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017-160-014
NXIiES �;'_ RESIDENTIAL ' `Ir 0.017-160-014' FULLE_R, C�AVH OS -1070 jj -®>�.(— ' r _ HONEY RUN RD CHICO Cont: W A YLAND CONST �G ��. w NEW SINGI.,E FA:VI.ILY Li 4 i' N f c/Z_3��r P. r CONDITION CHECKE_ D , BY SRA , ( FLOOD CERTIFICATE -REQ../ FIRE SPRINKLERS REQ. .: • ..� . SPECIAL INSPECTION ITEMS . ? VERIFY i ' USE PERMIT CONDITIONS w SUB -STANDARD HOUSINGLETTER` - OFFICE COPY • -+ Address ty. - ' `f GAS Meter -By '� Date t' YJ 'ELECTRIC Meter ByDate 2--� f • JOl3 FINALED (Dale) 3 1 ` © (c) - ..Signature , J=OK 0 = Not OK ��{{ a = Not Ready NotApplicable M03BILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support Sketch 3. Sewer, Location -Test -Fall -C/O -Concrete 4. Water; Location -Test -Easement Needed (Sketch) 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete 6. Gas; Location -Test -Wrap;-/ /" L'ft. / P Nat. or/ P' L °ftJ P LPG 7. Well Clearance 8 Disconnect 8. Utility Clearance Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements. 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water, MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch 11. Cert. of Occupancy Date Cana B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PERMANENT END SYSTEM (ONLY) 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Blocking - 4. Gas; MH Test -Demand -Valve 5. Electricity; MH Test 6. Water, MH Test 7. Water and Sewer Connected 8. Gas and Electricity Tagged 9. Exits 10. License Decals 11. Verify #'s with Office Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks, Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.: Posts-Beams-Rftrs-Connectors Shthg-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date POOLS (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability - 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes -Enclosures- Panelboards- Ins. to Main Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche 12. Enclosure; Fencing -Alarms Date Card B-1 Date Card B-1 Date. Card B-1 Date Card B-1 = OK =Not OK �® = NotApplicable Read = Not y RESIDENTIAL (Single & Duplex) Date UN2!RFLOOR (Plans) OK except #'s oning-Setbacks-Easements-Flood-Slope Ftg., Main; Soils-Elec. Gmd. /J /" Ftg. Depth Date ACard Date �! Ftg., Garage; Soils-Steel-Elec. Grnd.-/h2./" Ftg. Depth Date 4. Ftg., Porches & Decks; Soils -Steel-/ /" Ftg. Depth 5. Ste alls, Main; Steel-Blockouts-Wrapped walls, Garage; Steel- Blockouts-Wra ed Hold Downs and Special Anchors 7. Slab, Steel -Wrapped yrs -Fireplace Ftg.-Steel pre -aa Date (PID W.V.; Fall -Fitting -Test -2 Way /O -Sewer Test f Gas Pipe; Size Anchors -Yard Gas Piping; Size Test AU^ater Pipe; Test -Anchors -Regulator -Service Test 12. Electric Underground • t t -P gums & Ducts; Clearance -Material -Support -Ins. 1 . niers-Sills-Anchor Bolts-Joists-Vents-Crippies Access & Ventilation 16. Insulation Date Card B-1 V! Date r V5 Card B-1 Date 6 Date Card B-1 Date Card B-1 PLY,ING (Permit) OK except #'s V. VVater Htr.; Vent -Access -Combustion Air Baffle Test Fittings & Anchor -Nail Protection Pan; Test, First Floor -Tub Access Second Floor -Tub Acces: 2&_Ges'Prpe; Sixe & Anchors 23. Fre Sprinkler; Test Date Card B-1 Date Cavi B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s 24 Fj?!Kr�,&Transformer Clearance -Ins. Protection 2;�. Beceptacles Spacing -Lights & Switches at Doors 2 . ize Boxes & No. of Conductors Stapled 27—6T*x1rikalled Close to Edge of Studs & C.J. 2$.4�_qu�round made up w/Mech Fasteners -Bond Gas & Water 99e£Aooliance Circuits in Kitchen & Conductor Size GFI 3iL_Strt3f&eed Wire Size/ /ga. Cu or Al -A_ C. Wire Size/ /ga Cu or AI 31. Range Circle/ /ga Cu or AI -Oven Circ. / /ga Cu or AI Insulated Neutral O Yes O No Date Card B-1 Date Card B-1 Date FRAM!,NG- (Permit) OK except #'s 4i -. Sills roper Materials & Anchors 4 s Studs -Nailing Spacing & Braces -Plates -Sound 43. Bean g` Walls over Girders & Floor Nailing 44 a p in Walls (rat proof) 45 r tops, Furred Ceilings -Stairs -Chasers -Tubs 4 enders & Beams -Size & Bearing Date FRAMING (Continued) 49 -Post Caps -Anchors -Connectors 41.2ing-dcist=Rftr. Ties- Purlin-Roll Brac.-Truss-Shting.-Rtng. 4 p ace Ties or Type A Flue -Fireplace Throat Clearance 5D_Atti cess; Size & Romex Protection -Draft Stop -Ins. Baffles f"Windows or Exiting Doors -Sill Ht. & Dimensions "S- W arage Fre Protection Framing -RC Channel roperty Line Firewall & Openings Doors -One 3' -Check Garage 3rd Story, 2 Exits 65 -Stairs; JNidth-Headroom- Rise- Run- Landing -Fire Protection 5&.--Pryyi6od on Roof Overhang -Attic Vents -Rafter Outriggers Edina-Nailina Veneer Vents-Underflr. Access Interior/Exterior Wall Panels 62. Insulation -Walls -Ceilings 63. Infiltration -Wall Windows Date , 2 . <a Card B-1 Date ( - Q Card B-1 L+� DateCard B-1 Date Card B-1 Date FINAS,{Pfans) OK except #'s Ext fSt §-Door & Sidelight Protection -Landings 95 -'Smoke Detector urnace Vents -clearance -Comb, Air -Connector- - IS.Gleyrge; Above Floor -Ducts -Meth. Protection oom Exiting & Bath Fixtures & Tub Access -Spa 69. c. Trim & Subpanel, Breaker Sizes & Labels 70. Stairs Rails 1 e ce or Stove, Clearance -Hearth utlets at Wood Panel, Int. & Ext. R. Fi Appliance; Ground -Air -Gap -Cooking Clearance 7 . Outlets & Receptacles at Kit. Counter Garage Fire Door; Swing -Landing -Closure 76. A. pct in Garage -Damper Ql/VGtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Vie; Above Floor-Mech. Protection Ib & Mech. Equip. Listed for Location Receptacles in Garage (F.F.1.)-Romex Protection Insulation -Foam -Looked in Attic 81. Guard ails & Deck Construction -Post Caps 2. F . V ents & Crawl Hole Door Drainage & Wood -Earth Cleafigince Looked under Floor ❑ Yes 83. 5drowing InsUdJDrive ❑ Yes ❑ NoMalks ❑ Yes ❑ NcAanters ❑ Yes ❑ No . St4ado Brown -Finish 8"C. Unit Disconnect, Electrical -Plumbing is Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings Water Well, Disconnect, Electrical, Plumbing xterior Elec. Trim, G.F.I. Receptacle -Underground tag'yRrfllilation Throughout House glass Protection Corrections from Previous Inspections T,.9 -Test -Meters Tagged, Gas -Electric Water & Sewer Connected -C/O to Grad -HD Apr al (&,6neW Compliance Certificate -Other Certificates 9& -'rd -dress Posted 96. Fire Sprinkler Date .Yo Card B-1 C Date Card B-1 Date -7 -0(Q Card B-1 C - Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: 32."Service-Riser Conductors & Ground Main Disconnect dip. Clearances Panels-Motors-Mech. Equip. Clothes Closet Light-Shpytart:I§Ti4-Spa4:igfif` Date ACard Date moke Detector B-1 Date Card B-1 Card B-1 Date Card B-1 Date MECH&NICAL (Permit) OK except #'s 3� .Ducts Insulation & upport 3��Vent5an, Exha ove insulation ondensate Drain & Overflow, Size & Grade 3 rnace-Vent Access=Comb. Ait-Return Air Vent 115 Outlet jO. cess & Platform if Furnace in Attic Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FRAM!,NG- (Permit) OK except #'s 4i -. Sills roper Materials & Anchors 4 s Studs -Nailing Spacing & Braces -Plates -Sound 43. Bean g` Walls over Girders & Floor Nailing 44 a p in Walls (rat proof) 45 r tops, Furred Ceilings -Stairs -Chasers -Tubs 4 enders & Beams -Size & Bearing Date FRAMING (Continued) 49 -Post Caps -Anchors -Connectors 41.2ing-dcist=Rftr. Ties- Purlin-Roll Brac.