( 5.06 1.49 16.53 3.89 f 3.32 2.15 120 .94 324 :3.0 26.0 .73 Fbw - Maximum allowable• compressive stress in web due to bendind. Fb• = Maximum 0lowable compressive stress in flange due to bending (as limited by Fes). F02'= Maximum allowable stress on unbraced compression flange when tension flange is bre=ed. MINIMUM YIELD STRESS I Fb = Maximum allowable compressive stress in flange due to bending kvith comprsicrt flange considered fully braced. • MMOH P30PE-MES SECTION DESIGNA- DESIGN THICK LIP LENGTH WT. PER F. TOP FLG. AREA IN COMP: BTM. FLG. I IN COMP. FULL SECi10N ( PROPER -RES In.2 S: C F2 • „: Fa I B I r= I Z i TION ln. In. Lb. In? I ksi I In? ksi !n , In. In. -- 10E13 .084 �Se� Sketch -5.42 f 1.E0 3.92 33.0• 4.23 129.91 20.621 3.591 1.15 I Fb = Maximum allowable compressive stress in flange due to bending kvith comprsicrt flange considered fully braced. -------.----- - ---------------------------------------------------------- J C 25010 S c N U r N C E: run02 U S E R: s`=_ng R E G 1 C N: Was -tern 0 A T E: EriJan 27 10:13:52 V Z S I L P1: V 1 P ,9 G A 7 Suilciing' Sketch Frame Lines 1 to 3 Not Shown: Doors, Windows, Vents, Louvers, Translucent Panels, Insulation. iBraciny, Framed Ooenings, Open Falls, Roof Extensions cr Cranes 5 E7( 75 f—---------------------- ---------g•s 12.00 ,5----------+ 0 G le 110. I R 01 IFIF FI 1I1II1IIII IIIIiII /2 12.00 /1�Z2I.� -------- ----------------------------------------------- T, J .1.3.00- 13.Ou 36.00 Hs.iaht - - -> 1G.00 ---------------------------> Not Shown: Doors, Windows, Vents, Louvers, Translucent Panels, Insulation. iBraciny, Framed Ooenings, Open Falls, Roof Extensions cr Cranes i C= 0.00 CQ)= J. J. •4 . .� . J• J. J• . J. .L .L J. J..L . W J • J.. .L . . J. J. J..L . .4 . .L J. .L . W J• • W . . J. w W J. W J. J. J• .L w W . J. .L ..4 J. J. � . . . ! •r r•. -r �• ! `M'.`M'! !"rM•r '.•MY'!'M M'•MM'. i .'�"I•^."r •1•'.".`'r •� 'r 'rMMMM•rYMMY•. !:'�"r""rMMMMMMMM'.•h`M •f '.•MMM'1•'f '. . CCS V'RSION V18 ON 01/27/95 AT 10:13:55 GAGE g� J03: 25010 U2 EY: E:AVE FOR: STRIP .............. run steng WEST=RN: REGION • J..4 . ! J. J. • . J. � • 4 . L J. .L ! J. J. ! .L w J w J . J • .4 J . J..4 J. J. J .4 J. J• �. J. 4 J. W .• .L `• J. w .L J. w J. W J. J• J. . J J. J. J. J. w W !. J. ! '!• . ! .•M'!"rM'r'rM•rMM'.•'!`M'.`M'r M'•`M'1"^MM1"rt"r'r 'r .•M •! ! 'r 'f'r 'r ! .`•1• .•1• `r1"r'. ^. .`M'. M'.`M'.=�MMM�•'MY `M'f M'! `MTY'!•Y'f r-rJ. MAIL; SUILGING ROOF STRUCTURE DESIGN R30F STRUCTURE ? E.:SIGN SUMMARY E.,10FRAME INSET SIDE 3 : 1.000 FT ENOFRA`tE INSET SIDE 4 : 1.000 FT CLEAR ')VE:RH NC. SIgE 3 . 0.0; O FT CLEAR OVERHA14G SIG: 4 . C.00C FT BASIC EUILJING COOL CRITERIA PER 1993 UEC CLADDI'IG ASC SECONDARY WINO APPLICA7IOtd PEP 1493 UBC Ailowzible Stress Design AISC ninth edition 1989 Cold -Form -ad Steel, De=sign AISI 1986 edition with 1989 Addendum =AVEHEIGHT(FEET) .................................................. HIG'i=ST POINT ON THIS- 3 L 0 P E (F'cET).................................. 0! 11LINTAL :iST.4;dCL TG HIGHEST POINT CFEFT)......................... SLOPE(R''ISE:12)..................................................... FURLIt; JFPT.H (INCHES), ............................................... P.00F PANEL TYPE .................................. 0........ 0......... kO0FSYSTEM OPTION .......................... 0................... a... SUPERIPP'GSED CH=AD LOAD TO SECONDARY C P S F ) ........................... COLLATERALLOAO TO SECON01ARY (PSF).................................. SHOW EXPOSURE FACTOR (Ce) -- NORMAL SNOW EXPOSURE............0...0.. IPP RTANCIE: FACTOR SNOW (I) -- NORMAL BUILDING CATEGOPY.............. SNOT SLOPE FACTOR (CS) -- SL;PPERY ROOF SURFACE ..................... SLOPED ROOF SNOW LOAD Ps = Cs,; -Pt (PSF) .............................. DESIGNROOF SNOW LOAD USED (PSF).................................... LIVE LDAII ENTERED (PSF) W/ TRIBUTARY AREA CHECK REQUIESTEO...... DESIGNROOF LIVE LOAD USEC (PSF) .................................... *10 CFMFF' i -t DEFLECTION LIMIT FOR GRAVITY LOADItdG CONOITIDtdS......... CESI-,311 WIN -E- LOAD FOR CLADDING AND SECU JOARY 04PH) . . . . . . . . . . . 0 . . . . . . . IMPORTANCE FACTOR ',BIND (1) -- NORMAL BUILDING CATEGORY .............. rEFcPENCE HEIGHT FOR ROOF ,:INu LESIGN CF.ET)...0........0........... EDGESTRIP Z DISTANCE: AT SAVE (FEET) ................................ ELIGE STRIP Z OISTANCE AT RAKE(FEET)................................ EDGE STkIP Z DISTANCE AT PEAK(FEET)................................ IO.Orr 11.000 12.000 1.000 -500 MVR26 STAMOARG 1.000 1.000 0.700 1.000 1.000 0.000 6.000 20.OG0 20.000 L/1EG 75.000 1.000 10.500 2.400 2.400 2.400 FULLY ENCLOSE -0 3UILDIN;S, r:ORMAL E-01LOIN:G CAT=rORY, EXPOSURE B RcEPRcSENTATIVE WIND LGA:)ING TC R0 GF STRUCTUPE USING A 10 0 S 0 . F T . L 0 A 0 E 3 AREA 114CIVILUAL MEMEER L LIARS 61AY V-ARY ACCOR-JING T7 ACTUZ?L TRIBUTARY LOODEC AREAS F.RESSUJ.1,............0................... C= 0.00 CQ)= 0.000 PSF SUCTIO"; ................................. SUCTIO61................................. C= -1.00 CQ= -5.928 PSF SUCTION AT E:AVE E0G?E ST RI? .............. STRIP .............. C= -1.50 C = -13.:392 PSF UC !ION 1T?c;1K PEAK EOGL ST;:IP............... STRIP.............. C= -1.50 CQ= -13.392 PSF SUCTIUN AT. RAKE r0GE STRIP .............. STRI.P.............. C= -1.50 C Q = -13.392 PSF SUCTION•! AT 'PEAK ECG' IIN EIt0 [`.UN1t........ C= - 1 . 5 0 CQ= -13.392 PSF 5UCT1ON IN CORNER fREGICN AT SAVE......... C= -1.50 CQ= -13.392 PSF SUCTION IN CORNER REGICN AT PEAK........ r= -1.50 CC= -13.392 PSF FULLY ENCLOSED BUILOING, NORMAL BUILDING CATEGORY, EXPOSURE 9 REPRESFNTATIVc WIND LOADIMG TO ROOF CLACDING USING A 1 SQ.FT. LOADED AREA PR.ESSUPPE ................................ C= 0.00 CQ= 0.000 PSF SUCTIO61................................. C= -1.30 Cir= -11.606 PSF SUCTION AT ERNE EDGE STRIP .............. C= -2.30 CQ= -20.534 PSF SUCTION AT PEAK EDGE STRIP.............. C= -2.30 CQ= -20'.534 PSF SUCTI014 A.T RAKE EDGE. STRI.P.............. C= -2.30 CQ= -20.534 FSF SUCTT_ON AT PEAK FOGE IN END ZONiE........ C= -2.30 C0= -20.534 PSF SUCT..T,.t?',l-TAN..rr.RNFR .PF(-Th%N .:1T _FAVF_._._._. r= -2_?n. r.C,= -20.534 pCF r r � W '. •. • '..4 .L J• w .�. 4 4 J. J• w -'. J. w :. J. J. •.I. J. ... J. J. J.:..'. ^ J. W J. w W J..•• Y W J. w w J. J. J. w W J. .V ... .. I..v J..•. J. W J. W .•. w .'• J• J. w J. ' J• J• W M1"I•h`h`MMY•r PMMY h"PMMh•M'1•M'PYM'�•M •PM M'1`•r•M'• •Y.w .I•h•YMY'P MMMMY•.•'1•'PY MMh•h•MYM'rMMY Y' I•h••. r r•1`YMMMh`M h•Y x- CDS VEZSIGN VIS ON' 01/27/55 AT. 10:13:55 PAGE BZ r JO6: 25010 rur,u2 3Y: stang FCR: WESTERN REGIGN ! J. .J. r W.I.M. .r .L !•w ' ' .J. WJ ' .'•J. w .J J.' WJ.J r r Y Y h• r . �.� : ` h• r r .r..I: �. h.:�:.'..� .� :�::� ::r:.I. .:�:.P .�` .r P M �. . . : • J. J..I. J ... J. J• V w J. W L J. J.., J.. J.. J... W .V . .�.. .�.. ..r. .I. ..` •'1•'PYY h•MMh M•P 1•MM MY'•MM M'/` h. .; ry.n .P .I PAIN 3UILDING ROOF STRUCTURE JESIi;N (CONTINUED) F .A Nl E L ANALYSIS LOAD 1) D + L 2) C, + WHERE . 0 = BEAD LOAD L = 11AXIMUM OF LIV_ LOAD OR SNOW LOAD 'p;— = ,41'40 LOAD AS AN OUT4:ARD A.CTIN:G SUCTION h•J• CONTROLLING;: PANEL S—S=CTT7t. CCIA a CHECK RATIO ----------------------------------------------------------- ----------------- ROOF PANEL ,INTERIOR Z0N-E-THkU-0UT 3FGINNING AT EA.VE, TO PEAK 1 SENDING 0.4C1 ROOF PN' L IN EDGE STRIP THRU—OUT BEGINNING AT LEAVE TO PEAK 1 3EN:CING 0.401 S=' C O td D A R Y D E S G t4 LOAD COM�:INATIO. 1) D + C + L 2) D + 1.4— W45 -RE 0 = DEAD LOAD C = COLLATERAL LOAD L = MAXII-IUM OF LIVE.LOAD OR SNOW LOAD 'r±— = WIND LOAD AS AN OUTWARD ACTING SUCTION TYPICAL ROOF PURLIN1 DESIGN (LEVEL 3) AVG SPACING a 4.000 FEET Sean Length Mem.",er Designation Bearing 140. Cfe2t) Lan L4ngIhs.Cfcoet) StifRec LE F.5Z57 1 17.000 �'. Z57 1.Uv00 2 17.000 °.:Z57 1.0000 R1.U00 S.5 is 57 Total line design Iipi.ght is 107.7 abs. Controllinc Conditions Combinatior..S Cneck Ratic --------------------------- 1 G.714 crippling . 1 L/218 deflecticr 1 0.717 shear+bending 1 L/b54 detlectior. 1 0.717 shear+bending 1 L/6=4 detlectior 1 0.714 criaaling 1 L/218 defiaction CCS VEPS13IN v13 ON 01/27/93 AT 10:13:56 PAGE i L, "_:010 r u nO 2 5Y: steno FOR: WESTERN REGICN -e '..',Ii! LJ U 1 L D I �Nl' o n F S T R JC T U R E E S I G N C 0 IN T 1 N EU) 5_ C 0 N F, y .9 E S 1 .5 N LOAD COMSINATIONS) 1) D + C + L 2) 0 + DEAD LOAD C = COLLATERAL LOAD L = 111AX-IMUM OF LIVE LOAD OR SNOW LOAD W = W.1140 LOAD AS 9.1,j OUTWARD ACTIING SUCTION P U R L T N -J I EDGE: STRIP AT P E AK CLEVEL 4) AVG SPACING a 3.1-100 FEET Span L -a ng t h M ern b e r DesignationBearing Controlling Conditions Nc. C -f e -a t C, .� Lap Lengths (feet) StifRaq Combination & Check Ratio, ---- ------ --------------------------- ------- --------------------------- L 1.000 3.5Z57 1 0.628 crioolinc 1 L/249 deflection 1 17.000 8.5757 1.0000 1 0.630 snear+bending 1 L/972 deflacticr. 17.000 8.5.7_57 1.0000 1 0.630 shear+bendina 1 L/972 deflection P 1.000 8.5157 3. 0.623 crippling I L/249 deflQcticn Total line design w2ight is 107.7 lbs. PURLIN SPACING 2 3.000, 131 5.000'• 10 1.000, PAMEL SUPPORTS 4 114 C L U D.1 -N G SAVE STRUT PANEL =WULAPS D 1 4 ANTI—ROLL HOWEE 3 4 PCNOING PURLINS — — — NOT REQUIRED F•',A1N' 3U1LUIiJG SIJc+JALL STPUC%RE DESIGN SIDE",ALL STRUCTUP.t Cc61GN SU`.IARY t,AS.IC EUILGING COCIJ: CRITE'RIA PE -R 1993 UiC CLAODING -ND SEC_ l-4rAPY idliJD AJ'PLICATIUN PC:n 1593 UBC Allowable Stress Design RISC ninth c3aition 19U9 Cold-Formscl Steel Design AISI 1986 adition with 1589 A.ddendUM EAVE HEIGHT (FEET) ................................. .:................ 10.000 GIRT %rM%�-rr%r�MMM'Y"rM (INCHES)...........:.......0..........00..0........0....0 �=��%r %��•'rr•r %r��`�•�•rr-r :�; :r :�::�. rM%r' r r•1`M'r 'r ',` rM i 'rM+`%r ',`MMM'1`M'r"r ':•;P Al L L • ,r ;% is ',; �� r %r, �, ,r �. , .,, ,r - , '� r , � r , , , ., , COS`VERSION V1.6 0.N 01/27/95 AT 10:13::6 PAGE C� JOB: 25010 6Y: .................................................... 'loJtST.R.N REGIC.N OE SIGN 'WIND LOAD F04 CL; 001.rJG ANL' SEGONJOARY (M..PH)................... run02 steng FOR 1.000 J r r 4. .4 W .V J J.. 4W 'rM%,'M M'r•M'`w-,•rr r'rM . r .� .4 .V W J J J. J. %r •r M'��` � r � � �'rM M'r , ,"+ •, J..A, .4 J r J. , � �•r r i i , �, J. J. J.^ J. ..WJ. J-.4 �W. W.. J. .4 J, r .W J. J... J. .• r F•',A1N' 3U1LUIiJG SIJc+JALL STPUC%RE DESIGN SIDE",ALL STRUCTUP.t Cc61GN SU`.IARY t,AS.IC EUILGING COCIJ: CRITE'RIA PE -R 1993 UiC CLAODING -ND SEC_ l-4rAPY idliJD AJ'PLICATIUN PC:n 1593 UBC Allowable Stress Design RISC ninth c3aition 19U9 Cold-Formscl Steel Design AISI 1986 adition with 1589 A.ddendUM EAVE HEIGHT (FEET) ................................. .:................ 