-Truss-Shting.-Rtng. 4 p ace Ties or Type A Flue -Fireplace Throat Clearance 5D_Atti cess; Size & Romex Protection -Draft Stop -Ins. Baffles f"Windows or Exiting Doors -Sill Ht. & Dimensions "S- W arage Fre Protection Framing -RC Channel roperty Line Firewall & Openings Doors -One 3' -Check Garage 3rd Story, 2 Exits 65 -Stairs; JNidth-Headroom- Rise- Run- Landing -Fire Protection 5&.--Pryyi6od on Roof Overhang -Attic Vents -Rafter Outriggers Edina-Nailina Veneer Vents-Underflr. Access Interior/Exterior Wall Panels 62. Insulation -Walls -Ceilings 63. Infiltration -Wall Windows Date , 2 . <a Card B-1 Date ( - Q Card B-1 L+� DateCard B-1 Date Card B-1 Date FINAS,{Pfans) OK except #'s Ext fSt §-Door & Sidelight Protection -Landings 95 -'Smoke Detector urnace Vents -clearance -Comb, Air -Connector- - IS.Gleyrge; Above Floor -Ducts -Meth. Protection oom Exiting & Bath Fixtures & Tub Access -Spa 69. c. Trim & Subpanel, Breaker Sizes & Labels 70. Stairs Rails 1 e ce or Stove, Clearance -Hearth utlets at Wood Panel, Int. & Ext. R. Fi Appliance; Ground -Air -Gap -Cooking Clearance 7 . Outlets & Receptacles at Kit. Counter Garage Fire Door; Swing -Landing -Closure 76. A. pct in Garage -Damper Ql/VGtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Vie; Above Floor-Mech. Protection Ib & Mech. Equip. Listed for Location Receptacles in Garage (F.F.1.)-Romex Protection Insulation -Foam -Looked in Attic 81. Guard ails & Deck Construction -Post Caps 2. F . V ents & Crawl Hole Door Drainage & Wood -Earth Cleafigince Looked under Floor ❑ Yes 83. 5drowing InsUdJDrive ❑ Yes ❑ NoMalks ❑ Yes ❑ NcAanters ❑ Yes ❑ No . St4ado Brown -Finish 8"C. Unit Disconnect, Electrical -Plumbing is Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings Water Well, Disconnect, Electrical, Plumbing xterior Elec. Trim, G.F.I. Receptacle -Underground tag'yRrfllilation Throughout House glass Protection Corrections from Previous Inspections T,.9 -Test -Meters Tagged, Gas -Electric Water & Sewer Connected -C/O to Grad -HD Apr al (&,6neW Compliance Certificate -Other Certificates 9& -'rd -dress Posted 96. Fire Sprinkler Date .Yo Card B-1 C Date Card B-1 Date -7 -0(Q Card B-1 C - Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: OUNTY OF BUTTE ...... BUILDING DIVISION V. DEPARTMENT OF DEVELOPMENT SERVICES 7 County'Center Drive * Oroville, CA - (530) 538-7541 CORRECTION NOTICE -70 .1 IL2 r OWNER PERMIT NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected. Please call for re -inspection when correction of work is completed. If you have any questions pertaining to this matter, or eu itional explanation, please contact the Building Inspector as indicated below. __a__ -adc-L- RVA M '. — W I TugctC woer—S Date-& — 7- 3 Inspector �1)65130-9,4tl 0Ag1c6,_v76_< REV 4/05 Phone # -5— -3 FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 C OUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive * Oroville, CA e (530) 538-7541 CORRECTION NOTICE PERMIT NO. A. routine inspection indicates that the following violations of Butte &unty Ordinances exist at the above address and should be corrected. Please call for re -inspection when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact the Building Inspector as indicated below. 17 Date—) Inspecto.r REV 4/05 Phone # FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive * Oroville, CA - (530) 538-7541 CORRECTION NOTICE VtA &- V_ OS --(0-7-0 OWNER PERMIT NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at the above a ,odress and should be corrected. Please call for re -inspection when correction of work is c pleted. If you have any questions pertaining to this matter, or need additional plxplanp ron, please contact the Building Inspector I as indicated below. smw y- 04'w-�e_ cc I' A L) DA 41 Date — I � ( Inspector REV 4/05 Phone # FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 FAX#: (530)538-2140 WEBSITE: www.buttecounty.netldds PERMIT NO.- BP051070 LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of Issued Date: 07/25/2005 APN: 017-160-014-000 the Business and Professions Code, and my license is in full force and effect. License Class : License Number: Site Address: 2283 HONEY RUN RD CHI Map Index: Date: Contractor: Description: NSF (2812) GAR (959) COV (188) OWNER43UILDER DECLARATION 1 hereby affirm under penalty of perjury that I am exempt from the Contractors' State License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a Owner: FULLER DAVID E & CLAUDIA M - permit to construct, alter, improve, demolish, or repair any structure, prior 235 LAKE ALMANOR WEST DR to its issuance, -.also requires the applicant for such permit to file a . signed statement that he or she is licensed pursuant to the provisions of CHETER, CA:'.'. the Contractor's State License Law (Chapter 9 commencing with Section 96020 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom -and the basis for the alleged exemption. Any (530) 258-3722 violation of Sectiori..7031.5 by any applicant for a permit subjects the applicant to.a civil.penalty of not more than five hundred dollars ($500).): 4( ❑ I, as owner -of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not „.intended-or,ofiered_focaale„(Sec 70a4,.Business..aod_Professions ...., AppllCant:. PIETZ, GREGO.,RY A,.,......,,_,.- ,.. , ....,. Code: .The Contractors” State License Law does not apply to an owner:of. property who builds or improves thereon, and who does 383 RIO LINDO AVE such work himself or hersejf or through his or her own.employees, provided that;. such improvements are. not intended or offered for 95926 sale. If however, the building or improvements are sold within one 530-894-5719 year of completion, the owner -builder will have the burden of proving that he or she did not build�or improve -for -the purpose of sale.). as owner -of-the, property, ,am,. exclusively contracting..,with. licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does Contractor: WAYLAND CONSTRUCTION not apply to an owner of property who builds or improves thereon, 1061 LABURNUM AVE and who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' State License Law.), CHICO, CA 95926 O 1 am Exempt under Article 3_af the Business and Professions Code 530-898-9328 •' Date:' a '050wner.' License #: 688619 ; WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: ❑ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Architect: PIETZ, GREGORY A. Labor Code, for the performance of the work for which this permit is issued. ❑ I have and will maintain workers' compensation insurance, as required by Seetion..37.00 the Labor Code, for the performance of the work for which this. permit. is issued. My workers' compensation insurance carrier and. policy number are: Carrier: Total Square Ft: 3959 S.F. Valuation: $208,804.00 Policy aY: Census Code: ❑ 1 certify that in the performance of the work for which this permit is issued. I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that if I should become subject to the workers' 1 �G compensation provisions of Section 3700 of the Labor Code, I shall y� forthwith comply with those provisions. Date: F7 5 Applicant: 3 1 WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest, and attorney's:fees�- '---�+• ,-�-^�-r -- - ---•.