10.000 GIRT OF -PTH (INCHES)...........:.......0..........00..0........0....0 6.500 GIRT OUTSET E (INCH=S)............'..........0..:0..00........:........ 6.500 ':•;P Al L L P 4!-,J C L 'r Y PI-. . 0 . 0 . 0 . . . . . . 0 . 0 . . . . 0 . . . . . . . . . . . . . 0 0 . . . . . . . . . . . . . 0 . . . 0 V w 2 -;- GIRTG I R T TYPE CPTIl."N: .................................................... BYPASS - ASE TYPE OPTIG-J .................................................... STAN 0A RC, OE SIGN 'WIND LOAD F04 CL; 001.rJG ANL' SEGONJOARY (M..PH)................... 75.000 I`1PO4T4NCE FACTOR :IPC .(I) -- NJR0;;L BUILDING C,TEGOR.Y.............. 1.000 EOt;C STRIP'Z 01S•TANCE AT C 0 R N F R S CFEET).......00.0....0.............. 2.400 FULLY E►JCLbSFD EUILCING, NORMAL BUILOING CATEGGKY, EXPOSURE C REPRESENTATIVE WIND L`J.AUING TO WALL STF.UCTURE USING A 100 SQ.FT. LOACED AREA IINDIVICUAL hSEr!_'•ER LCAOS ViAY VARY ACCOROING TO ACTUAL TKIoUTAP,Y LC:AOFJ ;AREAS PR�.SSUPE..000'0.......................... C= 0.9C CQ 8.035 PSF SUCTION.............................0000 C= —0.010 C=O= —8.035 PSF SUCTION AT ';,;ALL C0<NJER REGION........... C= —1.20 CIQ —10.714 PSF FULLY ENCLOSED -�UILOING, NORMAL OUILDING CATEGORY, EXPOSUPE o REFRESENTATIVE WTN D LOADING % WALL CLADDING USIiJG. A 1 SQ—FT. LOADED ARCA. PRESSURE ................................ C= 1.20 CQ= 10.714 PSF SUCTION...........0..0................... C= —1.20 CG= —10.714 PSF S.UCTICRI ;:T WALL COii1J;:R REGLurJ........... C- —1.50 Chi= —13.392 PSF P A NJ E L A N A. L Y S I' S LOAD 1) W+ 2) l•J- ldi�Ei'E �N+ _ -.4TNJ L0AJ AS AN IN:JAP0 ACTING PRESSLjRE - ri— _ '4TND LL'AD AS AN OUTW R0 .4CTING SUCTION) r; CONJTROLLING % M PANEL CPOSS—SECTION C ;JEo Ch.ECK RATIO ---------=----"—'-------------------------------------------- ----------------- PAidEL "AITHINd CORNER EDGE REGION ELEVATION 0.000TO 10.000' 2 5EN DING 0.497 PA. Nd EL :'14 1INT ER16R Z 0 N r Ti-tPU-010TLLE'VATI0N1! 0.000' TO 10.000' 1 BEENDINJG 0.419 W .V J. �.�- J. .'� 'J J J i W � . J. ..L •..V .•. • J. • , .. J. • • ,. J. • J. J , i , , ,� • • : � i J. JM. . . W J. W .1. J... W .l..V W ...•. J. • J..'. J. W J. J. J. J.. ^ . J... W .. J.. J. M'•`M'r M•, 'r M`M'1•'r ',`•r`'• r1"1"Y•` • •'r !•M •• •`�."r •r 'rMM'�`1` r-rMM 1`1`r'r M'rr•r r�•M! -rr•r %=rMr•• , '%•h••1`•r h`M •,•M •I' M , 1'M•r M' •rM 1,05 vEK510N, V13 ON 01/27/95 AT 10:13:57 PAGE CZ JOS: 25010 run02 BY: steng FOR: WESTERN REGION J. J..' •.. ; V J. W J. J. ,. W J..4 W J. W J. J. J W .:.•. . V J. W J. W . 1 J. :. J. J. W .y • . V J..V J. J. W J. J.:. W J. .V .:. • J. J. J. J. W W W.J. ,. •. L J. J. J. J..•. ^ 1. J..1. r �• •r �• , �` , r �• �` r r •r �• ,• r 'r •, r � � , r !• -r '. •�'r %r •r �• r'. =� -r •r •r %r� i� •. , � , •r �• r -r •�..,. �..,... r'r 1• M M M •r •r 1• 'f. •:• .y. '•• %i• '�• :�• i�. M '�..,....y. .:�.. .r - MAINeUiL'JIP!G SiOc'aALL STRUCTURE DESIGN CCOITINIU c-0 S e C 0 "J A R Y G E S I G P1 LOAD C0M3IM�TIONS ll U+ 2) 'W HEP,E : W+ = 1.41N0 LOAD AS AIN INWAP.G ACTING PRESSURE V1— _ 'WIND LriAD AS AN 7UTwARD ACTING SUCTION GIRT LEVEL 1CT'EzIPL::Tc) AVG SPACING @ 4.917 FEET ELEVATICN 7.3371 S o a n L0ngth "!_m'3er Oesignat.ian 3earing Controlling Conditions' N0 Cfaet) & Le.a Lengths Cfeet) S t i t R e c Combination £ Check Ratic ---- -----------=---------------------— — — — — — — --------------------------- L` 1.000 6.5Z58 1 0.149 crippling 2 L/222 deflection. 1 17.000 5.5238 1.0000 2 0.305 shear+bending 2 L/867 deflection 2 17.000 6.5256 1.0000 2 0.305 shear+bending 2 L/c67 deflection RE 1.000 6.5Z5S 1 0.149 crinclina 2 L/222 deflection Total line desicn weight is TEMPLATE LEVEL GIRT LEVEL ELEVATION 1 USE# 1 7.333' 84.9 lbs. AVERAGE PRESSURE SPACING MAX LOADING 4.917' 8.377 PSF SUCTION HIGHEST MAX LCADI dG CK.FKATiL —3.377 PSF 0.303 . J. J. J. J. . J. J. J. J. . J. J. J. J. .4 J. .4 J. . J. .4 .4 J. W .. W W J. . J. J. J. . J. J. .L J. W . • J. . J. W .. J. .4 J. . J. .4 .. J. . J. 1` h` M h` M �• •r -•• •r'• ':` M h` • M M =• r ^r �•` M h` ^I• 'r M :` h` r h` M 1` •r '•� h` •!• :�• h` •'•• •r •• •• h` h• r 1` 'r h` • •• '•` �l` M M M h` M %• .• h• h` Y h` ••` h` M M Y Y 1' '� •r ••` h• '1` •r �r Y CDS VERSION V18 ON 01/27/95 AT'10:14:16 PAGE �1 Y JOB: 2501G runD.'_ BY: sfeng FOR: WESTERN REG7CN W J. •J. J. .4 • .J. .4 J• .4 .4 J. 4 J. .J. J. •. J. .4 .. J. J.J. J. J. •. J. •4. .J.W.. W W... J• .4 J. .J. .J. .J. •• Y h•. � • • h` • • r h` h` • M 'r• h` M 'r •r '•` h` ••` Y M M •:• •` ••• h` ` Y h` h• M Y 1• h` M • =r -r'r •• • • M 'r h` M M h• h` • r h• T ••` M h` •r h '•` Y •• • • M h` ••• ':` ••` ;• 1„ ;` •. � Y �M MAI'J EI.IILDING SIJF 3 ENDi�ALL 3=A2IMG FRAME RAFTER UESIG'J r G FRAMc RAFTER DESIGN SUMMARY BASIC ?,UILDING CODE C+ZITE;tIh PEk 1503 UBC JIIJL APPLICATION USINiG 3ECOND.ARY FRAMING CRITERI+: FEK 1993 U2C Allowable Stress Desicn.AiSC nintn edition 1589 Cold -Formad Steal Desi -,-n AISI 1986 edition with 1989 Addendum -1-1:0 BAY E 1 7 E (FEET) .. . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . ENDFR!1.hE. INSET OINIENNJSICH(FeET).................................... PEAKF L E V 4 T I O Nd (FEET). . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . • . . . . . SUPERVI.POSED DEAD LO,:U Ti, R A F T E k CFSF) .................•............. COLLATERAL LOAD CPSr")............................................... %CCF LIVE L"AG E:";T`R 0 CPS`) a'/ TRISUT.ARY A 2 E A CHECK REQUESTED...... I*00F LIVE LCAC TO RAFTER USED CPSF)........... ...................... S'ir's EXP'=SURE FACTOR (Ca) -- NCRMAL SNOW EXPOSURE ................... IN4PORTANJCE FACTOR SNOW (I) -- NCRMAL GUILOINJC CATEGORY .............. SNDA SLOP FACTOR (Cs) -- SLIPPERY ROOF SURFACE ..................... SLOPED R010 SNOW LOAD Ps = Cs;=Pt C P S F ) .............................. DESIGN .SNOW LOAD TO RAFTER USED (PSF).......i........................ DESIGN WIPIG LOAD FOR RAFTER DESIGN 011PH)............................ INF'CRTANCE FAC•r;.lR WIOD (i) -- NORMAL EUILOING CATEGORY .............. EDGE STRIP Z DISTANCE AT RAKE CFEET)...... .......................... 18.000 1.000 11.000 1.751 1.0c0 20.0G0 20.0G0 0.700 1.000 1.000 0.000 0.000 75.000 1.000 2.4G0 FULLY ENCLOSED .1UILOINJC, NORMAL BUILDING CATEGORY, EXPOSURE B REPRESr`JTATIVE IAIND LOADING TO ENDWALL RAFTER USING A 200 SQ.FT. LOADED AREA INDIVIDUAL MEMS'ER LOADS MAY VARY' ACCORDING TO ACTUAL TR13UTARY LOADED AREAS ?RESSL',�4 i'UJF SID_ 1 .................... C= 0.00 CQ= 0. GOC PSF PRESSURE R0OF SIDE 2 .................... C= 0.00 -C Q- 0.000 PSF SUCTION RC;GF SIDE 1 ..................... C= -1.00 CC. -8.526 PSF SUCTION! ROOF SIDE- 1 IPJ EE•GE STRIP....... C= - 1 . 50 CQ= -13.392 PSF" SL'CTI°•NJ ROOF SIDE 2...................... C= -1.00 CQ= -S. 928 PSF SUCTION+ ROOF SIDE 2 IPJ EDGE STRIP....... C= -1.50 C4= -13.392 PSF r h rr•.; La J �ut�cIHAT110N,3 . 1) D + r. + L 2) D + W'i I?E : D t = DEAD LOAD C = COLLATERAL LCAO L = i4AXItIUM. . OF LIVE LOAD OR SNOW LGAC. W- = ;11IN'01 LOAD AS Ad OUTwArD ACTINJG SUCTION: S::1AN, M, EM M6Me.ER LCAD CRITICAL CRITICAL CHECK. SPAN L.NNGTH - - - - ------ 5 E R --- RAFTER DESIGNIATIUN LENGTH COMM CHECK DISTANCE RATIO SHEAR conn ------------------ w/( 4)-1/2" DIA. ------ - - - - A325f.19 3/8"PL O -------- O.OFFT ONi -------- RAF. SPAN - - - - - 1 1 10.995' 1 ;6X9 4Zr.SI 10.996' 1 BLPIUINvG 5.498' 0.343 SHE'Aa conn w/( 3-1/2" DIA. A325N, 3/8"PL 0 11.0FT ON RAF. SPAN 1 2 10.996', 2 146X9 '42KSI 10.993' 1 BENDING 5.498' 0.343 SHEAR conn w/( 4)-1/2" CI.A. A325NJ9 3/8"PL D 11.0FT ON RAF. SPAN 2 SAVEHEIGHT (FEET) SIOF 1............' ............................... 10.0c0 ROOFSLOPE (P.ISE:12) SIDL 1 .......:................................. 1.000 1-JORIZUNTAL OISTA14CE TO PEAK (FEET) SIDE 1 ........................... 12.000 PURLIN 10ISTANdCES ON SLOPE FRO?4 LAVE (FEET) W/ FLANGE BRACE LOCATIONS (; ) 1- 0.000 2- 3.010., 3- 6.0,11 4- 11.038 COS VERSID.N V13 ON 01/217/95 AT 10:14:16 PAGE Jar: 5010 runUZ �Y: steng FOR: WESTERN kEGION i4111N N 3UILG1N'- SlUP 3N 01 WA L L L E A k 1 '-IG F R A!4 E T "R. 0 E Z I G N C UN T I 1W E 0- EAV-t' FJ,�=TGH.T (FEET) SIDE 2 . . . . . . . . . . . . . . . . . . . . . . 0 . 0 . 0 0 a 0 . 10.060 RQnl-' SLOPE (RISE:12) SIDE 2 . . . . . . . . . . ... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.000 HORIZ-9-11fAL O-ISTAMCE TO PEAK (FELT,) SIDE Z . . . . . . . . . .. . . . . . * . . . . . . . . . . . . 12.000 PURLIN `U STANCES ON -'zLCPI= FROM EAVE. (FEET) W/ FLANGE BRACE: LOCATTC1.14S 1- 0.000 2- 3o010, 3- .6.021 4-.11.03S ..r, J , W .r.:,. � J. ..1. J. V J. ^..'..v .I..r w J. J. r• . r ;..'. -r• J. J. W r. � • J. w J. w J. J. W . V J. J. J. w W J. w J. J. J. J. W .,. ^ . w w .r. J. W J. 1 - • J. W r •rMMM'r'1-'r`•r`M•rY 'i r=r r%r Mme• M•r 'r •r-YY'r M'1 -M Y'/` `M•r •:-•r`M MYYM'r r r1`M •1`Y'r M'r`YYM•r-•r"1"r •,••.`!• •'Ji•••`Y•r M•1`YYY'r Y'f`Y'r`Y CDS VERSION V13 ON 01/27/95 AT 1%0:14:17 PAGE �7Zj i FE z 5 01 G run02 oY: sfeng FOR: WESTERN REGION M w J. ' J. �. J..�..4 W J. r J. J..4 . .r..V -..•. W J^ w J. J. ... V J..r.:. .'. J..4 +• J..4 .•. J. J. J. J 0.000 W r. J. w .r..4 J. J. J..r. w J. J. w .r. w •. A J. .:. J..l. J. w w .� J. r r` 1` M'r .;. ,` Y }....�..r • r• Y.'r .r. .r M'r'1- �. .r. ry:.�.. .r-.�. .�. :r. ....r. .r..•. :,: .r. .r. ....r 'r •r r r r r r r ry. .r. .r..r. .-�..r. .�. q..r..r..�. .r..r..�. .r..r.. .r..r. 1- i�. ••• 'r` Y Y Y M .r .�. y. .r. 'f .r. T ,'AAIP; _U 1LITNG SIUF 3 LENDiIALL SFPUCTURE LIES IGH r= cNOWALL STgUCTURF_ DESIG��! SUF1t1akY 5ASIC 2U'_LOING CODE CRITERIA PER 1993 ULC CLAOCING AND SECONDARY WIND APPLICATIGN PER 1.353 U.&C Allowable Stress Design RISC ninth edition 1489 Cold -Formed Stas. DssiJn AISI 1936 edition with 1989 Addendum GIRTDEPTH (INCHES)...................'.....0000..................... 6.500 GI>T.0UTSET CINCH=S)................................................ 5.500 WALLPANEL TYP2...................................................... MvW2E ,GIRT TYPE. CPTIO" ................................................. YPASS EASETYPc CPT r.,N.................................................... STA.i0:.1RC PEAK 111-::1GHT (FFST).................................................. 11.000 EAVF, MEIGNT; (FEET ) SIUE.1............0......4.....................00 30.000 =..,VE HEIGHT,(FEET) SIDE 2. o .. . . . . . . o . . . . . o o o . . . . o . . . . . . . o o . . . 10.000 DESIGM WIND LOA.' FCR CLA LING AND SECONtARY.(t/IP;'-I o ............... 75.000 IMPOI TANCE FACTOR 'W 1 'NU ( I) -- IN'Okt!AL 6UILIOING CATEGORY.. 0 0 0 0 .... 4 ... 1.000 EDGE STRIP Z DISTANC1 AT CORNERS (FE -ET) ............................. 2.400 FULLY ENCLOSED 2UILDI,�iG,' NORMAL BUILDING CATEGCRY, EXPOSURE 2. REPRESENTATIVE 4,INO LCA'JING TO -WALL STRUCTURE USING A 100 SQ.FT. L040ED AREA 1iN.'!?IVICE: U.AL MEt;5R LOADS MAY VARY ACCOhuING TO .ACTUAL TRI5UT4kY LDAOED AREAS PRESSURE.............