�..- ti.� • ,. r..r� , -_._-.,..,.,,�-.,� . CONSTRUCTION LENDING AGENCY This permit is hereby issued under the applicable provisions of the Butte County C.OdR ?nrUOr I hereby affirm that there is a construction fending agency for the Resolutions to do work indicated above for whi h fees have been paid. performance of the work for which this permit is issued (Sec 3097 Civ.) r T Name: By: �/ 1_ / _ Date: n rP PERMIT EXPIRES ON: Address: Date O 1 hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, handling and use of hazardous materials. O Notification in accordance with Section 19827.5 of California Health & Safety Code is not applicable to the scheduled construction of this project. O Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above information is correct, and that I am the owner or the duly authorized agent of the owner. I agree to comply with -all county and state laws relating to building construction. I acknowledge it is unlawful to alter the substan a of any official form or document of Butte County. I hereby authorize representativesofButte County to enter upon the above mentioned property for inspection p os '. Print Name: U-! L !r/C Signature: twit C •I Date: %" S —0 UOwner ❑ Contractor ❑ Agent for Owner ❑ Agent for Contractor �od ®'7 9a 00 e - I WI I -.JO #I.&# #Iw�.�i9.�.w �✓//%N J � �6 7,'t $ ®m DATE RECEIPT TOTAL TENTATIVE ERIS CHECK &[STREETNO. COMP. EHD OTHER APPLICANT RECEIVED FROM RECEIVED MAPS INSPECTSIGNS LIA NCE CA jIi �ON� / ✓ �; 4MYIiw"l�� �N�. $ / �./R�✓:.M��1 '01-J OFFICIAL RECEIPT ' zv %l---, COUNTY OF BUTTE DEPARTMENT OF PUBLIC WORKS LAND DEVELOPMENT SECTION RECEIPT 17728 ISSUED BV-'/`i�� Culligan Water Conditioning 2377 Ivy Strcct r Chico, G 95928 530-895-1666 September 15, 2005 Dave Fuller 2283 lioneyrun Rd Chico. Ca 95928 RE: Corrosion Letter Dcaa- Mi- Fuller: I tested the water at 2283 Honeynm Rd for corrosion. The water.tested as follows: PH — 8.0 Iron — 1.9 ppm la.rdness — '12 grains Total dissolved salts 239 ppm Hydrogen sulfide — I ppm - 'Phis water is corrosive to copper or galvanized plumbing, i recommend the house he plumbed with plastic (pex, cpvc, or equivalent) plumbins, to prevent corros-11 )n. If You have any questions please don't hesitate to call. Sim IY, /eymuiiroc C/ � Grade 2 Operator 1 BUTTE COQ BUIL®INN DIVISION APPROVE® WE �o� iiU;111f N:IA COMMFItCAA1_.INDUS IHIAI WAIFii Inr•nT'MCNTr•1'+Ouu(;l;;nrrJ� i :. G1/!1!i;ANI t-ALCr1il111'.'-iAH1-!N1*P1_NDCNT1.Y0Pbh,AI hl) i il i' GREGORY A. PEITZ ARCHITECT 383 RIO LINDO AVE., STE. 100, CHICO, CA 95926 (530) 894-5719 2 / ;t- a / to �- G.1S wa.Cl ✓►� a N 0'�c-.V1 mac- b-* - a v'e re v e i �V4�0ORY 4. F< * No. C 21283- Rm. 1283 L �O ei r� - FT Roof Beamf 2001 California Building Code (91 NDS)1 Ver. 6.00.81 By: Gregory Peitz, Gregory A. Peitz Architect on: 02-20-2006: 5:19:11 PM Project: FULLER - Location: NOOK RIDGE BEAM t :12 Summary: PSF 3.125 IN x 9.61N x 11.5 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 184.5% Controlling Factor: Section Modulus ,/ Depth Required 6.26 In Deflections: X DLD Dead Load:. DLD= Live Load: n LLD= Total Load: TLD= Reactions (Each End): PLF Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load:TL-Rxn= PLF Bearing Length Required (Beam only, support capacaity not checked): BL= Camber Reqd.: C= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Camber Adjustment Factor: CAF= Non -Snow Live Load: Roof Loaded Area: RLA= Live Load Method: Method = Roof Loading: ' Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor. Cd= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: , Adjusted Beam Length: ' Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adj= Total Uniform Load: WT= Properties For. 24F -V4- Visually Graded Western Species 0.11 IN 0.15 IN = U936 0.26 IN = U534 736 LB 554 LB 1290 LB ' 0.63 IN 0.17 IN 11.5 • FT 0.0 FT 6 :12 240 PSF 180 FT 1.5 X DLD 92.0 SF - One S= 16.0 PSF 10.0 PSF 4.0 FT 16.0 PSF 10.0 PSF 4.0 FT 1.25 IN4 7 PLF 11.5 FT 128 PLF 96 PLF 224 PLF Bending Stress: Fb= 2400 Shear Stress: Fv= 190 Modulus of Elasticity: Ex= 1800000 Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties ? Fb' (Tension): Adjustment Factors: Cd=1.25 FV: Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment: 5.75 ft from left support Critical moment created byicombining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): �S�p A.R�y/ R Y 4..* No. C 21283 N �¢ Ey-- Fc y=Fc perp= Fb_cpr— Fb'= Fv'= �5 E V= 1600000 650 1200 PSI PSI PSI PSI PSI PSI 3000 PSI 238 PSI 3708 FT -LB 1135 LB Sreq= 14.83 IN3 S= 42.19 IN3 Areq= 7.17 IN2 A= 28.13 IN2 Ireq= 63.95 IN4 1= 189.84 IN4 1-01-1995 0:18AM FROM P.2 Certalnfted= r' Buifderis Statement InsulSaW4 Fiber Glass Blowing Insulation Homeowner Name / JobsiteName dt�I03 An ev e Address r�• Installer/Contractor (Sign) CpmPany Name Dete Builder (gign) Company Name Dote Inspected By (sign if required) Dale R•VALUE RAGSPER 1000 SQ. FT. MAXIMUM SQ. FT. PER BAG MINIMUMWEIGHT- POUNDS PER SQ. FT. INSTALLED MINIMUM THICKNESS To obtain a ThermSl Resistance (R) of: eggs ocr 1000 sq. h. of net area: Contcnts of bag !Ao„Id not rover, more than: (sq. ft) weight Der $o. ft. of owelled insulation snMd(1 not be less than:'pbs.) Should not be tega Inpn: (in.) 00 36.5 27 0.986 22 48 44 29.8 28.4 34 38 0,800 0.712 t 8'<• 16'/. 38 22.8 40 0.615 141A 30 18.0 50 0.465 12 26 22 15.5 13.1 65 77 0.418 0,353 1014• 9 19 11.1 90 0.301 7% t 3 7.7 128 0.209 5'/, 11 6.6 151 0.179 4?' a THERMAL PERFORMANCE—ATTIC BLOWING APPLICATION y • In accordance with the chart above. you must install the minimum number of bags per 1.000 sq. h. of net area for each R -Value listed. 1 • The maximum net coverage must not exceed that specifiled for each R -Value. • The installed insulation must be at or above the specified minimum thickness for each R -Value. • Failure to install the required minimum weight per sq. ft. of insulation at or above the minimum thickness will result in reduced R -Value. t • This product should not be mixed with other blown insulations or the thermal claims will become invalid. DANGER. RECESSED LIGHT FIXTURES—TO PREVENT OVERHEATING, DO NOT INSULATE ON TOP OR WITHIN 3" OF SUCH DEVICES. DOES NOT APPLY TO TYPE IC LIGHT FIXTURES OR TO FLUORESCENT FIXTURES WITH THERMALLY PROTECTED BALLASTS. 30-24-233 Builders Statement A Saint-Gobain company dnon3 Ce.talnTaeo Corporation 10/03 R -VALUE THICKNESS AREA (SQ. FT.) INSULSAFE 4 ) OACS USED RAT1S/RODS (✓j CEILINGS 301f WALLS FLOORS THERMAL PERFORMANCE—ATTIC BLOWING APPLICATION y • In accordance with the chart above. you must install the minimum number of bags per 1.000 sq. h. of net area for each R -Value listed. 1 • The maximum net coverage must not exceed that specifiled for each R -Value. • The installed insulation must be at or above the specified minimum thickness for each R -Value. • Failure to install the required minimum weight per sq. ft. of insulation at or above the minimum thickness will result in reduced R -Value. t • This product should not be mixed with other blown insulations or the thermal claims will become invalid. DANGER. RECESSED LIGHT FIXTURES—TO PREVENT OVERHEATING, DO NOT INSULATE ON TOP OR WITHIN 3" OF SUCH DEVICES. DOES NOT APPLY TO TYPE IC LIGHT FIXTURES OR TO FLUORESCENT FIXTURES WITH THERMALLY PROTECTED BALLASTS. 