•................... C= 0.90 CG= 8.03: PSF SUCTION...............0...........00..0. C= -0.90 CC= -3.035 PSF SUCTION aT „ALL GORIER F=G10N........... C= -1.20 CC= -10.714 PSF FULLY E.NCLOSEC, 3'UIL3-ING, NORMAL BUILDING CATEGORY, EXPOSURE B REPRESENTATIVE WIND LCADIt1G T+? WALL CLAODIN.G USING A 1 SD.FT. LOAO;:C AREA FRESSUE...0 .............0......0....0.. C= 1.20 CQ= 10.714 FSF SUCTICPt..............................:.. C= -1.20 C')= -10.714 PSF. SUCTT_Ct•1 AT WALL CDRNE'R RErGIO a........... C= -1.50 Ca= -13.352 PSF ? A td E L A N A L Y S I S L0A' 0 C`'M,21N-'NT I)PI$ 1) n* 2) 'r1- �?!iERe W+ = WIND LOAD AS AN IMWAfO ACTING PRESSURE 'W- = WIND LOAD AS AN OUTWARD ACTIt:G SUCTION == CONTRGLLIt•IG PANEL CROSS-SECTiON CCME CHECK.RATIC ----------------------------------------------------------- ----------------- PANEL WITHIN CORNER EDGE REGION ELEVATION 0.000' TO 10.000' 2 bENOING 0.497 PANEL IN INTERIUR ZONE T1RU-OUT ELEVATION 0.000' TO 11.000' 1 5ENDIMG 0.405 IDS VERSION vie ON 01/27/95 AT 10:14:17 PAGE 10 11 23010 r.unO Z bY: sfeng FOR: WESTERN PEGIGN MAIN BUILDING SIDE 3 ENOW;�LL STRL;(1T-URWE (CONTINUED) SECUI-Ir-,ARY D E S I G tj LOAD COMBINATIONS : + w- W H L- ;, E : W+ = WIND LOAD AS AN INWARD ACTING PRESSUPE W- = WIND LOAD AS AN -OUTWARD ACTING SUCTION' G! RT LEVEL 1 T 111L A T E AVG S P A C I N G 5.4 17 FEET ELEVATION7.3-131 Soon L -a n t n ,'ember 0-3s-i- nation Bearing Controlling Conditions (feet) L Lao Lengths S t i f R e q Combination & Check Ratio ---- ------ --------------------------- ------- --------------------------- 1 11.455 6.5256 1.0000 1 0.191 crippling 2 -0 deflection 22 11.4,8 5.5Z-53 1.0000 1 0.1P1 c - r 1 p p I i n 2 -0 deflsction Total lina design weicht-is 55.6 lbs. TEMPLATE AVERAGE PRESSURE SUCTION' HIGhEST L E VZ L GIRT LEVEL ELEVATION SPACING MAX LUADING IN A X L 0 A 0 1 N.G C K . R AT 11) ----- ---------- --------- ------- ----------- ----------- ------- 1 USC-9 1 7.333'. 5).4171 9.164 PSF -9.164 PSF 0.181 '.W. J.•4.4J .4 r -W • J Y'. r.J-i4WJ. W. J- -W .W. %,: %�. %�. 'r -J. 4..J J.W • • � .4. r r r • • •. J. J. J. J... J. J. J. J. .4 .4 J- J.. W r. . J. J. J. 4 .4 `4 .4 J. W 'r i` •�• r r: .r. .,:.. . M M M'1` .:,` ..r• n M=� • • •r 'r -• •` M n .r 'r M 1` i� 1` M r • • r • r r • i •r M'rMM MMM"Mn %r 1`'r '1"r'r n`n•i" "r"r"M'rM =� C0S VERSIGU V13 uN 01/27/95 AT 10:'14:18 PAGE PS JJ3: 25G1u run U2 E•Y: sfenr, FOR: WESTERN REGICIN J J.. 4 W • W `. ✓. ^ J J .: .4 .. '. '. W J. . J. w J. J J- J- J. W .. J- J. 4 .. J. W J J .4 J. J. J. J. J 6.1 .. J. ..4 . r. .•. i � r 1` ri`•r'r -1`%�` �•M'rr%• r r •r •Y`%r 'I`%�%r r`MM�1"�•1`'Y`M'r 'r r M'Ji`�'r •1`Y'• rM r r 'rMi`•• rM'r •r M•r"1`MM'r • ."ri"1`M •r`i•i r'f`i`i • ' t{Its 3L1L01 f -IG SID= 3 EN.DWA LL CGLU` (,J DESIGN S T A A D A R 0 E A R I N G FRAC".E c1dCW�1LL COLUMN DESIGN SJ""hrARY ASIC 8UTLOING C!?I(>`.'?Td PER 1993 U3C '4IND APPLICATION USING S.ECON NARY FRAMING CRITERIA PER 1993 URC Allowable Stress Design RISC ninth edition 1985 Calc—Formed, Steel Gesign'AISI 1906 edition witn 1939 Addendum =ND 3AY SI7r C F E E T ) ................. 9.....:......................... E N 0 FRAME IFJSET 0114ENSIG11 CFEET)..... ..................0........... SUPERIMPOSEC DEAD LUAD.T6 RAFTEP. (PSF).............................. CCLLAT::RAL LOAD (PSF)............................................... ROOF LIVE LOAD N?TE'2ED•(PS!-) W/ TRIBUTARY AREA CHIECK REQUESTED...... ROOFLIVE LOAD TG'RAr=TER USED (PSF) .................................. SNsO'd EXPOSUkE FACTUR (Ce) -- N�7RMAL SNOW EXPOSURE ................... IMPORTANCE FACTOR SNOW (I) -- N;URMAL 3LIILUING CATEGOrY.............. SNUW SLOPE 'FACTOR (Cs) -- SLIPPERY ROOF SU"FACE........I............. SLUP•ED ROOF SN'QW L0 0 Ps = Cs%�Pf(PSF) .............................. DESIGN SNOW LOAD TO RAFTER USED (PSF) ............................... cNOWALLGIRT TYF'2 OPTION' .................. .......................... DESIG*N .DING LOAD TO C0L:ihsNS(mPM)................................... I1*1iPONTANrE 'FACTOR WINO (I) -- NORt1AL SUILDING CATEGORY .............. -;;:LGE CI.S'TANCE Z AT CORNS?S (FEET) ................................... 13.001, 1.000 1.7S! 1.000 20.000 zc.ac: 0.700 1.0010 n 1. r �L 0.OGO 0.00^ A•YPA SS 75.000 1.000 2.400 FULLY ENCLOSED 5UILDING9 NORMAL BUILDING CATEGCRY, EXPOSURE B REPRESENTATIVE '#INdD LGAOING TO ENO'WALL COLUmNiS USING A 250 SD.FT. LOADED A;iEC INDIVIOUAL MEMBER LOADS 'MAY VARY ACCO.tDING TO ACTUAL TRIBUTARY LOADED AREAS PRESSUR=C= 0.90 C',!= 3.035 PSF SUCTION:...' ............................. C= —0.91) CD= —8.035 PSF SUCTION AT'COLU,MNS IN EDGE REGION....... C= —1.20 CQ= —10.714 PSF LOAD CO'4CINATICN+S : 1) 0 + C + L 2) G + C + W+ 3) D + W+` 4) 0 + C + W- 5) G + ,;— 6) D + C + E+ 7) D + C + E— WHERE 7 = CE:1G LOAD L = MAXIMUM OF LIVE LOAD OR St`,'J'{I LOAD C = COLLATERAL LOAD b1+ = i41N'0 L 0 A 0 AS AN INWARD ACTING °RFSSURE = WIND LOAD AS AN OUTWARD •,CTI`dG SUCTIONS E+-ARTHIyUAKE FJRCE ACT.NJG It'F1ARC E— = EARTHQUAKE FO?CE ACTING OUTWARD COL NC,M1,'•IAL NADH SPACING REQUIRED ENDWALL COLUMN' AND BASE DESIGN ---------- ---------------------------------------- ROLLED I S_CT10ti' 42 KSI X 9.334' DESIGN LENGTH w6X9 8" X b" X 0.375" 885E PLATE (2) 0.75" DIAMETER ANCHOR BOLTS 0.054 A+p.x CHECK ' P,ATIO IN COMBINATION 1 AT 7.333' FROM F.ASE COS VERSION V13 ON 01/27/95 AT I0!14:18 PAGE JOB: 25010 runOZ 8Y: sfang FOR: WESTERIN' REGION 4... J. J. . ... .. J. .. J. ... M A. I N 131JILD.ING SIDE 3 FN0W4LL COLUMN DESIGIN- C; 0 N T 1 '14 U COL 0 i'I'll t 1 .4 L NU i'll SPACING R -E Q U I E0 E N D W A L L C e L Ll MIN A N' D' 6 A H- D E- 5 1 G iN' - - - - - - - - - - - - - - - - - - - - - --- - - - - - - - - - - - - - - - - - - - - - - - - - 12.0001 2 ROLLED I SECTION 42 KSI X 10.2891 DESIGN LENGTH d16 x 9 811 X 611 X 0.37511 BASE PLATE (2) 0.75" DIAHETIER ANCHOR '-OLTS 0.106 'A+ IV x C 4 E C K R 1i IN C 0,11 S I NA T 10 N 5 AT 5.1451 FROM 'EASE 12.0'ric, I 3 ROLL j) T SE C T 10 H 42 XSI X 9.3341.0ESTIGN LENGTH W 6x 9 Bit X 6" X 0:37:" SASE PLATE 2) 0. 7511 DIA -METER METER ANCHOR BOLTS 0.054 A+11 �. PROM WASE x, 'HEC;� RATIO IN COMEINATION I AT 7.3331 C 03 L r 0 L Ukl 1-4 -B R AC t: ELEV -1 ATIONS N U M INJ E: R FLANGE B R, A C E S , P E 0 U I R 0 AT L CC A T 10 N S V,'I TH ASTERISK --- -------------------------------------------------------- 1 7.333 -FEET. Z 7.333 FEET 3 7.333. FEET CDS VERSION V18 0.--4 01/27/95. AT 10:14:18 PAGE P JCL+: 25010 rtjnD-; BY: sfeng FOR: WESTERN REGION ",AIN BUILDING SIDE 3 ENDWALL COLUMN DESIGN (ENDWALL COLUMN REACTIONS) COL C 0 L U.M, N 3 A S E R E A C T 1 U 1 BY L*O .4 -0 G R* U' U F M Wl u L c + let- E+ E- --- ------ 1 C.- . 2 5 2 ------ 1.239 ------ 0.062 ------ -1.071 ------ -1.071. ------ -0.427 ------ -0.427 V 0.004 0.033 0.002 -0.019 -0.018 0.000 0.000 HX 0.000 0.000 0.000 -0.731 G.731 -.0.769 0.769 H Y 0.375 2.08Z 0.104 -1.514 -1.514 -0.338 -3 -O..:�3 V 0.003 0.r.00 0.000 -0.496 C. '496 - C. . 0 0 0 0.00^ hX !?.^0' 0 . Q 0 0 0.000 -0.551 0,531 -0.406 0.406 HY 3 0. 2512 1.239 0.052 -1.171 -1.:71 -0.799 -0.799 V 0.004 0,0331 0.002 -0.569 0.534 -0.406 0.406H.X 0.^v0G 0.000 -0.731 0.731 -0.769 0.769 H Y V=VERTICAL H X H 0 R I Z 0 N T A L MAJOR AXIS HY=H-ORIZONTAL MINOR AXIS IN KIPS W J . J. J. : I . V r J. . J• W . • I, J. r. J• J. .V ..• J J. J. � I I I r J. . J. J. J. W I J. : • J • J J. J I. ✓. J. V J J. J. '• 'r 'r 'I I I . I 'r •r 'r M 'i r 1` 'f"I '•� M M 1` M 1. 1` I` M ! ` 1` '•� M 1` •r •I I` M M M M 1` 1"I. 1` • �r 1` • •` M'. • r` M '••'Ji• I : I r r • J• J.. � J. COS V_I:SION. V18 ON 01/27/95 AT 1C:14:18 PAGE u�I ti- JOE: 25010 runOZ BY: sfeng FOR: WESTERN REGICN V J W r. J. .b W .V J• V J ✓. r .V W J. r J - • ,• • • J• V .• J. • J•: 4.1... r r • I I • I I. .I: •. 1` •I. •I. •: .I.:I: 'I` :I. .r :• . �: r ..�. :/:: :1- :I: :1- •r- :I. :1-:: �I. .I. ry'. `�: '1` • • M'I"•` M'r'r .I. .r I •'r .V J•.I J• w ,1. W J. ..V J. J. J..+. r r 'rMM'�i"`�1"1-• •1-%r 'r'r 'r `M M'rMM •r 'I'M MM -MM"MM J- t?A.1'J BUIL'"IVIG SiUE 4 ENO'WALL 5EAR.1 dG FRAME RAFTER E 7 N ;`•=rM-• 0 SSG 3ct,RI04G FRA'MEE RAFTER JESTGN S!Jh4MARY EASIC !BUILDING CODE CRITERIA P49 1993 UBC WIND APPLICATION USING SECONDARY F:RAi•'ING CRITEk!A PER 1953 UBC Allowsable Stress Design• RISC, ninth* edition 1989 Cold -Formed Steel Design AISI 1986 edition with 1989 Addendum ENDR Y SIZE (FE' ---T) .................................................. E� D FRAME IINSET 01M,EIJSICN (FEET) .................................... PEAK ELEVATION. ( -c -E!) ............................................... 3UPERI+4'P!)3EL CL'AU LV;u Tu ;AFTER(PSF).............................. COLLATERAL LOAD C;ASF)............................................... R,00F LIVE L040 FNTEERE-9 (PSF) W/ TRI13UTARY AREA CHECK REQUESTEU...... PC -OF LIVE LCAT, TO kAFl ^R? USED (PSF) ................................. SNC -W EXP!)SURE FACTOR (Ca) -- NOgMAL SNOW EXPUSUR=................... IMPORTANCE FACTOR SNOW (1) -- NOPMAL OUILOING CATEGORY .••••••••••••• SNOW SLOPE FACTOR (Cs) -- SLIPPERY ROOF SURFAC= ..................... SLOPED ROPOF SFIU:I' LOAD Ps = Cs -;-Ht (PSF)........ 0 ..................... DIESIGIN SNOW'LOAJ TO -RAFTER USED CPSF) ............................... DESIGN WIND, LOAD COR RAFTER DESIGf•! CtiIPH)............................ IMPORTANCE FACT-„ ir;I'd i ; CI) -- NORMAL UILDING CATEGORY. EOGs STRIP I. DI 'STANCE AT RAKE CFEtT)................................ 13.000 1.000 11.000 1.751 1.000 20.000 23.000 0.700 1.000 1.000 0.000 0.000 75.000 1.000 2.400 FULLY ENCLOSED °UIL01ING9 NORMAL BUILD10G CATEGr3 RY, EXPOSURE B REPRESENTATIVE 'MIND LQAOING TO ENOWALL RAFTER USING A 200 SQ.FT. LOADED 4REA INCIVICUAL ME.48ER LOADS AY VARY ACCORDING TO ACTUAL TRIEUTARY LOADED AREAS ?R ES SURE RO0F SIO 1 .................... C= 0.00 Ca= 0.000 PSF PRESSURE: RO"F SIDE 2. C= 0.00 Cts= 0.000 PSF SUCTION R 0 U F - IDE 1 ..................... C= -1.00 C Q = -8.928 PSF 5UCTICIN RU SLOE 1 IV EOGE STRIP....... C= -1.50 CW= -13.392 PSF 5UCTIrJN ROOF - IGC - 2 ..................... C= -1.00 CQ= -8.925 PSF SUCTION RQ OF SIDS 2 IN EIDGF STRIP........ C= -1.50 CC= -13.392 PSF LGA - C01M31igA.TI0MS : 1) 0 + C + L 2) D + w- iINcRE u = CicAG LOAD C = CLLL; TERAL LOAC L = IMAXI4UM GF LIVE LOAD OR SNOW LOAD N- = Wi1NO LUAO AS AN OUTWARD ACTING SUCTION SPAM MEM MPjv,5ER LOAD CRITICAL CRITICAL CHECK SPAT LENGTH BER RAFTER DESIGNATION LENGTn COME CHECK DISTANCE RATIO ---- ------ --------------------- ------ -------------------- ----- SHEAR conn w/( 4)-1/2" DIA. A325N9 3/5"PL @ O. OFT ON RAF. SPAN 1 1 10.995' i W6X9 42KSI 10.996' 1 BENDING 5.496' '0.343 SHtAR conn W/( 4)-1/2" GIA. A325";9 3/3'11PL a 11.0FT ON RAF.. SPAM 3- 2 2 .1,.0.995' ?. h'SX9 '42KSI 10.996, 1 BEND1NG `.45E' 0.343 5HEAR conn w/( 4)-1/2" 01A. A325N9 3/8"PL c 11.0FT ON RAF. SPAN: 2 EAVEH=IGHT (FEET) SIDE: 1 ....................a...................... 10.000 PCOFSLOPE (RIS�-:12) SIDE 1....... ... ................................ 