30-24-233 Builders Statement A Saint-Gobain company dnon3 Ce.talnTaeo Corporation 10/03 1-01-1995 0:18AM FROM •_ L7 div � � C � Prv� t,o. � U L�,�� C� w 22 o4 NOTES t y RESIDENTIAL PERMIT NO. 017-160-014 05-16,94 , - FULLER, DAVE `aaHONEY RUN RD, CHICO Cont: NORTH VALLEY BUILD F GARAGE - SPECIAL CONDITIONS CHECKED I BY SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. ` +� SPECIAL INSPECTION ITEMS VERIFY "i USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER 1. t tJOB FINALED (Date) l t '-( —PI s � -41 -V CIO t Signature e 4 -OK 0= Not OK - = Not Applicable . =Not Readyeady MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except Its 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support Sketch 3. Sewer, Location -Test -Fall -C/O -Concrete 4. Water; Location -Test -Easement Needed (Sketch) 5. Electricity; Location-Clearances-Gmd-/ /Amp -Concrete 6. Gas; Location -Test -Wrap;-/ /" L'It. / P Nat. or/ /" L W P LPG 7. Well Clearance & Disconnect Date , �Cj 8. Utility Clearance Date Card B-1 Date Card B-1 Date POOLS (Plans) OK except #'s Date Card B-1 Date Cana B-1 Date Cana B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except fi'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-Connectoe 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch Date 11. Cert of Occupancy Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 • Date Card B-1 Date PERMANENT END SYSTEM (ONLY) 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Blocking 4. Gas; MH Test -Demand -Valve 5. Electricity; MH Test 6. Water, MH Test 7. Water and Sewer Connected 8. Gas and Electricity Tagged 9. Exits 10. License Decals 11. Verify #'s with Office Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 MISCELLANEOUS Date DECK O RS, CARPORTS, GARAGES (Plans) OK except #'s oph6g Requirements -Setbacks -Easements ootings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks, Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts-Beams-Rftrs-Connectors Shthg- Frg- Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date , �Cj - Card B-1 , Date Card B-1 Date Card B-1 Date Card B-1 Date POOLS (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Bec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes-Enclosures-Panelboards-Ins. to Main Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche 12. Enclosure; Fencing -Alarms Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 J=OK 0 = Not OK • =NotAppGca6le . = Not Ready RESIDENTIAL Date UND OR (Plans) OK except #'s mg -Setbacks -Easements -Flood -Slope Date tg., Main; Soils-Elec. Gmd. /(/,L/" Ftg. Depth 3. Ftg., Garage; Soils-Steel-Elec. Grnd.-/ /" Ftg. Depth 4. Ftg., Porches & Decks; Soils -Steel-/ /" Ftg. Depth 5. Ste s, Main; Steel-Blockouts-Wrapped emwalls, Garage; Steel- Blockouts-Wr ed a. Hol owns and Special Anchors ab, Steel -Wrapped 8. Piers -Fireplace Ftg.-Steel 9. D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 10. UF, Gas Pipe; Size Anchors -Yard Gas Piping; Size Test 11. Water Pipe; Test -Anchors -Regulator -Service Test 12. Electric Underground 13. Plenums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts-Joists-Vents-Crippies 15. Access & Ventilation Date 16. Insulation Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except #'s 17. Water Htr.; Vent -Access -Combustion Air Baffle 18. Water Pipe: Test & Anchor -Nail Protection 19. D.W.V.; Test Fittings & Anchor -Nail Protection 20. Shower Pan: Test, First Floor -Tub Access 21. Test Tub & Shower, Second Floor -Tub Access 22. Gas Pipe; Sixe & Anchors 23. Fire Sprinkler, Test (Single & Duplex) Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s 24. Fixture & Transformer Clearance -Ins. Protection 25. Elec. Receptacles Spacing -Lights & Switches at Doors 26. Size Boxes & No. of Conductors Stapled 27. Romex Installed Close to Edge of Studs & C.J. 28. Equip. Ground made up w/Mech Fasteners -Bond Gas & Water 29. 2 Appliance Circuits in Kitchen & Conductor Size GFI 30. Subfeed Wire Size/ /ga. Cu or Al -AC. Wire Size/ /ga Cu or AI 31. Range Circle/ /ga Cu or Al -Oven Circ. / /ga Cu or Al Insulated Neutral 0 Yes 0 No 32. Service -Riser Conductors & Ground Main Disconnect 33. Equip. Clearances Panels -Motors -Meth. Equip. 34. Clothes Closet Light -Shower Light -Spa Light 35. Smoke Detector Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s 36. A.C. Ducts Insulation & Support 37. Vent Fan, Exhaust above insulation 38. Condensate Drain & Overflow, Size & Grade 39. Fumace-Vent Access -Comb. Ait-Return Air Vent 115 Outlet 40. Attic Access & Platform 'rf Furnace in Attic Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FRAMING (Permit) OK except #'s 41. Sills Proper Materials & Anchors 42. Walls Studs -Nailing Spacing & Braces -Plates -Sound 43. Bearing Walls over Girders & Floor Nailing 44. Draft Stop in Walls (rat proof) 45. Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs 46. Headers & Beams -Size & Bearing Date FRAMING (Continued) 47. Hangers -Post Caps -Anchors -Connectors 48. Cling. Joist-Rftr. Ties-Purlin-Roll Brac.-Truss-Shting.-Rtng. 49. Fireplace Ties or Type AFlue-Fireplace Throat Clearance 50. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 51. Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 52. Garage Fire Protection Framing -RC Channel 53. Property Line Firewall & Openings 54. Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 55. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 56. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 57. Siding -Nailing Veneer 58. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 59. Glazing Area -Glass Protection -Skylights -Plastic 60. Shear Walls; Nailing -Bolts 61. Brace Interior/Exterior Wall Panels 62. Insulation -Walls -Ceilings 63. 1 nfittration-Walls-Windows Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 64. Ext. Steps -Door & Sidelight Protection -Landings 65. Smoke Detector 66. Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 67. Bedroom Exiting 68. G.F.I. & Bath Fixtures & Tub Access -Spa 69. Elec. Trim & Subpanel, Breaker Sizes & Labels 70. Stairs & Rails 71. Fireplace or Stove, Clearance -Hearth 72. Elec. Outlets at Wood Panel, Int. & Ext. 73. KR. Fixt. & Appliance; Ground -Air -Gap -Cooking Clearance 74. Elec. Outlets & Receptacles at Kit. Counter 75. Garage Fire Door, Swing -Landing -Closure 76. A.C. Duct in Garage -Damper 77. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 78. P .; Elec. & Mech. Equip. Listed for Location Elec. Receptacles in Garage (F.F.1.)-Romex Protection 80. Insulation -Foam -Looked in Attic 81. Guard Rails & Deck Construction -Post Caps 82. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor 0 Yes 83. Following InstldJDrive 0 Yes 0 No/Walks 0 Yes 0 No/Planters 0 Yes 0 No 84. Stucco Brown -Finish 85. A.C. Unit Disconnect, Electrical -Plumbing 86. Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 87. Water Well, Disconnect, Electrical, Plumbing 88. Exterior Elec. Trim, G.F.I. Receptacle -Underground 89. Ventilation Throughout House 90. Glass Protection 91. Corrections from Previous Inspections 92. Gas Test -Meters Tagged, Gas -Electric 93. er & Sewer Connected -C/O to Grade -HD Approval nergy Compliance Certificate -Other Certificates . Address Posted 96. Fire Sprin r Date 4 Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: Curry t .0c Group Inc. October 21, 2005 CGi: 05-1005.226 North Valley Building Systems Mr. Andy Wood No. 9 Three Sevens Lane, Suite 5 Chico, California CP, IT VEL OCT 2 6 2005 Subject: High -Strength Bolting Special Inspection Dave Fuller Building 2283 .Honey Run Rd. Chico, CA Dear Mr. Wood: 1612 Wedding Way Redding, CA 96003 530-244-6277 530-244-6276 FAX www.CurryGroup.com On October 14, 2005 a Curry Group Inc. representative verified the tensioning of the 5/8 diameter ASTM A325 high-strength bolts at' the referenced project site. Bolts and nuts were identified per the AISC Manual of Steel Construction. Tensioning was by the calibrated wrench method. Our representative calibrated the erectors tensioning procedures using three -bolt assemblages for each bolt length and diameter in our Skidmore Wilhelm Tension calibrator. Based on the calibration tests and our observations, to the best of our knowledge, the work was completed in accordance with the approved plans and specifications. Tensioning at the observed connections meet the minimum tension requirements of the Uniform Building Code. We have employed generally accepted inspection and testing procedures. However, we do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to produce a completed project conforming to the project plans and specifications. No warranty, either express or implied is made. If you should have any questions regarding this information or need further assistance, please contact the undersigned at (530) 244-6277 at your convenience. Regards, CURRYGROUP, INC. Thomas Collins Project Manager CGi: Copyright 2005 CG05LI32 1 E� AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 2005-0039436 Recorded I REC FEE 7.00 Official Records I County of I COPIES 2.00 Butte I CRIVBRCE J. GRIIBBS I County Clerk-Recorderl I I KL 010:57AN 07 -Jul -2005 I Page 1 'of 1 IIII'II II"I'II I II I'�IIII'I I' I II'I AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: ©�- l� t� OS ©F L®4� D GPc D � �L��J>✓ " �.� l � 0. �©Q" � oo-� �-f"G��- -LS ooK 5- Z o PCZ C �L M A-7-- '?AQ6 e-=:^7 .zccz-d s 0 B 1--ttc G0 • Date e�,--P7- oS F,\Ip U . C> 1 l -- GL PROPERTY OWNERS: State of California ) County of P,Uff-NaS ) On (-Q Z-1 • o(5 before me, personally appeared �)UV' k C_ • ,\ \e C � k0A-kCX IC,-- M X-uk-UP 1" personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the persons d, executed the instrument. WITNESS my a official seal. Signat Seal: U STEPHANIE GEORGE COMM. # 1579201 O NOTARY PUBLIC-CAUFORNIA O PLUM . , COUNTY O COMM. EXP. JUNE a 2009 -� A.P.#_c%�� - % l00"0I`� --- ONLY Plot Plan Attached 1. Rout Plan Attached Sent 10,8.0. 1 1 TO: Building Departme.nt FROM: Environmental Health SUBJECT: Sanitation Clearance Z:� KA�0� If . AP#' Owner Location Plan Approved for: Sewage Disposal �L W ter Supply: Public Private Well r Clearance fo dwelling. Other Hord final for: Final clearance O.K. for: NOTE: Environmental Heann apecidlISE Date 8/96 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION At: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 FAX#: (530)538-2140 WEBSITE: www.buttecounty.netldds PERMIT NO. BP051070 LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of Issued Date: 07/25/2005 APN: 017-160-014-000 the Business and Professions Code, and my license is in full force and effect. License Class: License Number: Site Address: 2283 HONEY RUN RD CHI Map Index: Date: Contractor: Description: NSF (2812) GAR (959) COV (188) OWNER43UILDER DECLARATION 1 hereby affirm under penalty of perjury that I am exempt from the Contractors' State License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a Owner: FULLER DAVID E & CLAUDIA• M- w - permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, -also requires the applicant for such permit to file a 235 LAKE ALMANOR WEST DR'>.' signed statement tl aihe or she is licensed'pursuant to the*prdvisidns of CHETER, CA;- -,, the Contractor's Slta e4U`6ense Law (Chapter 9 commencing with Section 96020 7000) of,Divi'sion 3 of the Business and Professions Code) or that he or she is exempt therefr6Kand the basis, for -the alleged exemption. Any (530) 258 -3722 - violation of"Section_7031;5 by any applicant for a permit subjects the applicant to.a civ$penalty of not more than five hundred dollars. ($500).): ❑ 1, as—owner—of the property, or my employees with wages as their M ..,,• sole compensation, will do the work, and the structure is not _intended.oyo(fered,foc;sale.»(Sec; 704a_j3usiness.,eoO,ProfessiQns., .,, —Applicant:. P.IETZ, GREGORY A.,....,,.,,.„ ;,.,,,,_.,:,,ti,,,,.,,, Code: The:.Contractors': State'License Law does not apply to an „;•..., owner•;ot property who_builds or.improves. thereon, and who does .,• such;work.himself or herself.or through his or her own.employees, 383 RIO UNDO AVE provided that such improvements are.not intended or offered for 95926 sale. If however, the building or improvements are sold within one 530-894-5719 year of completion, the owner -builder will have the burden of proving that he -or -she did -not build'or"irriprove- for- the purpose of sale.). 'ILL I, as owner. -of -the, property,.,am, exclusivel.y...contracting..,,with,. licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does Contractor: WAYLAND CONSTRUCTION not apply to an owner of property who builds or improves thereon,1061 LABURNUM AVE and who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). .. CHICO, CA " • • 95926 ' LII am Exempt Article 3 the Business and Professions Code 530-898-9328 Date: ' a '` gOwner: �i7 � • . ' License #: 688619 WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: ❑ I have and will maintain a certificate of consent to self -insure for .. ...... .... workers' 'compensation, -as provided for by Section 3700 of the Architect: PIETZ, GREGORY A. Labor Code, for the performance of the work for which this permit is issued. Engineer: ❑ I have and will maintain workers' compensation' insurance, as ." _. . " » required by,Section_37.00 the Labor Code, for the performance of the work for;which this,permit.is.'issued. My workers' compensation insurance carrier anq,policy, number are: Carder: Total Square Ft: 3959 S.F. Valuation: $208,804.00 Policy #: Census Code: ❑ I certify that in the performance of the work for which this permit isK issued. I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that if I should become subject to the workers' '[/ I �L compensation provisions of Section 3700 of the Labor Code, I shall e� forthwith comply with those provisions. Date: ... •� � � � I Applicant:. �.J ` WARNING: Failure to secure workers' compensation coverage is unlawful, and shali�subject an employer to criminal penalties and one r w hundred thousand dollars' ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest, and 3ttomey's.fees.. ... .... .. ..... - -- �.r » ..�.., ...:..., .. , • ........ . CONSTRUCTION LENDING AGENCY This permit is hereby issued under the applicable provisions of the Butte County Cody ?nd10r I hereby affirm that there, is a coristruciion,tending agency for the Resolutions to do work indicated above for whi h fees have been paid. performance of the work for which this permit is issued (Sec 3097 Civ.) 1 n r Name: _. By: r 41 r7 f- Date: /- �' 0 t PERMIT EXPIRES ON: V / 25-- Dro _. _.. Address: ;, Date ❑ 1 hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, handling and use of hazardous materials. ❑ Notification in accordance with Section 19827.5 of California Health & Safety Code is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A. notification forms. - I hereby certify that I have read this application, that the above information is correct, and that I am the owner or the duly authorized agent of the owner. I agree to comply with all county and state laws relating to building construction. 1 acknowledge it is unlawful to alter the substan a of any official form or document of Butte County. I hereby authorize representatives off Butte County to enter upon the above mentioned property for inspection p s - Print Name: f (� � l�r ��t'�' U C . ( Signature: Date: 7`-� s -t❑ ,Owner O Contractor 13 Agent for Owner ❑ Agent for Contractor ieUTTE COUNTY v✓ DEPARTMENT OF DEVELOPMENT SERVICES ' BUILDING PERMIT APPLICATION AND SUBMITTAL REQUIREMENTS 24 HOUR INSPECTION#: OROVILLE: (530) 538-7636 • CHICO: (530) 891-2834 OFFICE #: (530) 538-7541 A FEE WILL BE REQUIRED AT TIME OF A PPLICA TION Website: www.buttecounty.net/dds **PLEASE PRINT CLEARLY*( OWNER \� First Name t Address • �- �1� -f,ILY�IaYI City W�� State Zip Phone Fax ail Cs� APPLICANT NAME CONTRACTOR Name Address JO City n Q Fax State Zip 9,5C) Phoned D pi3 Fax E-mail Lic. #7 Class APPLICANT NAME ARCHITECT/ENGINEER Name -e k-tZ Address X63 JO City C Co Fax State CA- ZiPq ne Planner Fax E-mail State APPLICANT NAME ( Name f�c-�. Pel -I-Z3,r 6 � Address 383 &0 t4 City C, 1/1, CD Stat. Zip Phoney j y _.5- -7 PT Fax E-mail APPLICANT SIGNATURE X For office use only: Zoning Flood Zone SRA No Occ. Type Const. Subdivision Name Map Book Page Lot # Planner Date Approved: OVER FOR SUBMITTAL REQUIREMENTS PERMIT NO. 0'5. 16 -?a LOCATION AP# 61_7-i60 .,6 1 Ll -t - Property Address ( City �v e RAA o�c�\ C eo Cross Street WORKER'S COMPENSATION Policy Number Carrier If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name Address description or Scope of Work: agrt/ 9 5� Sq. Footage ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. ���•� 7 Rece�v by: Amount: Bldg 06 `QQ _/SRA Receipt #: Sheriff 0 1561 SMIP Date: � 16-e7Other �.Pgotal K:\FORMS\BUILDING FORMS\BldgApplSubRgmts.doc Page 1 of 2 REV 2-24-05 SUBMITTAL & PERMIT REQUIREMENTS The following drawings and specifications must be submitted to the Building Division in order to apply fora permit. INCOMPLETE SUBMITTALS WILL NOT BE ACCEPTED. ALL PLANS MUST BE LEGIBLE AND IN INK. ❑ 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. No graph paper! ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans (No graph paper!) OR Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 3. Engineered truss details and layouts in duplicate (if required). No faxes! ❑ 4. Energy compliance design and supporting documentation in duplicate. ❑ 5. Statement of Intent for Non -heated and A/C for Non -Residential Buildings. ❑ 6. Manufactured homes: (A) installation inst, (B) Marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate. ❑ 7. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. ❑ 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate (if required). ❑ 9. Site plan and business license approval from the City of Biggs. ❑ 10. Letter of intent for non-residential buildings. ❑ 11. Detached Accessory Building Form filled out by the owner (if required). ❑ 12. Hazardous Material Form (for Commercial Buildings only). Remaining items needed to issue the permit. Additional items may be required after Plan Check and Planning review (May require additional plan review upon receipt of the following items.) ❑ 1. Agricultural Buffer clearance and site plan approval from the Ag Commissioner's office (if required). ❑ 2. Impact Fees. ❑ 3. California Department of Forestry plan approval (if required). ❑ 4. NPDES Form. ❑ 5. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). ❑ 6. Contractor's license information. (Number, Name Style, Classification). ❑ 7. Worker's Compensation Carrier and Policy Number. ❑ 8. Owner -Builder Verification (if required). ❑ 9. Letter of Signature authorization (if required). ❑ 10. Recorded copy of Agricultural Acknowledgment Statement. ❑ 11. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts. ❑ 12. Sanitation and site plan approval from the Environmental Health Department. If you have questions or would like additional information regarding this process, please contact a Permit Assistant at (530)538.7541. EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after date of application. In order to renew action on an application after expiration, a new application, plans and fees will be required. REQUEST FOR FEE REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made within two years from the date of fee payment on permits not issued, and two years from the date of permit issuance for permits issued; however, on issued permits refunds can only be made if no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. OVER FOR BUILDING PERMIT APPLICATION KAFORMS\BUILDING F0RMS\B1dgApp1SubRgmts.doc Page 2 of 2 REV 2-24-05 M utte County Department of Development Services JNNE CHRISTOPHER, DIRECTOR ® 7 County Center Drive Croville, CA 95965 (530) 538.7601 Telephone (530) 538-7785 Facsimile O TO: ' FROM: LO N SUBJECT: O � DATE: WILLDAN wrr oFo o I �'o o / o 00. 0 oy-Q' ` o c�U N'�y Scott Rutherford (530) 538-7160 sru the rford (5buttecountv.net Plans Transmittal For Review Per Contract 4/27/2005 Applicant: IFuller, Dave & Claudia Permit No: 05-1070 Project Type: NSF/Gar/Cov ' APN: 017-160-014 100% 70% Plan Check Fees $ 1,376.64 $ 963.65 $ 1,376.64 $ 963.65 WILLDAN Fee $ 963.65 Copies Attached: Qty Chk Application Site Plan Review FEMA Elevation Certificate Building Plans Truss Calculations Energy Calculations Structural Calculations Residential Plan Review Guide Residential Construction Requirements Other Other COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 Coidnty Center Drive, Oroville, CA 95965 Phone (530)538=7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET OWNER:1�� lJ� , ASSESSOR P C PARCEL NUMBER Proposed Building Use:_ N J Permit Technician: -f Date: Items required in order to apply for a permit. All boxes MUST be checked OR marked NA in order Uapply. 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. O 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. 4. Engineered truss details and layouts in duplicate. No faxes! 5. Letter from Engineer or Architect for truss design review. 6. Energy compliance design and supporting documentation in duplicate. ❑ 7. Statement of Intent for Non -heated and A/C for Non -Residential Buildings. ❑ 8. Manufactured homes: (A) Installation manual, including marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate. ❑ 9. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. ❑ 10. Flood Elevation Certificate, wet -stamped and signed, in duplicate. ❑ 11. Letter of intent for non-residential buildings O 12. Hazardous Material Form 13. Acknowledgement of building permit application without required clearances. ❑ 14. Other Rer>)aining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) 15.. Sanitation and site plan approval from the Environmental Health Department in ❑ Chico ❑ Oroville, as applicable ❑ 16. Fire Sprinklers............................................................................................ ❑ 17. Agricultural Buffer clr and site plan apr from the Ag Commissioner Sent by O 18. Soils Report and/or Engineered Foundation required ........................................... 19. Erosion Control Plan Required........................................................................ nFees20. as shown on the attached Schedule of Fees Due Sheet .............................. ❑ IT City of Chico Plumbing permit........................................................................ k22. Site plan and business license approval from the City of Biggs....... 2 California Department of Forestry Ian approval �id. Sent by. -(/ � 1 24. tanning approval for (A) Use:; (B)Parking: (C) Parcel C :.... .. -7. Z ❑ Contact Land Development about _1mprovements, _ Drainage ....................... 26. NPDES Form.* .......................................................................................... 27. Encroachment Permit for driveway from the Public Works Dept ........................... ❑ 28. Contractor's license information. (Number, Name Style, Classification) ................... ❑ 29. Worker's Compensation Carrier and Policy Number .......................................... ❑ 30. Owner -Builder Verification (_ Given to owner, _Mailed to owner) ..................... 31. Letter of Signature authorization ..................... .......... .............................ent.,�.'!t!e'1........ �� "% 32. Recorded copy of Agricultural Acknowledgment Statem..h.�/Lf/i?�P 33. Existing violations and/or expired permits......................................................... ❑ 34. Deed Restriction.......................................................................................... ❑ 35. ❑ Legal description, ❑ M.H. Title, title search, registration or MCO ......................... ❑ 36. Other: ❑ 37. Other: When issued Telephone ' and hold for pickup. I have been informgd-Qf the above iter srts nd.requirements for obtaining a building permit. 1. Index permit application for the above items numbered: 1 yu l J" x Plan Check Letter 2. Additional items required Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, O counter, by Date: Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Plans reviewed by: Date: Plans approved by: _A 31114 Date: Structural reviewed Date: Structural approved by: I Date: Note transfer b : Date: CJ Yellow: Building Division COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES — BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE, CA 95965 PHONE (530)538-7541, FAX (530)538-2140 SCHEDULE OF RECEIPT OF FEES n 1 Website: www.buttecounty.net/dds . OWNER PROPROSED BUILDING USE p �➢ 1. BUILDING PERMIT FEES1 --- Balance Due ..................... $ C) o '� --- FEMA Flood elevation review ... $ A.P. # U �� • l��• �� DATE RECEIPT # DATE REC. --- Additional plan checking Fee.... $ . r- 2. SCHOOL DISTRICT FEES IN 7/25/0, (paid at School District Office) (form avail laiaft9f Plo a Che 3. S ERI FEES (paid at Building Divi si0 Res enti ............ X $360.00 =$ Units Comme ial q. ftg.)..... X $0.03 = $ Sq.Ftg. RECREATION DISTRICT FEES26fOA:��-7/25/06 KG (paid at Recreation District Office) (form available after Ian Check) 5. RESIDENTIAL DEVELOPMENT IMPACT FEES COUNTY WIDE (per dwelling) $ CHICO URBAN AREA (per dwelling) $ EL MEDIO FIRE DISTRICT (per dwelling) $ NORTH CHICO SPECIFIC PLAN (per dwelling) Zoning $ 6. SRA FIRE INSPECTION AND PLAN CHECK FEE $204.98 (paid at Building Division) 7. WATER TENDER FEES BATTALION # $200.00 (paid at Building Division) 8. SMIPJ�tr-)O .<��S 9. OTHER 10. OTHER 11. OTHER At time of permit application,`I was advised the above fees are required to be paid prior to issuance of the permit. These fees may be changed during t plan checking cels. APPLICANT DATE Pursuant to Government Code Section 66020, you are hereby notified that items, 2, 3, 4, 5, 6, 8, 9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original -Building Division Yellow -Applicant Pink -Owner (rev. 3/05) AND WHEN RECORDED MAIL TO! BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 2005-003.9436 Recorded I REC FEE 7,00 Official Records I County of I COPIES 2,00 Butte I CANDACE J. 6RIIBBS I County Clerk -Recorder) I' 1 KL 010:57AM 07 -Jul -2005 I Page 1 of 1 1111111111119111 it l 1111)) 11 if l 1111 AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and'odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: 1Da rG c_ ( Z —i—I� ccs r-Fc� c v� ,�v. cz p e.c�,��-� 1�sP M 11 AP ©l`= Z -t 1 t�OS DF L®�D GPcD �� AJC -dr✓l 0-0 M �P �; >=1 �� 2-mac©� � s✓ car t Q q , i i� ©OK 5- z (0'er T k2c E - Date 4ra-a7r 05 State of California County of P,,Unnc15 On .o- Z1.O(5 u-rtc C�> Ccs (c p PSP v. C) it oZ('0 LA 01cQ PROPERTY OWNERS: U l-1 - (fob -- O (4. 46� before me, personally appeared . )UV k D ("_ - -V�\ \ e1 XV�IX 1 &-M ��� P r personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person( d, executed the instrument. WITNESS my a official seal. Signat Seal: U STEPHANIE GEORGE3 COMM. # 1579MI O NOTARY PUBLIC -CALIFORNIA l) PLUMAS COUNTY O Q ` ` COMM. D(P; .IUNE 3, 2009°+ A.P. # ,7 � � - I l0 0 " I �` ��"�'Q. ENCROACHMENT PERMIT �urrF County of Butte Department of Public Works 0 0/ ��ou y ' 7 County Center Drive Oroville, CA 95965 / CIC W� 9 Phone: (530) 538-7681 Fax: (530) 538-4356 All information except signature must be typed or legibly rinted Permit #: 6 0 7 NOTIFY COUNTY 24 HOURS BEFORE WORK IS TO BE STARTED Assessor's Parcel Number (Required): 0 kGC)�- 0 Property Owner's Narrte: �"� ' 13 C-1—Pk-0iDI- PROPERTY Phone: -�2Q - ICvO"�jC�Co� Property Address: OWNER 't � V—J-,Dc�—Q4I Mailing Address (if Different): Work will beContractor's ElContractor Property Owner Name: performed by: PhSe3 0 N ` ^� O c� Address: Fax: 2 --s 1-1 J 2— WORK WORK Contractor's License Certificate of Insurance currently ❑ Yes �'No PERFORMED BY Number: on file withDeoartmentl . ,,/ M Applicant is: Property Owner ❑ Property Owner's Agent ❑ Contractor ❑ Other: I / WE, the undersigned, hereby apply to the County of Butte for an encroachment permit to do the following work under or over the County roads and highways, all in accordance with County ordinances and general laws. SignatuA '"— Date Signed: % lZ Road affected: VAO N% v� Time and Duration of Encroachment: 2rPermanent Encroachment ❑ Temporary: From To LOCATION Type of Encroachment: Driveway ❑ Roadway ❑ Culvert ❑ Fence ❑ Pipe/Pipeline ❑ Sign/Billboard ❑ Other Site Plans Yes ❑ No Attached: PERMIT IS: ❑ GRANTED ❑ DENIED Conditions: In compliance with the above request, and subject to all terms, conditions (including those on page 2 of this permit form) and special conditions written below, permission is hereby ranted. 1. ❑ Underground Service Alert (U.S.A.) must be notified two working days prior to any excavation. 