1.000 HORIZONTAL DISTANCE TO PEAK (FEET) SIDE lo . . . . . . . o . . . . . . . . . 12.000 PURLIN DISTANCES ON SLOPE FROOM CAVE (FEET) 'W/ FLANGE BRACE LOCATIONS Cm) 1- 0.000 2- 3.010.. 3- 6.021 4- 11.038 COS VEIRSI' Cil N V13 ONI 01/27/95 AT 10:14:19 PAGE. i F." R- 25010' runOZ 3.Y: sfeng, FUR: WESTERN REGION MAIN -31JILJJItlG SIDE 4 ENOw'ALL FPAME PAFTER OESIG' CCGidTINU_0 EA V E. H E I H TF E ;--' T ) S I C. E- 21 . . . . . . . . . . . . . . . . . . . . . . . . . . . 10.00G ROOFSLOPE SIDE 2 . . . . . . . . . . . . . . . . . . . . . . . . . . . ... . . . . . . . . . . . . 1.000 4G.'�IZOJNTAL, DISTANCE TC PEAK (FEET) SIDE 2 . . . . . . . . . . . . . . . ... . . . 12 . G C 1.) PN .), Ar S T?.ACES JN SLFjP'-: FPOM SAVE (FEET) W/ FLANGE 5 R A C E L 0 C A. I I C.'j S, C L I 0. olio 2— .3.01011.033 .3 6.0.21 4 J..r• ,4 .r• J.:. J.'r .y r i ^. .!. l W J• w J• J. r. J. J• w w J. 1• J• W ...�• J.... w .� W J. L .v w J• J. J. J. J• w 4 J. J. J. W J. W J. J. J..t W ... W W W J. J. W W J. J. � J. J. ; r M'• rM'r 'f 'r 'r'r •r"%• `�MMMY1"r`h"rYYM :"r•1•MMYM'r'`Y'r•'r1`MM MMMh•'r'!•'r•r'rY•rY•.•M'1`M'rM`M'1••••t•'1•M'r•M'r•'(•M M'r h•'r •� •: MMM CCS VERSIOtl NIS 00 01/27/95 AT 10:14:1V PAGE 010 JO?: 2 010 runUZ ;Y: sfeng FOR: WESTERN REGION .4 t J. .4 .. J. J w J. . J. J.. • :. .r J.. � r .r..; J J, 4 W J. J. • �.� • � 'r'.• . r '/". 'r"i� h` r . r .: '.: � 'r h` r %r'r M n %r M'r• M r r r r• Y' •r M 1' M r 'r r h• M J •4 ••' J r t W J. .4 .4 J. J• 4 J..t w t J. J• J. J. . 'r •. `M' MM1• r r i Y' rMh r•h`h`M Y'rM h•'�•'r•Y h•T MLIM SUILOING, SIDE 4 _NOWALL SIFUCTURc CESIG-N E'iJ14ALL STRJCTURc U=SIGN SUMMARY tIASIC EUILDIi.;G C00 Ch:ITIERIA PER 1993 U3C CLADCING AND SECONDARY WIND APPLICATICN PER 1993 U3C Allowable Stress design aISC ninth 9dl!1Gn 1989 Cold -Formed Streel Design A I S 1 1986 edition with 1999 Addendum GIFTDEPTH (INCHES) .................. 0.............................. 5.500 GIFT"'UTSET (INC`!ES)....'............0 ...............0...........0.00 6.5013 :TALL P'NF_L TYPE...........................0..........000............ MVW26 GIP.T TYPE CPTION......................0........................0.... uYPASS SASETYPE ir"PTI:)il1.................................................... STANOARO PEAKH IGIT.0FE.ET)...................0.............................. I1.000 Lt:VE NEIG�I1 C;EET) SIDE i ........................................... 10.000 CAVE HEI;;XT (FEET) S10 E 2 ........................................... 10.000 .O=SIGs- W'ItiD LOAD FOR CLADDIMG AND SECC!")CARY 0,1P.LS)................... 75.000 I'•1PCRTANCE FACTOR WIND (I) -- NORMAL BUILDING C.ATEGIR'f.............. 1.100 ECG S1'4IP Z UISTANCE AT C0 1;L=F:5 (Fir'T)............................. 2.400 FLI.LLY EMCLGSED 3UILDING, NORMAL BUILDING CATEGORY, EXPOSURE 5 REPRESENTATIVE WIND LOADING, TO 'WALL STRUCTURE USING A 100 SQ.FT. LOADED AREA I"JOIVI.OUAL MEM31ER LGAUS MAY VARY ACCCkCING TO ACTUAL TRIEUTAkY LCADEC AREAS PRESSURE........ 00 ........ 0 .... 0........ C= 0.90 C;)= 8.035 PSF SU C.T i C1l . 0 0.0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C = -0. 90 C 4 = - r . 0 3 S P S F SL'CTIC'1 AT WALL CORNER REGION........... C= -1.20 C(:= -10.714 PSF FULLY _,;CLC'ScD BUILDING, NORMAL EUILDINfG CATEGORY, EXPOSURE 3 REPRESENTATIVE WT^lD LGACIPG TO WALL CLADDING USING A 1 SQ.FT. LOADED AREA PR H S S U R E ..............................0. C= 1.20 C112= 10.714 PSF SUCTID'J................................. %, —1.213 C')= -10.714 PSF SJCTICIN AT '.4 ALL C -IMNER REGIGt............ C= -1.50 C+3= -13.392 PSF P A N E L ANALYSIS Lf,AC C0'!,SI1::1TI0NS . 1) '.d+ 2 ) ',d — WIH2RE : W+ _ '4IN0 LOAD AS) AN. INWARD ACTING PRCSSURF W— _ 'WIND LOAD AS AN, OUTWARD ACTIiNG SUCTION CONTROLLING PANEL CROSS—SECTION COME CHECK RATIO ----------------------------------------------------------- ----------------- PA14EL WITHIIN CORNER EDGE REGION ELEVATION 0.0001 TO 10.0001 2 EENIDING 0.457 PANEL IN INTERIOR ZONE THRU—OUT ELEVATION 0.0001 TO 11.0001 1 6EN0I1aG 0.40: � J' -V �• . . J. . .V .• -�. J J J. 4 J..L .t .• • .V . . J• J .• J. . J J. . . : : ., J•J•J•. J. J•J.WWJ. • WJ. WW J..V ., J. .• J.M. MM•rTMMMM. r%rrw••rM `•MM M'.`•`M1''r 1`.`M1•M.rM i .•M1•MMM1•Mrr'i`r•: �: .�:W r�•M'r•�%r=�%+=%rte• rM'r'•M�• ; rte•%r= rM�• %�•r'=r•. CGS V .RSI.0N V'1-0 DN 01/27/95 AT 10:14:19 PAGE P1) '= JOE: 25010 runO? 6Y: s`enc Fn 2: Wc,TPQm i:F:TrN • .1• J• .V J. J. J • J • � . V J • .:... W J. J . V .• � .1..: • . J • . W . • W W � J J. • • . ..• 1• 1 r1"�••• M'�• 1 M'� . •r 1• r 'rM 1`M MM MM'r 'r 1••r'1•'t•M'r'1` `M rM'r 'r M• 1 . .WWJ. ' W.' J. V V wWJ•w W LJ. �, WW .J. :• J. M1` "r M1` •'r'•'Y`M 1`M• •I•'1•'r '.• M'r 1•=/'•r %f`1•M• M'r M'rMM J•J•W,.W ;.;j�I�; SUILGING SIDE 4 L f;G4J�LL STRUCTUREGESiS"� iCONTII,)UE'D SE- C U N D A R Y G E S I G Id 6 LUAu C; "MP-INATIC^!S 1) ►,+ 2) w— IdH.ERL. w+ = WI;•iD LOAD AS AN INWAk..0 ACTI,aG PRESSURE 'ri— = WIiND L'O'AD AS AN' JUTWAkC ACTING SUCTION GIRT L_V�:L i (TcMPLATE) AVG SPACING � 5.417 FEET ELEVATION 7.333' Sp:n- Length Mamaer Designation Bearing ^20.CfEet) c. Lap Lengths (feet). S t i f k e a ---- ------ --------------------------- ------- 1 11.458 o.aL58 1.0000 2 11.458 6.5Z58 '1.0000 Total _line' design weight is 35.6 las. TEMPLATE AVERAGE LEVEL GIRT LEVEL ELEVATION SP.ACI',IG ----- ---------- --------- ------- 1 USE;: 1 7.333' _ 5.417' Controllinc Conditions Comhi_nation & Chec katio --------------------------- 1 0.181 crioclina 2 "0 deflection 1 0.181 criopling 2 —0 deflection PRESSURE S Ij CT 10 IN HIGHEST MAX LOADING MAX LCAOING CK.RATIG 9.164 PSF —9.164 PSF 0.181 �` ,.4 J. .;•J. 1, J.J. J.J. .J..V. . J. .J. J. • J. .J. J. J. J. .J. W .4 J. W.•W.4 `. J. W W W WJ. J• W W J• W J. .4 WJ. J. . W.. J. .4 J. .J. h` h .` 1 • h• h• M M M 'r M :,• h• h` M �` M �` •.` M M Y h` .,.:r :::�. h. `.•�'.:�- •,. y: �..r. .,. ry..,.:�..,..,..,` h` 1` M h` •r'r Y h` '�- .r h` Y M M M Y Y M h` .,..,. •, ,. '1",`.•,:.W,.:!..,.:, 'r h` Y M h` h 'r CDS VERSION V13 QH 01/27/95 AT 10:14:19 PAGE t?Iz JOE 25010 run 02. BY: sfeng, FOR: WESTERN REGION •J. .4 .1. J.W •. W .4 J. wJ. J. .J. .J. •J• .J. J. .J. J.W J. J. •J. .4• '•J. •J•J•J. J.J M' i � 'r'r Y h` r �• •r h •r h =e'r'r � i 'r M'r 'r ',` . •r h"•`'1" h. `•,. .1` is .,: 1. ',` ,.:y: h"1• ,"r h•'1• � r M'r � ,. •,. h: :n M M Y � W W J. J• W J: •• :�'.:: , • • � � ` 'I` M 'r • • M M h` H' h ` h• ` M ' Y M h T l ( J J• •-�=r:::•: khj� �iJILUI'•!G SInE 4c:tiUtti4LL CULUt•tN CESiGN Y•,::`M,• STANDARD 34 -APING FRAME E"InWALL COLWlN DCSIGN SUMMARY BASIC El'ILCI,dG CODE CkITERIA PER' 1993 U3C 1rI?li✓ AP°LICaTIL?i USIr1G SECGsdCr;�kY FPAMING CRITE1. RIA PER: IG93 U9C A1'lowabls Strsss Design iSC ninth edition 1989 CoIcl- Formed SteEl Ces1S�� :ISI 1096 eaition wiin 1989 Addendum ENDOAY SIZE (FEET) ....................... .......................... 18.000 EM!) FRAME INISET OIME?:SIOI_i (FEET) .................................... 1.00G 5LjPERIHP0ScC DEAD LOAC T--� RAFTER (PSF).... .......................... 1.751 COLLATERALLOAD (PSF)............................................... 1.000 RCOF LIVE L0,40 ENTERED (PSF) W/ TRIaUTARY ARE" CHECK REQUESTED...... 20.000 ROOF LIVE L':1D TO RAFTEF USED (PSF)................................. 2G. 000 SNOB! EXPOSURE FACT -0k, (Ca) -- NORMAL SNOW EXPOSURE ................... G. 700 Ii4F;;!:TAt1C= FACTOR SjiG:j CI) -- NORMAL aUILDIiN!G C,";TE-GORY .•....•...•... 1.OGO SNOW SLOPE FACTDR (Cs) -- SLIPPEPY ROOF SURFACE ..................... 1.000 SLOPEDR^CF SNOW LOAD Ps = Cs-,Pf(FSF).......0...................... 0.000 DIESIGN SNOB; LUAO TO RAFTER USE'D (PSF) .............. o................ 0.000. E(CiWALL GIRT TYPE OPTION ............................................ E Y P A S S DESIGN WINO LOAD TC COLUPINS (IMPH)................................... 75.000 IMPORTANCE FACTOR WIND (I) -- NORMAL BUILDING CATEGORY .•.•••••.•••.• 1.000 EDGE DISTANCE L AT CORNERS (FEET) ................................... 2.400 FULLY ;ridCLOScO SWILOING, NORMAL eUILDING CATEGORY. EXFOSURE B = EARTHQUAKE REPP.ESENTATIVE. WIND LOADING TO ENOVIALL COLUMNS USI?'G A 250 SQ.FT. LOADED AREA INDIVIDUAL MEMBER LOADS MAY VARY ACCORDING TO ACTUAL 7TI8UTARY LDAOED AREAS PRESSURE. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C= 0.90 C Q= 8.0-35 P S F SUCTION...... a .......................... C= -0.90 CQ= -8.03-5 PSF SUCTION; AT COLUMNS I`: EDGE REGION........ C= -1.-20 C^= -10.714 PSF LOAD D +. C- + L .2) 0 + C + 'W+ 3) D + W+ 4) .1) + C + W- 5) 0 + . W - 6) 0 + C + E+ 7) D + C + E- E; = DEAD LOAD L = 11AX114014 OF 'LIVE LOAD CR SNOW LCAO C = COLLATERAL LOAD •.,'+ = WIIAL LUAO AS AN INWARD ACTING PRESSURE W- = WIND LOAD AS 4N •OUTWARC ACTING SUCTION =+ = EARTHQUAKE FORCE ACTING INWARD E- = EARTHQUAKE FORCE ACTING OUTWARC CDL N01-11P!AL 1.1U11 SPACING REQUIRED ENOWALL COLU(IN AND BASE CESIGN ---------- --------------------------------------- 1 ROLLED I SECTID'N 42 KSI X 9.334' DESIGN LENGTH W6X9 S" X 611*X 0.375" BASE PLATE C2) 0.75" DIAMETER, ANCHOR BOLTS 0.054'A+Mx CHECK RAT10 IN COm6INATION 1 AT 7.333' FROM BASE J. A. CDS VERSION V13 �JN 01/27/95 AT 10:14:20 PAGE - JOE-. BY: sfi�ng 25010 run0Z FOR: 'WESTERN REGION MAIN 8',l I L 0 1 N SIDE 4 E N Jr ".4 A L L COLUMN 0 ES I N (CONTINUED) CDL N0 1 N 11 L U IN;' S P C 11G. R EU I R EE Pi 0A C a L U IANC BASE 0F SIGN -----7— --------------------------------------- 12.000, ROLLED I. SECTION- 42 KSI X 10.289' CESIGN LENGTH S" X 6" X-0.37511 BASE PLA-rr.- - (Z) 0.75" DIAMETEP 'ANCHOR BOLTS 0.106 A+Vx CHECK RATIJ rrj rOMBINAIION 5 AT 5.145' FROM BASE ROLLED I S F: C T 1, 0 i*-J. 42 KSI X 9.3341 DESIGN LENGTH w 6x 9 3" X 6" X C-3375" BASE PLATE 1: 0 fj T 2) Q . 11 .0 AMETER ANCHOR BOLTS 0.054 A+tix CH--:CK,RATIO IN. COMBINATION 1 AT 7.3233' FROM SASE COL COLUMN BRACE ELEV:TIONS N li t" FLANGE BRACES RE-WUIRE:D AT LOCATIONS WITH ASTERISK --- ------------------------------------------------------- i 7.333 FEET 7 . 3 --a 3 FEET 3 7.333 FEET CDS VERSION VIS ON 01/27/95 AT 10:14:20 PAGE f)(4 0 10P. r u n 02 5Y: sfeng F9 WESTERN REGION A I N 3 U I L 0 1 N r SIDc 4 SID'E MID W A L L C OL UN N DESIGN (ENDWALL C 0 L U M N A C T 10 N S CGL, COLUMti 1ASE REACTIONS JY LOAD L; P u u P .11 u 11.1 D L c '.1;+ w- E+ E- 1 0.252 1.239 - - - - - - .0.062 - - - - - - -1.171 -1.171 - - - - - - -0.372 - - - - - - -0.372 V 0.004 0.033 0.002 -0.569 0 53)4 -0.406 0.406 HX 0.000* 0.000 0.000 0.000 0.000 0.000 0.000 HY 0.375. 2.032 0.104 -1..514 -1.514 -0.335 -0.338 V 0. ri 0 0 0.000. 000 -0.496, 0.496 0.000 0.000 HX 0 . 0-0 r1l 0.000 "00 -G.-551 0.551 -0.405 0.406 HY 3 0.252- 1.239 0. C52 -0.6'55 -0.665 0.000 0.000 v x.004, 0.033 0.002 -0.013 -0.018 0.000 0.000 HX 0.060 0.000 6.,000 - 0.000 0.000 0.000 0.000 HY V=VERTICAL HX=i:IC-xIZG(,TAL MAJOR AXIS fJY=H0RI'LC-NTAL 111 N 0 R AXIS IN KIPS FRAME'DESIGN PROGRAM 01/2'7/95 START TIME 14HR 43MIN 15SEC PAGE E1 FRAME NO. 1, BLDG. NO. 1, JOB 25010 FRAME USED AT THE FOLLOWING 1 BLDG. LINE 2 FRAME EAVE ROOF ROOF BAY ROOF BAY SIDEWALL SIDEWALL WIDTH HEIGHT SLOPE SPACING LOAD BAY SPACING LOAD (FEET) (FEET) -(IN/FT) (FEET) FACTOR (FEET) FACTOR LEFT 12.0000 10.0000 1.00000 17.0000 1.2500 17.0000 1.2500 RIGHT 12.0000 10.0000 1.00000 17.0000 1.2500 17.0000 1.2500 TOTAL 24.0000 FRAME SPANS (LEFT TO RIGHT, IN FEET) 1 24.00000 SHEET TO FLANGE.* LIP.E ACTUAL ACTUAL COLUMN r'1FTER GIRT DEPTH PURLIN DEPTH :(IN.) (IN.) (IN. (IN.) LEFT 6.5000 8.5000 6.500o.8.5000 RIGHT 6.5000 8.5000 6.5000 8.5000 ------------------------------------------------------------------------------- THIS FRAME WAS DESIGNED ACCORDING TO THE APPLICABLE SECTIONS & PORTIONS OF THE 1989 AISC ALLOWABLE STRESS DESIGN (ASD) SPECIFICATIONS. P -DELTA EFFECTS WERE INCLUDED BY APPLYING HORIZONTAL CONC. LOADS, AT THE TOP OF EACH COLUMN THAT PROVIDES LATERIAL RESISTANCE TO SWAY. P -DELTA CONC. LOADS WERE NOT USED FOR COMBINATIONS, WITH COLUMNS IN TENSION. ------------------------------------------------------------------------------- BUILDING CODE USED BILDING END USE CATEGORY FOR SNOW AND WIND LOADS 1993 UBC I - NORMAL BUILDING ;ENTERED ROOF DEAD .LOAD (PSF) 1.7500 ...DE= -1 WE 1;"7z" iT "FOR RAFTER (PSF) 0.5200 ROOF LIVE LOAD TRIBUTARY LOADED AREA CHECK REQUESTED YES BASIC GROUND TO ROOF SNOW FACTOR 0.7000 t' GROUND SNOW LOAD .(PSF) 0.0000 LEFT ROOF SNOW LOAD (PSF) 0.0000 LOAD (PSF) 2.2700 MINIMUM ROOF TRIBUTARY AREA (SQ. FT.) 510.00 BUILDING EXPOSURE FACTOR 1.0000 GROUND Sl -00W IMPORTANCE FACTOR 1.0000 BUILDING THERMAL FACTOR 1.0000 ADJUSTED GROUND SNOW LOAD (PSF) -0.0000 ENTERED ROOF COLLATERAL LOAD (PSF) 1.0000 MINIMUM ROOF LIVE LOAD (PSF) 16.0000 LEFT ROOF HORIZ. RIGHT ROOF DIMENSION SNOW LOAD (FEET) (PSF) 12.0000 0.0000 SLIPPERY, UNOBSTRUCTED ROOF (YES,NO) YES ROOF -GROUND SNOW LOAD FACTOR 0.7000 ENTERED ROOF LIVE LOAD . (PSF) 16.0000 ROOF LIVE LOAD USED (PSF) 16.0000 RAIN LOAD (PSF) 0.0000 UNIFORM ROOF SNOW LOAD (PSF) 0.0000 RIGHT ROOF HORIZ. DIMENSION (FEET) 12.0000 FRAME,D,ESIGN PROGRAM 01/27/95 START TIME 14HR 43MIN 15SEC PAGE E 2 FRAME NO. 1, BLDG. NO. 1, JOB 25010 FRAME USED AT THE FOLLOWING 1 BLDG. LINE 2 ***************** BUILDING LOCATION BUILDING WIND APPLICATION CODE USED (INLAND OR COASTAL) WIND EXPOSURE CATEGORY 1993 UBC NOT APPLICABLE B - URBAN, SUBURBAN AREA HORIZ. ***** BUILDING WIND ELEVATIONS (IN FEET) ***** TOTAL BUILDING TOTAL BUILDING LT. COLUMN RT. COLUMN ROOF HIGH ROOF MEAN WIDTH (FEET) LENGTH (FEET) BASE BASE POINT POINT 24.0000 36.0000 0.0000 0.0000 11.0000 10.5000 ENTERED WIND WT -ND STAGNATION IMPORTANCE ADJUSTED NO. OF VELOCITY (MPH) PRESSURE QS (PSF) FACTOR FOR QS QS (PSF) WIND ZONES 75.0000 14.4000 1.0000 14.4000 1 WIND ADJUSTED COMBINED HEIGHT, WIND ZONE WIND ZONE WIND ZONE ZONE PRESSURE EXPOSURE AND PRESSURE LOWER ELEVATION UPPER ELEVATION NO. QS (PSF) GUST FACTOR CE (PSF) (FEET) (FEET) 1 14.40000 0.6200 8.92800 0.0000 11.0000 NOTE: THE ABOVE WIND ZONES AND PRESSURES ARE ONLY FOR THE WINDWARD WALL, WHICH IS THE LEFT WALL FOR 'WIND FROM LEFT' TYPE OF WIND COEFFICIENTS AND'IT IS THE RIGHT WALL FOR 'WIND FROM RIGHT' TYPE OF WIND COEFFICIENTS. A WIND PRESSURE (Qh TIMES Gh) OF 8.9280 PSF WAS APPLIED TO ALL SURFACES THAT ARE NOT A' INDWARD WALL, SURFACE. A WIND PRESSURE (Qh) OF 8.9280 PSF WAS APPLIEr rO ALL SURFACES WHEN THE WIND COEFFICIENT TYPE WAS 'PvSITIVE'INTERJAL"PRESSURE` OR 'NEGATIVE INTERNAL PRESSURE'. WIND COEFFICIENTS - (THE POSITIVE DIRECTION, FOR A WIND COEFFICIENT, IS ***************** INWARD TOWARDS THE OUTER SURFACE OF THE BUILDING.). ------------------------------------------------------------------------------- WIND ARRAY NO. 1 - 1993 UBC WIND FROM LEFT ***************** LEFT WALL 50.00 % OF WIDTH 50.00 % OF WIDTH RIGHT WALL HORIZ. HORIZ. VERT. VERT. HORIZ. HORIZ. COEFFICIENTS = 0.800 -0.700 -0.700 -0.700 -0.700 -0.500 ------------------------------------------------------------------------------- WIND ARRAY NO. 2 - 1993 UBC , LONGITUDINAL WIND ***************** LEFT WALL 50.00 % OF WIDTH 50.00 % OF WIDTH RIGHT WALL FORIZ. HORIZ. VERT. VERT. HORIZ. HORIZ. COEFFICIENTS = ---------------------- -0.700 ---------------------------------------------------------- -0.700 -0.700 -0.700 -0.700 -0.700 SEISMIC CODE USED ----------=-------------- BUILDING --------------------------------------------------- END USE CATEGORY FOR EARTHQUAKE LOADS 1993 UBC I - NORMAL BUILDING UBC SEISMIC OCCUPANCY CATEGORY : IV STORAGE OR WAREHOUSE BUILDING : NO OF SNOW IN SEISMIC COMBINATIONS : 0.000 OF SNOW IN SEISMIC FORCE CALLS. : 0.000 SEISMIC ZONE NO. : 3 SEISMIC ZONE FACTOR (Z) : 0.300 SEISMIC NUMERCIAL COEFF. (Rw) : 6.000 SEISMIC IMPORTANCE FACTOR (I) : 1.000 0 FRAME.DESIGN PROGRAM 01/27/95 START TIME 14HR 43MIN 15SEC PAGE E3 FRAME NO. 1, BLDG. N0. 1, JOB 25010 FRAME USED AT THE FOLLOWING 1 BLDG. LINE 2 -----=------------------------------------------------------------------------- *** CONCENTRATED LOADS **** (X IS FROM SHEET LINE OR INTERIOR COLUMN LINE) TYPE DESCRIPTION OF THE CODE CONCENTRATED LOAD TYPE CODES LW - LONGITUDINAL WIND CONC. LOAD LEQ - LONGITUDINAL EARTHQUAKE LOAD EQ - EARTHQUAKE OR SEISMIC CONC. LOAD PDEL - P -DELTA EFFECTS UNIT CONC. LOAD 0 LONG I- HORIZ. VER!'. TRANSVERSE LOAD TUDINAL LOAD LOAD, X Y VERTICAL HORIZON. MOMENT LOCATION SPAN HORIZON. TYPE NO. (FT.) (FT.) (KIPS) (KIPS) (K -FT) CODE NO. (KIPS) CODE 1 0.79 0.01 -.0.410 0.000 -0.017 LC 1 0.730 LW 2. 0.79 0.01 -0.410 0.000 -0.017 RC 1 0.730 LW 3 0.79 0.01 -0.430 0.000 -0.018 LC 1 0.770 LEQ 4 0.79 0.01 -0.430 0.000 -0.018 RC 1 0.770 LEQ 5 1.00 8.95 0.000 0.180 0.000 RL 1 0.000 EQ 6 1.00 8.95 0.000 0.180 0.000 RR 1 0.000 EQ 99 0.96 8.57 0.000 1.000 0.000 LC 1 0.000 PDEL 100 0-.96 .8.57 0.000 1.000 0.000 RC 1 0.000 PDEL ------------------------------------------=------------------------------------ **** LOCATION CODES FOR CONCENTRATED LOADS **** LC - LOAD IS LOCATED ON THE LEFT COLUMN OF THE SPAN NO. PRINTED RC - LOAD IS LOCATED ON THE RIGHT COLUMN OF THE SPAN NO. PRINTED RL - RAFTER LOAD IS LOCATED FROM -THE LEFT SIDE OF THE SPAN NO. PRINTED RR ------------------------------------------------------------------------------- - RAFTER LOAD IS LOCATED FROM THE RIGHT SIDE OF THE SPAN NO. PRINTED TYPE DESCRIPTION OF THE CODE CONCENTRATED LOAD TYPE CODES LW - LONGITUDINAL WIND CONC. LOAD LEQ - LONGITUDINAL EARTHQUAKE LOAD EQ - EARTHQUAKE OR SEISMIC CONC. LOAD PDEL - P -DELTA EFFECTS UNIT CONC. LOAD 0 FRAME,DESIGN PROGRAM 01/27/95 START TIME 14HR 43MIN 15SEC PAGE L_ 4 FRAME NO. 1, BLDG. NO. 1, JOB 25010 FRAME USED AT THE FOLLOWING 1 BLDG. LINE 2 ------------------------------------------ --------------------------------------- LOAD COMBINATION 1 2 3 4 5 6 7 8 PROBABILITY FACTOR 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1/3 INCR. IN ALLOW. NO YES YES YES YES YES YES YES STRENGTH LOADING NO NO NO NO NO NO NO NO P -DELTA ANALYSIS NO NO NO YES YES YES YES NO FRAME DEAD WGHT. 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.850 ROOF DEAD LOAD 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.850 ROOF LIVE LOAD 1.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 COLLATERAL LOAD 1.000 0.000 1.000 0.000 0.000 1.000 1.000 0.000 UNIFORM SNOW LD. 04000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 LT. ROOF SNOW LD 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 RT. ROOF SNOW'LD 0.00t'` 0.000 0.0'0 0.000 0.000 0.000 0.000 0.000 EARTHQUAKE LOAD 0.oc:, 0.000 0.0 0 1.000 -1.000 1.000 -1.000 0.000 WIND ARRAY NO. 1 0.OG-� 0.000 0.000 0.000 0.000 0.000 0.000 0.000 WIND ARRAY NO: 2 .0.000 0.000 0.000 0.000 0.000 . 0.000 0.000 0.000 CONCENTRATED LOAD NO. 1 LW 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 LOAD NO. 2 LW 0.000- 0.000 0.000 0.000 0.000 0.000 0.000 0.000 LOAD NO., 3 LEQ 0.000 1.000 1.000 0.000 0.000 0.000 0.000 1.000 LOAD NO. 4 LEQ 0.000 1.000 1.000 0.000 0.000 0.000 0.000 1.000 LOAD NO. 5 EQ 0.000 0.000 0.000 1.000 -1.000 1.000 -1.000 0.000 LOAD NO. 6 EQ 0.000 0.000 0.000 1.000 -1.000 1.000 -1.000 0.000 LOAD NO. 99 PDEL 0.000 0.000 0.000 0.000 -0.001 0.001 -0.002 0.000 On.D NO.100 PDEL ------------------------------------------------------------------------------- 0.000 0.000 0.000 0.001 0.000 0.002 -0.001 0.000 LOAD COMBINATION 5 10 11 12 13 14 15 16 PROBABILITY FACTOR 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000" 1/3 INCR. IN ALLOW. YES'' YES YES YES YES YES NO NO STRENGTH LOADING NO NO NO NO NO NO YES YES P -DELTA ANALYSIS YES YES NO NO NO NO YES YES FRAME DEAD WGHT. 0.850 0.850 1.000 1.000 1.000 1.000 1.000 1.000 ROOF DEAD LOAD 0.850 0.850 1.000 1.000 1.000 1.000 1.000 1.000 ROOF LIVE LOAD 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 COLLATERAL LOAD 0.000 0.000 0.000 0.000 1.000 1.000 0.000 0.000 UNIFORM SNOW LD. 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 LT. ROOF SNOW LD 0.000 0.000 0.000, 0.000 0.000 0.000 0.000 0.000 RT. ROOF SNOW LD 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 EARTHQUAKE LOAD 1.000 -1.000 0.000 0.000 0.000 0.000 2.250 -2.250 WIND ARRAY NO. 1 0.000 0.000 1.000 0.000 1.000 0.000 0.000 0.000 WIND ARRAY NO. 2 0.000 0.000 0.000 1.000 0.000 1.000 0.000 0.000 CONCENTRATED LOAD NO. 1 LW 0.000 0.000 0.000 1.000 0.000 1.000 0.000 0.000 LOAD NO. 2 LW 0.000 0.000 0.000 1.000 0.000 1.000 0.000 0.000 LOAD NO. 3 LEQ 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 LOAD NO. 4 LEQ 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 LOAD NO. 5 EQ 1.000 -1:000 0.000 0.000 0.000 0.000 2.250 -2.250 LOAD NO. 6 EQ 1.000_ -1.1000 0.000 0.000 0.000 0.000 2.250 -2.250 LOAD NO. 99 PDEL 0.000 -0.001 0.000 0.000 0.000 0.000 0.001 -0.003 LOAD NO.100 PDEL 0.001 0.000 0.000 0.000 0.000 0.000 0.003 -0.001 FRAME'DESIGN PROGRAM 01/27/95 START TIME 14HR 43MIN 15SEC PAGE E 5 FRAME NO. 1, BLDG. NO. 1, JOB 25010 FRAME USED AT THE FOLLOWING 1 BLDG. LINE '2 - -------------- --------- --------- ----------- -------------------------- LOAD COMBINATION 17 18 19 20 PROBABILITY FACTOR 1.000 1.000 1-.000 1.000 1/3 INCR. IN ALLOW. NO - NO NO NO STRENGTH LOADING YES YES YES YES P -DELTA ANALYSIS YES YES YES YES FRAME DEAD WGHT. 1.000 1.000 0.850 0.850 ROOF DEAD LOAD 1.000 1.000 0.850 0.850 ROOF LIVE LOAD 0.000 0.000 0.000 0.000 COLLATERAL LOAD 1.0100 1.000 0.000 0.000 UNIFORM SNOW LD. 0.b0C: 0.000 0.000 0.000 LT. ROOF SNOW LD 0.00' 0.000 0.000 0.000 RT. ROOF SNOW LD 0.00", 0.000 0.000 0.000 EARTHQUA.-KE LOAD 2.259 -2.250 2.250 -2.250 WIND ARRAY NO. 1 0.000 0'.000 0.000 0.000 WIND ARRAY NO. 2 0.000 0.000 0.000 0.000 CONCENTRATED LOAD 140. 1 LW 0.000 0.000 0.000 0.000 LOAD NO. 2 LW 0.000 0.000 0.000 0.000 LOAD NO. 3 LEQ 0.000 0.000 0.000 0.000 LOAD NO. 4 LEQ 0.000 0.000 0.000 0.000 LOAD NO. 5 EQ 2.250 -2.250 2.250 -2.250 LOAD NO. 6 EQ 2.250 -2.250 2.250 -2.250 T ,OAD NO. 99 PDEL • 0.002 -0.003 ' 0.000 -0.002 LOAD NO.100 PDEL 0.0C•- -0.002 0.002 0.000 WARNTNG= SOME..LQ.s�= ..C'01MBINATION;S) WERE NOT USED TO DESIGN THE WHOLE FRAME. 'THE-S,E ":l EF _` ..ONLY -USED - Iii THE DESIGN OF THE KNEE .CONNECTIONS : .15 .16 1? 18 19 20 COLUMN WEB HTS. RAFTER WEB HTS. * PLATE PLATE BASE KNEE KNEE PEAK * YIELD TENSILE (IN.) (IN.) (IN.) (IN'.) * STRESS STRESS LEFT 6.0000 10.0000 10.0000 10.0000 * (KSI) .(KSI) RIGHT 6.0000 10.0000 10.0000 10.0000 * 50.0000 65.0000 ****** LEFT SIDE PLATE SIZES AND WEB DIMENSIONS ****** INNER FLG. OUTER FLG. SGMT -THICK _ WIDTH THICK WIDTIH (IN.). (IN.)' (IN.) (IN.) CS 1 0.1780 X 5.00 0.1780 X '5.00 KNEE CONNECTION PLATES RS 1 0.1780 X 5.00 0.1780 X 5.00 PEAK CONNECTION PLATES WEB WEB PL. STARTING THICK. LENGTH WEB HT. (IN.) (FT.) (IN.) 0.1340 9.4038 6.0000 ENDING TAPER WEB HT. ANGLE (IN.) (DEG.) 10.0000 2.2280 0.1340 10.7313 10.0000 10.0000 0.0000 *** TWO 0.5625 INCH DIA. HOLES MAY BE PLACED IN ANY FLA14GE OF THIS FRAME *** PRAME-DESIGN PROGRAM 01/27/95 START TIME 14HR 43MIN 15SEC PAGE E-: 6 FRAME NO. 1, BLDG. NO. 1, JOB 25010 - FRAME USED AT THE FOLLOWING i BLDG. LINE 2 ****** LEFT SIDE CHECK RATIOS ****** MAX. ALLOWED CHECK RATIO = 1.030 -- INNER FLANGE --- --- OUTER FLANGE --- ----- WEB PLATE ----- MAX. CK. COMB MAX. CK. COMB MAX. CK. COMB SGMT RATIO PT. NO. SIDE RATIO PT. NO. SIDE RATIO PT. NO. SIDE CS 1 0.605 11 1 LT. 0.365 11 1 LT. 0.085 1 1 LT. RS 1 0.588 1 1 'RT. '0.483 11 1 LT. 0.221 1 1 LT. LEFT SIDE HORIZ. PURLIN SPACINGS (IN FEET ), SPACED FROM THE LEFT SHEET LINE 2 AT 3 1 AT 5 LEFT SIDE PURLINS ARE LOCATED AT HORIZ. X = ( FEET FROM OUTSIDE SHEET LINE) '0.000 -3.000. 6.000 11.000* LEFT SIDE GIRTS ARE LOCATED AT VERTICAL Y- ( FEET FROM BASE OF COLUMN) 7.333 10.000 ------------------ ------ INNER FLANGE BRACES $ -FLG. BRACED BY THE GIRTS, * -STD. FB ON 1 SIDE, ** -STD.-FBS ON 2 SIDES, H -HVY. FB.ON 1 SIDE, HH -HVY. FB'S ON 2 SIDES, F -FB ON 1 SIDE FAILED, FF -FB'S ON 2 SIDES FAILED, iJ -HAUNCH BRACE Oi� 1.SIDE, UU -HAUNCH BRACE ON 2 SIDES i FRAME.DESIGN.PROGRAM Y, 01/27/95 START TIME 14HR 43MIN�15SEC PAGE 7 FRAME NO. 1, BLDG. NO, 1, JOB 25010 FRAME USED AT THE FOLLOWING 1 BLDG. LINE 2 ...ANCHOR BOLTS AND BASE PLATE DESIGN FOR THE LEFT SIDE EXTERIOR COLUMN USE 2 = 0.750 1N. DIA. ANCHOR BOLTS ON'A GAGE OF 4.000 IN. THE BASE PLATE SIZE IS 8.000'0 IN. WIDE X 0.3750 IN. THICK X 8.0000 IN. LONG FRAME.D.ESIGN PROGRAM 01/27/95. FRAME'NO. 1, BLDG. NO. 1, JOB 25010 BLDG. LINE 2 *** LEFT KNEE CONNECTION DESIGN *** ------------------------------------ ------------------------------------ START TIME 14HR 43MIN 15SEC PAGE E 8 FRAME USED AT THE FOLLOWING 1 i MAXIMUM ********** DESIGN YIELD STRESSES (KSI) ********* ALLOWED COLUMN SECTION CONNECTION PLATE RAFTER SECTION CK. RATIO 50.0000 50.0000 50..0000 1.030 USE A 5.0000 IN. WIDE X 0.1780 IN. THICK CAP PLATE. USE 2.2500 IN. BY 0.2500 IN. DIAGONAL STIFFENER EACH SIDE OF THE KNEE WEB. USE 6.0000 IN. WIDE BY 0.3750 -IN. THICK COLUMN CONNECTION PLATE USE 6.0000 IN. WIDE BY 0.3750 IN. THICK RAFTER CONNECTION PLATE WITH 2 SETS OF 0.7500 IN. DIA. A325 BOLTS AT THE TOP AND 2 SETS OF 0.7500 IN. DIA. A325 BOLTS AT THE BOTTOM AND 0 SETS OF 0.7500 IN. DIA. A325 SPACER BOLTS (BETWEEN TOP & BOTTOM SETS) THE REQUIRED BOLT LENGTH IS 2.0000. IN., WITH 1 FLAT WASHER(S) PER BOLT. LEFT KNEE CONN. BOLT SPACINGS (IN.) AND THE NO. OF BOLTS IN EACH :-;?.T OF BOLTS: NO. BOLTS . 2 2 2 2 0 SPACING 1.250 3.000 6.142 3.500 1.375 SPACINGS ARE FROM THE OUTER rND TO THE INNER END, OF THE RAF:`. CONNECTION PLATE. THE GAGE BETWEEN BOLTS (IN A SET OF BOLTS) IS 3.0000 IN.. 'HE LAST 'SPACE ON THE COLUMN CONNECTION PLATE IS 0.500 IN. ..,LONGER. RAFTER CONN. PL: LENGT.4 = 15.26690 IN. COLUMN CONN. PL. LENGTH = 15.76690 IN. THE OUTER END OF .THE:''N. PLATES ARE 2.55362 IN. FROM THE WEB WORK POINT. .. .. �.'" :�: � .� . -a' . "Y°r„r_-ti9".i[:•�i=.V•" _""'r�rti': ^^l _ W Mme""... J..,R..�z.�> . w FRAME DESIGN PROGRAM 01/27/95 START TIME 14HR 43MIN 15SEC PAGE L 9 FRAME NO. 1, BLDG. NO. 1, JOB 25010 FRAME USED AT THE FOLLOWING 1 BLDG. LINE 2 ** PEAK BOLTED CONNECTION DESIGN ** AT 12.000 FT. FROM LEFT SHEET LINE. MAXIMUM ************** DESIGN YIELD STRESSES (KSI) ************* ALLOWED LEFT SIDE•SECTION CONNECTION PLATE RIGHT SIDE SECTION CK. RATIO 50.0000 50.0000 50.0000 1.030 USE 6.0000 IN. WIDE BY 0.3750 IN. THICK LEFT CONNECTION PLATE USE 6.0000 IN. WIDE BY 0.37.50 IN. THICK RIGHT CONNECTION PLATE WITH 2 SETS OF 0.7500 IN. DIA. A325 BOLTS AT THE TOP AND 2 SETS OF •0.7500 .T_N. DIA. A325 BOLTS AT THE BOTTOM AND - 0 SETS OF 0.7500 IN. DIA. A325 SPACER BOLTS (BETWEEN TOP & BOTTOM SETS) THE REQUIRED BOLT LENGTH IS 2.0000 IN., WITH 1 FLAT WASHERS) PER BOLT. CONNECTION BOLT SPACINGS (IN.) AND THE NO. OF BOLTS. IN EACH SET OF BOLTS NO. BOLTS .2 2 2 2 0 SPACING 1.250 3.000 6.642 3.000 1.250 SPACINGS ARE FROM THE.OUTER END TO THE INNER END, OF THE CONNECTION PLATE. THE GAGE BETWEEN BOLTS (IN A SET OF BOLTS) IS 3.0000 IN.. 00"NNECTION PL. LENGTH = 15.14190 IN.. T'j OUTER END OF THE'CONN. PLATES ARE 2.55362 IN. FROM THE WEB WORK POINT. .Y FRAME DESIGN PROGRAM 01/27/95 START TIME 14HR 43MIN 15SEC PAGE C-10 FRAME NO. 1, BLDG. NO. 1, JOB 25010 FRAME USED AT THE FOLLOWING 1 BLDG. LINE 2 FRAME REACTIONS NO. OF SPANS = 1 ________ FRAME WIDTH = 24.0000 FT. HORIZ. DISTANCE TO PEAK = 12.0000 FT. LEFT SLOPE = 1.0000 IN/FT RIGHT SLOPE = 1.0000 IN/FT LEFT EAVE HT.= 10.0000 FT. RIGHT EAVE HT.= 10.0000 FT. * ********** ********* ********** ********** ********** ********** * *- * * * S1' ----------------------------------------------------------------------- - - - - - * LT RT FRAME SPANS, (FEET) S 1= 24.0000 THIS FRAME IS USED AT THE FOLLOWING FRAME LINES 2 -=----------------------------------------------------------------------------- GENERAL REACTION . NOTES 1. VERTICAL COLUMN REACTIONS (V) ARE POSITIVE IN THE UPWARD DIRECTION. 2. TRANSVERSE HORIZONTAL COLUMN REACTIONS (H) ARE POSITIVE TO THE RIGHT ON ALL COLUMNS, EXCEPT FOR THE RIGHT EXTERIOR COLUMN WHICH IS POSITIVE TO THE LEFT. 3. LONGITUDINAL HORIZONTAL REACTIONS (L) ARE PERPENDICULAR TO THE TRANSVERSE HORIZONTAL REACTIONS, AND THE POSITIVE DIRECTION IS INWARD TO THE PAGE. 4. FIXED BASE MOMENTS (M) ARE POSITIVE IN THE COUNTER -CLOCKWISE DIRECTION ON ALL COLUMNS, EXCEPT FOR THE RIGHT EXTERIOR COLUMN WHICH IS POSITIVE IN THE CLOCKWISE DIRECTION. 5. REACTIONS FOR A PARTICULAR LOAD COMBINATION MAY BE OBTAINED BY SUMMING-UP INDIVIDUAL LOAD REACTIONS THAT HAVE BEEN. MULTIPLIED BY THEIR LOAD FACTORS AND THEN MULTIPLIED P Y THE LOAD COMBINATION`S PROBABILITY FACTOR. 6. FORCES ON'THE FOUL?DA'TIONS WILL ACT IN THE OPPOSITE DIRECTION TO THE .DIRECTION OF THE C''.:UMN REACTIONS. FRAME DESIGN PROGRAM 01/27/95 START TIME 14HR 43MIN 15SEC PAGE Ell FRAME NO. 1, BLDG. NO. 1, JOB 25010 _. FRAME USED AT THE FOLLOWING 1 BLDG. LINE 2 REACTIONS FOR COMBINED INDIVIDUAL LOADS V. = VERTICAL (KIPS) H. = TRANSVERSE HORIZONTAL (KIPS) L. = LONGITUDINAL HORIZONTAL (KIPS) M. = FIXED BASE MOMENT (KIP-FT) FRAME ROOF ROOF COLL- EARTH- WIND WIND CONC. DEAD DEAD LIVE ATERAL QUAKE ARRAY ARRAY LOAD WEIGHT LOAD LOAD LOAD LOAD NO. 1 NO. 2 NO. 3 FDW RDL RLL COL EQ WL LW LEQ --.LEFT COL. V. .0.13 0.45 4.08 -).26 -0.14 -2.14 -2.00 -0.43 LEFT COL.. H. 0.04 C-.13 1.20 0.07 -0.18 -1.83 0.10 0.00 LEFT COL. L. .0.00 0.00 0.00 0.00 0.00 0.00 0.73 0.77 RIGHT COL. V. 0.13 0.45 4.08 0.25 0.14 -1.04 -2.00 0.00 RIGHT COL. H. 0.04. 0.13 .1.20 0.07 0.18 0.64 0.10 0.00 RIGHT COL. L. 0.00 0.00 0.00 0.00 0.00 0.00 0.73 0.00 CONC. CONC. CONC. LOAD LOAD LOAD NO. 4 NO.99 NO.100 LEQ PDEL PDEL LEFT CCL. V. 0.00 -0.38 -0.38 LEFT .CC,-:.,. H. 0.00 -0.53 -0.47 LEFT _COL. L. 0.00 0.00 0.00 RIGHT COL. V. -0.4_ 0.38 0.38 ?IGHT COL. H. 0.00 0.47 0.53 NIGHT COL. L. 0.77 0.00 0.00 FRAME -DESIGN PROGRAM 01/27/95 START TIME 14H 43MIN 15SEC PAGE E-12 FRAME NO. 1, BLDG. NO... 1, JOB 25010 -=- , FRAME USED AT THE FOLLOWING 1 BLDG. LINE 2 REACTIONS FOR LOAD COMBINATIONS LOAD COMB. NO LEFT COL. V LEFT COL. H LEFT COL. L RIGHT COL. V. RIGHT COL. R\ RIGHT. COL. L. LOAD COMB. NO. LEFT COL. V: LEFT COL. H. LEFT COL. L. RIGHT COL. V. RIGHT COL. H :SIGHT 'COL. "L . �J::D COME., 'NO. LEFT COL. V. :DEFT COL. H. LEFT COL. L. RIGHT COL. V. RIGHT COL. H. RIGHT COL. L. V. = VERTICAL (KIPS) H. = TRANSVERSE HORIZONTAL (KIPS) L. = LONGITUDINAL HORIZONTAL (KIPS) M. = FIXED BASE MOMENT (KIP -FT) 1. 2 3 4 5 6 7 8 4.91 0.15 0.40 0.43 0.72 0.69 0.98 0.06 1:44 0.17 0.25 -0.01 0.35 0.06 0.43 0.15 0.00 0.77 0.77 0.00 0.00 0.00 0.00 0.77 4.91 0.15 0.40 0.72 0.43. 0.98 0.69 0.06 1.44 0.17 0.25 0.35 -0.01 0.43 0.06 0.15 0.00 0.77 0.77 0.00 0.00 0.00 0.00 0.77 9 10 11 12 13 14 15 16 0.35 0.64 -1.56 -1.42 -1.31 -1.17 0.25 0.90 -0.04 0.33 -1.66 0.27 -1,58 0.35 -0.24 0.58 0.00 0.00 0.00 0.73 0.00 0.73 0.00 0.00 0.64 0.35 -0.46 -1.42 -0.21 -1.17 0.90 0.25 0.3' -0.04 0.81 0.27 0.88 0:35 0.58 -0.24 O.ioo 0.00. 0.00 0.73 0.00 0.73 0.00 0.00 17 18 19 20 0.51 1.16 0.17 0.82 -0.16 0.65 -0.26 0.55 0.00 0.00 0.00 0.00 1.16 0.51 0.82 0.17 0.65 -0.16 0.55 -0.26 0.00 0.00 0.00 0.00 FRAME DESIGN PROGRAM 01/27/95 START TIME 14HR 43MIN 15SEC PAGE X13 FRAME'NO. 1, BLDG. NO. 1, JOB 25010 FRAME USED AT THE FOLLOWING 1 BLDG. LINE 2 FRAME LOAD COMBINATIONS * 1/3 INCREASE IN ALLOW. IS PERMITTED. LOAD PROB-# A STRENGTH LOADING WITHOUT 1/3 INCR. COMB. ABILITY NO. FACTOR ----- INDIVIDUAL LOADS AND INDIVIDUAL LOAD FACTORS --------------- 1 1.0000 (FDW +RDL +RLL +COL) 2* 1.0000 (FDW +RDL +LEQ) 3* 1.0000 (FDW +RDL +COL +LEQ) 4* 1.0000 (FDW +RDL +EQ +0.001CL100) 5* 1.0000 (FDW +RDL -EQ-0.001CL99) 6* 1.0000 (FDW +RDL +COL +EQ +0.001CL99 +0.002CL100) 7* 1.0000 (FDW +RDL +COL -EQ-0.002CL99-0.001CL100) 8* 1.0000 (0.85FDW +0.85RDL +LEQ) 9* 1.0000 (0.85FDW +0.85RDL +EQ +0.001CL100) 10* 1.0000 (0.85FDW.+0.85RDL -EQ-O.001CL99) 11* 1.0000 (FDW +RDL +WL1) 12* 1.0000 (FDW +RDL +WL2) 13* 1.0000 (FDW +RDL +COL +WL1) 14* 1.0000 (FDW +RDL +COL +WL2) 154 1.0000 (FDW +RDL +2.25EQ +0.001CL99 +0.003CL100) 16# 1.0000 (FDW +RDL-2.25EQ-0.003CL99-0.001CL100) 17# 1.0000 (FDW +RDL +COL +2.25EQ +0.002CL99 +0.003CL100) 18# 1.0000 (FDW +RDL +COL-2.25EQ-0.003CL99-0.002CL100) 19# 1.0000 (0.85FDW +0.85RDL +2.25EQ +0.002CL100) 20# 1.0000 (0.85FDW +0.85RDL-2.25EQ-0.002CL99) ABBREVIATED NAMES FOR FRAME LOADS RDL - ROOF DEAD LOAD USL - UNIFORM SNOW LOAD RSL - RIGHT ROOF SNOW LOAD. RBL - RIGHT BULK LOAD EQ - EARTHQUAKE LOAD TL - THERMAL LOAD ADL - AUXILIARY DEAD LOAD MDL - MEZZANINE DEAD LOAD SP - SPECIAL LOAD PDEL - P -DELTA HORIZ. LOAD NOTE : SOME LOAD COMBINATION(S) WERE NOT USED TO DESIGN THE WHOLE FRAME. THESE WERE ONLY USED IN THE DESIGN OF THE KNEE CONNECTIONS: 15 16 17 18 19 20 'FDW - FRAME DEAD WEIGHT COL - COLLATERAL LOAD RLL - ROOF LIVE LOAD LSL - LEFT ROOF'SNOW LOAD LBL - LEFT BULK LOAD WL1 THRU WL20 - WIND LOAD NO. 1 THRU 20 LEQ - LONGITUDINAL EARTHQUAKE LOAD CL1 THRU CL100 - CONCENTRATED LOAD NO. 1 THRU 100 ADW -. AUXILIARY DEAD WEIGHT AL! THRU AL9 - AUXILIARY LIVE LOADING 1 THRU 9 MDW - MEZZANINE DEAD WEIGHT ML - MEZZANINE LIVE LOAD DI1 THRU DI 30 - DISTRIBUTED LOAD NO. 1 THRU 30 RDL - ROOF DEAD LOAD USL - UNIFORM SNOW LOAD RSL - RIGHT ROOF SNOW LOAD. RBL - RIGHT BULK LOAD EQ - EARTHQUAKE LOAD TL - THERMAL LOAD ADL - AUXILIARY DEAD LOAD MDL - MEZZANINE DEAD LOAD SP - SPECIAL LOAD PDEL - P -DELTA HORIZ. LOAD NOTE : SOME LOAD COMBINATION(S) WERE NOT USED TO DESIGN THE WHOLE FRAME. THESE WERE ONLY USED IN THE DESIGN OF THE KNEE CONNECTIONS: 15 16 17 18 19 20 BUILDINGS SQiSw1�C t04 SHEET F 1 OF JOB NO. Z �-y I D DATE/BY Tom" 2 ? bif S , few V f� \,-,i (0�� 2sp(f, c-[=/ P�lf, �va I �z zj = C)(T,000fC 1 _ y FORM 1074-00811-11/89-2500 1.J. •W..W WJ. •J. J. .J. J.. J. J. .J. .J. •J. J•W.V .�.W. .V J. J. .W. .J. .V ..W J. J• .J.W.. J. J. J. J. J. J. J. .J..4 J. "r' `1` ••'1`h"r'�`M'. � `•h'• rYM'r 'r' '• 'r '1` rY i .•1` rMM'f'•`�=�� •r'r•r%r�'Y•'r'r'• i Y'r•M � ."•` r1• -.•'r'. n1`M'.`•.'•`Y'� YYYM'f CDS `vuslON V1;3 0'•I 01/27/95 AT 10:14:00 PAGE JO'3: _5010 run 02 BY: s f e n g FOR: WESTERN REGION J.J. .J.W J .J. . J. V .1. W W.• •W J. .J• . J. .V .. J. .J•J. .J. •. J.W.• .J. .J. W.. WJ. W.• W. .J. J. J. J. M 1•'�: ';`'."•Y'r i".` • � •r'• � • • � M'. � .•Y • 'r 1` •`Y�. •`MM1. 1• ••'r �`M'1•'.".•M'r . • MM'r M1` t"••M'rY Mh•Y n•M 1•Y'.`MYh•'r '• •"f•MM YMY'r Y'rY �•�`M-. ;•1 .AI!'I 6UILOING LONG1TUCINAL BRACING DESIGN ;=:;:,:;•-;- STRUT L0A01illy HIlG FOR TRAhSlfISSiON LONGITUDINAL WINO L-JADI?J;; CASE 1 (SIDE EN iWALL IS WItiOWARD ENDWALL) 1993 UNIFORM 8UILDING COD= 75 MPH MAIN FRAMING HIND LOAD AMD COEFFICIENTS FULLY NCLC:SEC BUILDING, NORMAL BUILDING CATEGORY, EXPOSURE 8 W'INOWA.RD ;MALL ........................... EXTi:RNAL' LuADING C= 0.80 CQ;= 7.142 P S F AVAILA3LE LEE',JARO WALL ............................ W.BRACIMG C= -0.50 C Q = -4.4.54 P S F r1Vi:26 c0'F P.ANF—L HAS A UNIT DIAPHRAGM CAPACITY lU. JJf' OF 1615 PLF 0.731 0.731 0.000 G.000 a;1C: -------------------------------- EXTERNAL LOADING VI.A VIA AVAILABLE STRUT --------- NO. SPANS ----- APPLIED ------------------=-------- TO STRUT LINE 0.000 R. RACING DIAPHRAGM CIA PH RA GM S1DE 2: 1 --------- KIPS 0.348 TOTAL X 1.00 = 0.348 --------- --------- --------- 0. 2) 14 @ FRAME LlNE 1 0.134 @ FRAME LINE 3 12.000' TRANSFERRED = 0.383 0.383 0.000 0.000 2 0.756 TOTAL X 1.00 = 0.756 0.471 a FRAME LINE 1 • u.29ac @ FRAhir LINE 3. 12.000' TRANSFERRED 0.333 0.383 0.000 0.000 SIGI 1: 3 0.343 TOTAL X 1.00 = 0.34S 0.214 c0 FRAIME LINE 1 --------- ----- 0.134 --------------------------- i FRAME LINE 3 --------- --------- --------- mVW26 IW PANEL H A • UNIT 0TAP111RAii11-1 CAPACITY OF 150 PLF BRACE EXTi:RNAL' LuADING VIA VIA AVAILA3LE STRUT -N0 --------- SPANS ---------------------------- APPLIED TO STRUT LINE W.BRACIMG 'DIAPHRAGM 01APHRAG!•t SI%E 2: --------- --------- --------- lU. JJf' TR, NSFEkkEJ = 0.731 0.731 0.000 G.000 --------- 1C:i 1: -------------------------------- --------- --------- --------- 10.00C' TRANSFL.RP=D = .0.731 0.731 --------- 0.0u0 0.000 --------- -----•------'--------------------- KIPS KIPS --------- KIPS --------- KIPS W J. Jr J. J. .V W .V .V J. •. 4 Jr .Ir W .. .V .. L W Jr •r w r .V J Jr Jr J. W ..r � •4 J. . � W .r W Jr J. Jr w Jr J. Jr J. . J. J- W J. W .'. W w W Yr V t. W V W : r J. Jr J. Jr J. .• M '. .. -�. w. 1..�..-�"„ '.` h• ',` •�` '„ '1` M h` '.• M M M h` .f`-�..�..�� r^ r�..�. ry. r�.:l' T T h` M T M rY' '1.:�. y: •�. 1. r . r.` M M T 'Y• 'f• '.• '1• M rAi. r�. r.. -�. r�. r�..�. r�...` M M T h� -t` M 'Ki• Y` -r M M •.` '�• '�• 'r Cos V• RSIJN Us ON 01/27/95 AT 10:14:00 PAGE JOS:: 2:010 run02 BY: sfeng FOR: WESTEPN REGION '1"T �� h. � "1• '�` '1` h` '�•'1"�• '.` . . 'r r �� . . .�. i�: �::�::^ i� .�. :�� 1• H' '1 1"1` M -�` h`'I"1• h• h• �` h .V Jr J V . r ' .V Jr J. Jr Jr W •1 Jr J .:�. r�. h` :�::�:: .1` '�` '�` M .i: h`' . . .• ' f -.• it M r!' . rr '� :f =. HAIN 6UILDING LONGITUDINAL aRACING OESIGN rW%r Jr STRUT LOAOING AND FORCE TRANSMISSION LONGITUDINAL WIND LOADING CASE 2 (SIOE 4 ONDWALL IS iINGWARO EN6WALL) 1993 UNIFORM ?UILDING CODE 75 "PH MAIN FRAMING WIND LOAD AND COEFFICIENTS FULLY ENCLJSEO PUILDING, NORFiAL BUILDING CATEGORY, EXPOSURE 5 AINOWAR D WALL ........................... C=. 0.80 CC= 7.142 PSF VIA LEaWARO WALL ..................... STPUT NO. :...... C= —0.50 CG= —4.464 PSF DIAPHRAGM: MVR26 ROOFPANEL HAS A UNIT DIAPHRAGM CAPACITY OF 165 PLF --------- if). 000 3RACE 0.731 EXTERNAL LOADING 0.000 VIA VIA AVAILABLE STRUT Nb. SPANS APPLIiD TO STRUT LINA P.SRACING 100.000' DIAPHRAGM CIAPHRAGN --------- SIDE ----- 2: i --------------------------- 0.348 TOTAL X 1.00 = --------- 0.348 KIPS --------- --------- KIPS 0.134 @ FRAME LINE 1 ' 0.2101 a FRAME LINE 3 12.000' TRANSFERRED = 0.333 0.383 0.000 0.000 2 0.766 TOTAL X .1.00 = 0.766 0.245 l FRAME LINE 1 0.471 1 FRAC?E. LINE 3 12.000' TRANSFEUREO = 0.383 0.383 0.000 0.000 SIDE 1: 3 0.348 TOTAL X 1.00 = 0.34S 0.134 0 FRSE LINE: 1 --------- ----- 0.214 --------------------------- 0 FRAME LINE 3 --------- --------- --------- "VW26 WALL PANEL HAS A OMIT DIAP4lAIM CAPACITY OF 150 PLF 3RACE EXTERNAL LCADING VIA VIA AVAILAELE STPUT NO. SPAOS APPLIED TO STRUT LINE W.BRACING DIAPHRAGM: CIAPHRAG'•: --------- SIDE 2! 1 -------------------------------- --------- --------- --------- if). 000 T:z MSr=ERREu = 0.731 0.731 0.000 0.000 SID"c. 1: 3 100.000' TRAASFEPREO = 0.731 0.731 0.000 0.O00 KIPS <IPS KIPS KIPS J.J. J' .J. J. .V .V. .WJ .J. . W • •J. J. .J.W. .W .. .J. J:• .J.W J. .W wJ..V. J.J. W W W W WWW W •. .J. w J. •f '. • . . i 'f '�'�.`1`1`'� fY'f 'f 1` ."1` �`1� ,`1`1` i h`•f M'• fMY'.`h` •`T'f '.`M h•Y'�`M'f M'f 1`1`M'�`Y M'y'. fYYMM ."1`M'f T'f 'fTY'fMYYh`1••� .•YK �< COS VERSION V13 ON 01/27/95 AT 10:14:00 PAGE Y JuO: 25010 run02 3Y: sfenq FOR: WESTERN REGION Y W W W W J. J. W . . J. ` .V .V J..V J... J... J .V .. J.. .4 .V .'. J. • . J..V J. w ` . W J. J. W . . J. J� J. W J. .. J. `V J. .4 . . W J. �. J. .V • J. W J W J. J. w 1. 1` �•'�• � i '1` .�• "�` � � 'f .�. .� . 1• .�. .�..�..�..�. �..�..�::�: :� •.:.�. .y. .f '�` �: 1: h` M 1` • •f Y ••� .y. .. 'f '• M 1` Y'. i'.` M '1• 'f M h` f M'�'f 'i f Y M :` T T 1` Y 1` h• Y '.` M M '.' **A?* MAIN MUILOING LONGITUDINAL URACINC DESIGN STRUT LOADING AND FJRQ TRANSMISSION LON ITUOINAL SEISMIC LCAOING CASE 1 .(SIDE 3 EN&WALL TO OPPGSITE E1 DWALL IS FORCE DIRECTION) 19Q 041FO RM KILOING CODE ZONE FORCE FACTOR "Z" FUR SEISMIC ZONE 3.........4., .......... 8UILOING USE IMPORTANCE FACTOR "I" FOR STANDARD CCCUPANCY STRUCTURES LATERAL40POE CL'SFFICIENT "t:".......0....90 .:...........0....0.....0 ROOF DEAD) LOAD INCLUOEC IN SEIS 4IC. FGRCE 6•r1" CPSF)..... .... 0........ RK F COLLATERAL LOAD INCLUDED IN SEISMIC FORCE "W" (PSF)............ MVR26 RCOF PANEL HAS A UNIT DIAPHRAGM CAPACITY OF 165 PLF 0.3 1 2.75 4.751 1.000 MVW26 WALL PANSL WAS A UNIT DIAPhRAGM CAPACITY OF 150 PLF o :iRLCc EXTERNAL LOADING EXTERNAL LOADING VIA VIA AVAILABLE STRUT Ddu. SPANS APPLIED TO STRUT LINE R.3RACING DIAPHRAGM DIAPHRAGM --------- SIDE 2: 1 ----- ---------=----------------- 1.242 TOTAL X 1.00 = 1.242 --------- --------- --------- 0.0bo 0.0ce 0.621 0 EAY 1, 2 W 37_IC:-i/8 ZIC'W/7 SIDE _ _ 12.C?J' TRANSFERRED = 1.242 0.130 0.000 0.000 2 0.769 2.485 TOTAL X 1.00 = 2.48: w 3ZIC'w/8 ZICW/7 1.1,42 @ BAY 11 2 KIPS --------- KIPS --------- KIPS --------- KIPS 12.000' TRANSFERREO = 1.242 0.130 0.000 0.000 SIGH` 1: 3 1.242 TOTAL X 1.00 = 1.242 0.621 D BAY 1t 2 --------- ----- --------------------------- w 0.35ZI'W --------- 0.35ZI i --------- --------- MVW26 WALL PANSL WAS A UNIT DIAPhRAGM CAPACITY OF 150 PLF o TRACE EXTERNAL LOADING .VIA VIA AVAILAELE STRUT NO. 'SPATS AFPLIEO TO STRUT LINE W.6RACING DIAPHRAGM OIAPHIA0,1 --------- `_oc 2: 1 -------------------------------- --------- --------- --------- lO.UvC' TRANSFERRED = 2.455 0.769 0.0bo 0.0ce W 37_IC:-i/8 ZIC'W/7 SIDE _ _ 10.0?01 TRANSFERRED = 2.485 0.769 0.000 0.000 w 3ZIC'w/8 ZICW/7 --------- -------------------------------- KIPS --------- KIPS --------- KIPS --------- KIPS COS VERSICNI Vl�l ON 01/27/95 AT 10:14:00 P A G 'c: JOE,: 25010. runOZ BY: sfgng FOR: WESTERN REGION L 0 P1 G I T J 0 1 'NA Lb. A� R r 1,NIG 0 =- S I G Pj 'TRuT LJAiL;ING AND FORCE TRANSOISSIGN LC M G I TU C -IN A L SE 1 S f-1 I C L PA 'L"- I -',) G CASE 2 S I C, E* 4 E: N U. 1,4' A L L 'r ij Q P P U 5 1 T E E fl U W A L L IS FORCE DIPCCTION) 19'33 U Ni 1 F 0 R IM SUILOING COPE ZONE FORCE FACT12 FOR SEIS111C ZONE 33 . . . . . . . - . . . . . . . . . . . . . . . . . . . . . 0.3 LtL,ITLOING USE IMPORTANCE FACTOR "I" FOR STANCARO CCCUPANCY STRUCTURES 1 LATERAL Fjf�r CCo�-FFTCIC�jr "Cit . . . . . . . . . . . . . . 0 . . . 6. Z: - . . . . . . . . . . . . 2.75 RO'3F 0EAr) LOAC !!JCLUDEO IN SEISMIC FORCE "'till (r -5F) . . . . . . . . . . . . . . . . . 4.751 i Ci ZQCF C[ILLATE.Rj�L LOAD INCLUDED IN SEISMIC FORCE 1W" P 5 F ) . . . . . . . . . . . . 1.000 . �4VP'26 ROUF fNN EL AAS A UNIT DIAPHkAGM CAPACITY 0F 165 PLF 3 CZ A C.: E X T E R i -I A L L 01 A 0 1 t! G VIA V I A AVAILABLE STRUT NO. SP5 APPLIED TO STRUT L1 I..;_ -------------- - - - - - - R.SRACING DIAPHRAGM 11, IA PHRA Gill - - - - - -- - - - - - - - - - - - - - - - S 10 E 2: 1 1.242 TOTAL X 1.00 = 1.242 --------- --------- --------- 0.621 @ 8AY 19 2 12.000, TRANSFERRED = 1.242 0.130 0.000 0.000 2.495 TOTAL X 1.00 = 2.435 1.242 ;) BAY 19 2 12.0001 TRAINSFEPRED = 1.242 0.130 0.000 6.000 SILOE 1: 3. 1.242 TOTAL X 1.00 = 1.242 0.621 0 3AY 1, 2 --------- ----- --------------------------- 0.35ZIW --------- 0.-?5z*lw --------- --------- "i V I?o'2 6 1i A L L P A N EL HAS A UNIT DIAPHRAGM CAPACIT.Y OF JLo PLF FACE EXTERNAL LOADING VIA VIA AVAILABLE STRUT NO. SPA iS APPLIEC TO STRUT LINE. W.ERACINIG OIAPHRAGM CIAPHRAGM --------- ----- --------------------------- S 1 2 --------- --------- --------- --------S 10.000 TRANSFERRE-D = 2.4 0.769 0. 000 0.000 14 --------- ----- ------------------------ 3 1 ICW/2 --------- Z I C W / 7 --------- 5 if)E 1 3 --------- 10. 000' TRAtiSFERREO = Z. 485 0.769 0.000 .0. oco w ---------- 3 11 C w / 9 --------- ICW/7 --------- ----- ---------------------------- KIPS K1PS KIPS KIPS --------- -------- K I P 5 J. J. V ....•. .1. W J. J. J. > J. W J. J..•. >..•. .•. J..4 .V W W J..V J. •1. • V W .. J. W W J: •J. J. V W.J. J J ./. W Ji J. W W .1. J. W J. J. i J..V W W J. w W J. .l. J. J. J. .r •'r'f'r't"r'�":•'�"�•'1`MYMM!•MM'r M'r Mn••f ......�. .�..r 'i 'r�`MM'r'r•�"fY'fMM YM'1"r'f'^`•f'rMMMMM!`•fMYM MMMMM'fM t•Y Y'f '1`MMt•'r 'f Y'+ CJS VERSION V13 ON 01/27/35 AT 10:14:00 PfiGE Y JOB: 2,5010 run02 BY: sfeng F0;R: WESTERN REGION Y 'r'. J. .• M M .J.. 1 :1..�.: M'�` 'f 'r 1".•'�`1•M h` 'r M'Y•• 'r"M 'r 1•YM'!`MM YMY AIN I t r 1 t 1 r-.•�-Y t• �� ►: JU Lam• ��G L•;I�lGITUJIr1AL 3F:ACIrdG DESIGN �•%fMa••r LONGITUDINAL 3„ACING GESIGM SUMMARY Rc0; ISPACIIIG: 3RACE 3AY 1 SAY 2 . STRu'f rq0. spA�iis 13.000 FEET 18.000 FEET • SIn% 2: 1 8.5E75 3.5E75 12.000 0..50 C0” R,UU 2 8.5257 3.5Z-:;7 12. 0'J G' 0.50 GO" 'R0D SIO% 1: ! 8.5_75 8.5E75 S?GEWALL E A C 1 N G 3CACE SAY 1 BAY 2 STRUT. --------- ^;p. c?;;dS• ----- 1°.00C FEET 18.000 FEET SIuE 2: .1 ------------- 8.5=75 ------------- 8.SE75 10.000' 0.500011 RUO SIDE 1: 3 8.'5E75 8..5E75 1 10 C00' 0.5GO0".ROD MY J. •.:`''i:.M'�`MMMJi,`M'.•;`•�`M-rM1`M'f'I•'.`M•."`M:: 1`::MM1`M,`,•'f �1 •.'.`J. J. .I•J. J.WJ.w J•J. .%: w.A.W J.W .J. J. J. J.WJ.J 4J•J. v. J. J.w .^ J•J. ..l. . . . MM'. i`,`M'.`MMMMMM'i`M MMM•f"V`-fMM'1`M,`MM•MM„M . •f Ji•Y CUS VEPSIOP! V10 UN 01/2'7/95 AT 10:14:00 PAVE M JOB: 25010 run02 SY: steng FOR: WESTERN REGION ;f . J. .4 J. J. .4 . � .4 .. J. J . .4 � � .4 J• . J. J. . J. J• J. J. J . W .4 . '• J .4 4 .4 � J• . J. .4 J.. J. J ' J- J. � J. 4 W J J. J. J. ,• . .`.,•'f"i".` . �`,• '1` . '.` . • M'. i . '1` '. f H".: '."�` �• M'� '�` 1` •f •. � �` ,". r 'f •. . .• M'1".` M . . �`,` M'i` M'.` M'� . i '�"� .1. ,. y. .� `M ,•'1• •f M .�` M'� •p •�. 'f M ,• . •. w�.1 \ J• J. J. J-... r�•• 'Al' ,UILC)ING LONGITUDINAL BRACING DESIG,1 fMMM L00GITUO-INAL bRACING DESIGiI SiihlftARY ND',,VALL COLUON TJ STkUT LINE C0Ni,1FCTI0NS: STRUT-TO-COLUmi i CLIP STRUT-TO-COLUMN CLIP STRUT IN -0 EWY4ALL FRAME LINE 1 ENO'A ;LL FRAME LINE. 3 SIDE z:l 1 2 CL2xx t;/(2)x325 DOLT CL2xx 'W/(2)A325 SOLT J-10E 1: CL2xx INUICaTES CL209, CL210, CL211% OR CL212 AS APPLICABLE TRANSVERSE �12fRACING DESIGN- ST;nIL':TY ERACING AT ' AIN 3UILu1NG 2110WALL SIDE 3 MV1426 WALL PANEL HAS A UINIT DIAPHRAGM CAPACITY OF 150 PLF TOTAL AVAILA'�LE: � :SISTING DIAPHRAGM CAPACITY IS 0 !CIPS LOAD IG CONDITION --------------------------7-----7------------- 1) CASE 1 7F TRAMSVERSE :LING LOAD GIN SIDE 1 2) CASE 1 3F ;,iaNSV'LRSE WINID LUAU 13il SIDE 2 3) TR'NS E= Sc S=ISMIC FRUM SIDE 1 TO .SIDE 2 4) T A: SVERS'_ SEIS:l►1C FROM SIDE 2 TO SIDE 1 USING 0.5000" PODS IN E1,10WALL mODULE 2 :dIr'Th= 10.000 F=ET L=FT r IGNT= 11.000 FEET LOAD TO LOAD TO LOAD TO W.3RACING --------- DIAPHRAGM --------- X-B>:ACING 0.551 0.000 --------- 0.551 0.551 J. K J..'. .,- J..L J. w J. J- J. J- J.J. J. Ji W :..r- J. `,. J. W J-.-. W W J..L J. J. J: J- w .•- J- K � J. w J. K w J- W W %,^M-�•MMM-,`-r'r-.`MYMM•rMM-r"r`-r-rMMh`YY-1"r`MM"f•rw`.r W w J. W W . J W .r. J. W J. J. J. J. w K J. � W .r. J..•. J. • ,"f rY',`-r'r^.`M•`-rMM-r•M•r•r•^.`-r 0.748 ',`:I` -r -r`r^`h`-r`•••Mh r M-r•r-rM-r•Y 1.311 M-rMr=l' CCS Vc^;TON VI" Gri.01/27%95 AT 10:14:01 PAGE J:1 Et: '_5013 run 02 8Y: sf2n; FOR: WESTERN REGION 4)' 0.406 31IC.W/8 10.000 15.620 0.525 4 • .L J. .. J. J. � :..• .. .r . "1. .'. .,. h. • M M n: .�: !M • `-,`-,`h r • i - J^ •. r • J. r �- : 1. it :r:: :r:.r.:,: : `.,. :.: :,. r r i r r J J- ,. J J. L J ./. J r L WK. -�: -.:,. ..�: 1..r i..y: -• Y Y h` . ,• . : r r r , r 4 � W J.• r r WJ.wJ. J. ^. J. J -J- w -J. .,�'„'1` 1"1• w` M T M w::�::::r:: :r ^` Y h` 'r` h` TRANSVERSE �12fRACING DESIGN- ST;nIL':TY ERACING AT ' AIN 3UILu1NG 2110WALL SIDE 3 MV1426 WALL PANEL HAS A UINIT DIAPHRAGM CAPACITY OF 150 PLF TOTAL AVAILA'�LE: � :SISTING DIAPHRAGM CAPACITY IS 0 !CIPS LOAD IG CONDITION --------------------------7-----7------------- 1) CASE 1 7F TRAMSVERSE :LING LOAD GIN SIDE 1 2) CASE 1 3F ;,iaNSV'LRSE WINID LUAU 13il SIDE 2 3) TR'NS E= Sc S=ISMIC FRUM SIDE 1 TO .SIDE 2 4) T A: SVERS'_ SEIS:l►1C FROM SIDE 2 TO SIDE 1 USING 0.5000" PODS IN E1,10WALL mODULE 2 :dIr'Th= 10.000 F=ET L=FT r IGNT= 11.000 FEET LOAD TO LOAD TO LOAD TO W.3RACING --------- DIAPHRAGM --------- X-B>:ACING 0.551 0.000 --------- 0.551 0.551 0.000 0.551 1.311 0.000. 0.406 w 0.748 3ZICW/S 1.311 0.000 0.406 14 0.718 3ZICW/8 KIPS KIPS KIPS RIGHT HEIGHT= 10.000 FEET LU AD HOrZ. DES'IGN FORCE TO ACTIVE ROD DESIGN TENSILE FORCE TENSILE FORCE CONn THIS SET OF X -BRACING VERT. i;ISE LENGTH APPLIED CAPACITY 1) 0.:51 11.000 16.279 0.748 5.011 2) 0.551 10.000 15.620 0.718 5.011 3) 0.406 2ZICb4/8 11.000 16.279 0.550 5.011 4)' 0.406 31IC.W/8 10.000 15.620 0.525 5.011 !:I?•S FEET. FLIT KIPS KIPS .J. J. J. .J.A .4. .J: J.J .4J ... . -J. J. .L. � •J.J. .J. .J. .4J .J•.4 J. J. J. J•.•J. J• .4 J. J. .J. .J•.4 ..1.AJ. .4 J. J. J•A . rh' . r`h"1• r . rh•MM-r •�i. 'r•h`Mh`•r •r 'I . i r . 1`h`MM^. 'r '. MMMMh`YM 1`h` � 1`MM . `h`MMM-. . r i i 'r' '`MM•r MM •Yh`M^ •r Mh•M-r MM'I COS VER S.Dt•i V18 OiN G1/27/95 A,f 10:14:01. PAGE JOE* 25C10 runC2 3Y: sfeng FOR: WESTERN REGION . J. . J. . J^ r r. . •- J. . J../• J- . J 1• � � .L . � � • J 4 . . J. . . J .4 J. 4 J• L 4 J . . J • ..• J J. J J. .L . .. r A . �• r . r h` r M M 'r Y i• '/• :� r MMT r 'r 'r 'r h •i` h` r .• h` r� h` . r• M M i h` Y Y M ' . 'r •. M •r 1` '1• h` '�` M M M '!• h` h` ii ` M ' • M ' '!' •r r A A Ti ANSVERSc 3R ACIrtG DEST-JINI STA3ILITY GRACING A.T. MAIN GUILOIING ENOWALL SIDE 4 .MVWZ6 WIALL ?A'B'EL HAS A UNIT .DIAPHkAGM CAPACITY OE 150 PLF tUTAL AVAIL46LE RESISTING CIAP.HRAGM CAPACITY IS 0 KIPS USING 0.500011 DUOS IIN F1401,4ALL 1.90i)ULE 1 IdIGTri= 12.000 FEETLEF.T HIrIGHT= 10.000 FEET L0 AC NG'?Z D.t.SIGI�I• LOAD TO LOAD TO LOAD TC --------------------------------------------- THIS S T LOADING C13N01T1.0N VERT. RISE LENGTH 1) W.BRACING DIAPHRAGM X- .RACING 1). CASE I ^-F TRANSVERSE "AINb LVAD UIN SIDE 1 ----=---- 0.551 --------- 0.700 --------- 0.551 2) C.ASc 1 OF TRANSVERSE WINU LOAD ON SIDE 2 0.551 0.000 0.551 3) TPa;JSVcQSE� SwISMIC FRO -H SIDC I TO SIOE 2 1.31! 0.000 0.406 W 3ZICW/S 4) TR.^."ISV'RSE SEISMIC FROM SIDE 2 T12 SIOF 1 1.311 0.O00 0.406 w 3ICW/ 3 SIPS KIPS KIFS USING 0.500011 DUOS IIN F1401,4ALL 1.90i)ULE 1 IdIGTri= 12.000 FEETLEF.T HIrIGHT= 10.000 FEET L0 AC NG'?Z D.t.SIGI�I• Fi7RCE TCS ACTIV`c R00 D•=SIGN :0ND THIS S T OF X -BRACING VERT. RISE LENGTH 1) 0.5:1 11.000 16.279 2)' 0.-451 10.000 15.620 3) 0.406 3ZICW 8 11.000 16.279 4) 0:406 3ZIC'A P, 10.000 1 5.X20 'KIFS FEET FEET RIGHT HEIGHT= 11 -OCC FEET TE14SILE FORCE APPLIED ------------- 0.743 0.718 6.550 0.528 KIPS TENSILE FORCE CAPACITY ------------- 5.011 5.011 5.011 5.011 KIPS C U S V E R S 1 ON :'18 UN 01/7/95' T 10:14:20 FAGS JDA-: 215010 runOZ BY: stens FOR: WESTERN REGION MAIN bUILDING FRAMF') .'U'PEt,It4G DESIGN FRAMED 'J P E N 1 N G 0 E S I G rj SUMMARY JANE A -ND KEADEP DESIGNS SAY SPACE WIDTH HEIGHT F.d. �LCCATIUN (.FEET) C F E ET) F a- ET JAMS HEADER SIZE ---- ---------------------- --------- ------ ------ --------------------- I SIDE I .8;.4,( 1 a) 3 . 0 ri U 17 . 0Ll � 0 10.000 8. 000 6.75CH82 I Michael Mooney 5 Madronbe Avenue, Suite B Oroville, CA 95966 6utte coun I ' ! AND Of- I\1A I IRA!. VV EA! T AI•JD BEAU T Y BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE - OROVILLE. CALIFORNIA 95965-3397 TELEPHONE: 1916) 538-7541 FAX: 1916) 538-2140 Re: Proposed Private Storage Building Date: 4/25/95 A.P. No. 026-060-001. Permit #95-0092 With reference to the above subject, attached is: [x] Plan Check List [ ] Red Marked Calculations [ ] Red Marked Plans [ l Other: Action Required: [x] Comply with plan check list [x] Resubmit plans with revisions as required [ ] Resubmit calculations with revisions as required Should you have any questions, don't hesitate to contact me at (916) 538-7541 Monday through Thursday between 8:00 Am and 4:00 PM. Sincerely, John R. Henry Plan Check Engineer. cc: Harold Balaz 6900 Lincoln Blvd Oroville, CA 95965 Permit Applicant:. Harold Balaz Date: 4/26/95 Permit #95-0092 Per previous plan check letter, the following items are still required: Ovide a dimensioned plot plan drawn to scale showing the location of the proposed . uilding as well as any existing buildings, easements, etc. rovide a written letter of intent which states the proposed use of the building. 3. Special inspection is required for high strength (A325) bolts. The special inspector must be approved by this office prior to permit,issuance. Have the special inspector conjact this . office., ` C Coo nate orien tion o the n le with �eCo the 'ancht or bolts in details C -C and - /B-2. Zla'ns m ust indicate AWS certified welder required, electrode required, as well as weld / and size required. �j'dote 6x6-W1.4xW1.4 wire fabric required at slab to distribute hairpin loads into slab. LAND OF NATURAL WEALTH AND BEAU T Y BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES • 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: (916) 538-7541 Harold Balaz FAX: (916) 538-2140 6900 Lincoln Blvd Oroville, CA 95965 Re: Proposed Private Storage Building Date: 3/16/95 A.P. No. 026-060-001 Permit #95-0092 With reference to the above subject, attached is: 3�2Z-els ©wNcR �PicvsD uw oo)6 [x] Plan Check List S�" ( O F ALAI S �G cpL� [ ]Red Marked Calculations �T 0 r- G r4tf I S d GtJoVEe- W 1 V �GTu 2.N Sl�f�tE" [ ]Red Marked Plans w !TX{ 2 P�{S O f- FD N • Pl-�N TO CALc IS [ ] Other: Action Required: [x] Comply with plan check list [x] Resubmit plans with revisions as required [ ] Resubmit calculations with revisions as required Should you have any questions, don't hesitate to contact me at (916) 538-7541 Monday through Thursday. Sincerely, John R. Henry Plan Check Engineer r Permit Applicant: Harold Balaz Date: 3/16/95 Permit #95-0092 The above referenced plans were partially reviewed by this office. Provide additional information and/or make revisions to plans, specifications, or calculations as follows: ide design calculations and foundation plan prepared by a registered civil engineer or licensed ct. The design of the foundation must be based upon the steel building engineer's loading and column reactions. 2.rovide a dimensioned plot plan drawn to scale showing the location of the proposed building as well as any existing buildings, easements, etc. R 0 7 �16&/ !S A10 -r 7-0 XC,# 4-C . The building lies in flood zone A0. The building finished floor must be elevated above the level shown on the FEMA map. �d9V t1�� gn 106v� , I /OProvide a letter of intent which states the proposed use of the building. Special inspection is required for high strength (A325) bolts. The special inspector must be approved by this office prior to permit issuance. The plan check cannot be completed until items 1 and 2 above are provided.