800-227-2600 2. ❑ All work shall conform to accompanying: ❑ Detail ❑ Plans ❑ Special Conditions 3. Other Conditions: PERMIT 3! I 5 O CONDITIONS nal G-2 UPI I-tv t 9::e wC` /'`GT (To be filledC in by County) c., e DateExpiration '"7 ; �� Surety: / Issued: Date: Date Paidd6 2OZ j Amount Paid: 6'17OZ! Paid By:C4,4t0l.4 /W46Q Check No: /008 Receipt / No.: ��SI Mike Crump, Director of Public Works By: Road District: Inspected By:Inspecti n Completed - OK Comp eted - Not ge Results ❑ Additional Comments Attached For County Use Only Comments: Note: If permits are faxed to any number besides 530 538-4356, they can be delayed up to one week. Form: 200506EP Pagel of 2 GREGORY A. PEITZ ARCHITECT 383 RIO LINDO AVE., STE. 100, CHICO, CA 95926 (530) 894-5719 To: Butte County Building and Health Departments From • I authorize {-�► �? `�- of Gregory Peitz to act as my agent for the purpose of applying for a building permit and septic disposal permit. Signed, �- r-t,-L�_ RECORDING REQUESTED BY _ Bidwell Title & Escrow Company AND WHEN RECORDED MAIL TO Name David E. Fuller S1dL Address 235 Lake Almanor West Drive State zip Chester, CA 96020 zip Order no. 00219997-002 2005-00 1 3937 Recorded OfficialRecords CoVEOf CANDACE JJ. GRUBBS Recorder ROSEMARY DICKSON Assistant 09:00AM 14 -Mar -2005 REC FEE 10.00 TAX 550.00 1 I I i I Jason I Page 1 of 2 ABOVE THIS LINE FOR RECORDER'S USE Parcel No. 017-160-014 011-260-014 old GRANT DEED THIS FORM FURNISHED BY BIDWELL TITLE & ESCROW COMPANY / The Undersigned Grantors) Declare(s) Documentary Transfer Taxis $550.00 ❑ City/Town of ® computed on full value of interest or property conveyed, or 0 Unincorporated Area ❑ full value less value of liens or encumbrances remaining at the time of sale ❑ Monument Fee of $10.00 FOR A VALUABLE CONSIDERATION, receipt of which is hereby acknowledged, Dorothy E. Cadwalader Trustee of the Dorothy E. Cadwalader Revocable Trust. dated May 6, 1978 hereby GRANT(s) to David E. Fuller and Claudia M. Fuller, Husband and Wife as Joint Tenants the following real property in the ❑ City of ® Unincorporated Area County of Butte, State of California: SEE EXHIBIT A ATTACHED HERETO AND MADE A PART HEREOF Dorothy E. Cadwalader Trustee of the Dorothy E. Cadwalader Revocable Trust dated May 6, 1978 by: Dorothy E. Cad,Vader 10 Document Date: March 8! 2005 State of California County of SS. On fn ,yah h0 s , before me, the undersigned, a Notary Public in and for said County and State, personally appeared Dorothy E. Cadwalader Personally known to me (or proved to me on the basis of satisfactory evidence) to be the persons) whose names) istare subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my MAIL TAX STATEMENTS TO: FOR NOTARY SEAL OR STAMP KRISTIN BRADLEY Commission # 1464235 0Nolary Public - Cogtomla Ie ocet County My Comm. Expires Jon b, 2008 Order No. 00219997-002 EXHIBIT A THE LAND REFERRED TO HEREIN IS DESCRIBED AS FOLLOWS: ALL THAT CERTAIN REAL PROPERTY SITUATE IN THE COUNTY OF BUTTE, STATE OF CALIFORNIA, DESCRIBED AS FOLLOWS: PARCEL 2 OF THAT CERTAIN PARCEL MAP ENTITLED "MAP OF THE LANDS OF LOYD CADWALADER" BEING A PORTION OF THE N. E. V4 OF SECTION 30 T. 22 N., R. 3. E., M. D. B. M., SAID MAP BEING RECORDED DECEMBER 9,1974 I BOOK 52 OF PARCEL MAPS AT PAGE 7, OFFICIAL RECORDS OF BUTTE COUNTY, CALIFORNIA. AP NO. 011-260-014 OLD 017-160-014 NEW Butte County Department of-DevelopnentServices 1.f, ° 7 County Center Drive° 0 Oroville, CA 95965 a=:o (530) 538-7601 Telephone (530) 538-7785 Facsimile cOUN�y BUILDING PERMIT APPLICATION WITHOUT REQUIRED CLEARANCES I request and authorize the Building Division to process this building permit application through the plans examination process WITHOUT first obtaining all necessary, related permits and clearances from other regulatory entities, including but not limited to, Planning, Environmental Health, Land Development; County Fire, and Agriculture. I hereby acknowledge: a I need to submit applications for septic and/or well to Butte County Environmental Health immediately. a I an: required to bring the approved Environmental Health site plan and approved sanitation clearance to the Building Division as soon as clearance is obtained a I am responsible for notifying Development Services, in writing, to stop processing of the application and to arrange for disposition of plans. The Building Division will process the application through the plans examination process, as submitted, without input from other regulatory entities that could prohibit issuance of the building permit or r uire submission of amended building plans to the Building Division. Once the plans examination process begins, there will be no refund of plans examination fees. Any changes requiring submission of amended plans to the Building Division will incur additional fees. Within one year from the date of application for a building permit, all other required permits and clearances from other entities must be obtained for the permit to be issued. Failure to obtain these permits/clearances will void the application. Typically other required permits/clearances include, but are not limited to, verification the parcel was legally created, adherence to. all mitigations and conditions imposed on the parcel at time of creation, as well as zoning requirements, legal access, and applicable set -backs and environmental issues (fire, agriculture buffer zones, and habitat/species). Please print: Applicant Name: Building site address: &h e y Y't n AP N• .0M(fid_oI Permit No.: I have read, understood and accept the terms and conditions as expressed herein as indicated by my submission of the above -referenced building permit application and my signature below: SIGNATURE OF APPLICANT DATE r,,..,. t„ e..,,c,. t/pm/p;iP K:Forms/B1dePermitwithoutClearances 020705 � rgrl ivt c';;�.• f :r.'. 't, D"epartment of Public Works ®0 . C o u n t y o f B u t t e ® J. Michael Crump, Director LAND DEVELOPMENT DIVISION ®/ Storm Water Management Program 1 7 County Center Drive Oroville CA 95965 ASC/� (530) 538-7266 (FAX) 538-7171 National Pollutant Discharge Elimination System (NPDES) Phase ll Construction Storm Water Permit and Storm Water Pollution 'Prevention Plan (SWPPP) Acknowledgement rLESS THAN 1 ACRE1 Project Description: N e �C5 i deh06 Project Location and/or Parcel Number: Q �% 0 1-7 hod — ro f By signing below, I, the project owner/owner's agent, certify that this project WILL NOT DISTURB 1 acre or more of land and that I, therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site build -outs of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. I am aware that submitting false and/or inaccurate information or failure to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board for a project. that disturbs one acre or more of land may result in revocation of grading and/or other permits or other sanctions provided by law. Signed: Title: z/I� Date:_ ri-� D S Less than I Acre NPDES & SWPPP Compliance Certification Butte County Storm Water Management Program Revised 5/24/04 �WILLies Serving PubliDA�N July 6, 2005 Scott Rutherford Butte County Building Department 7 County Center Drive Oroville, CA 95965 (530) 538-7169 (530) 538-2140 FAX BUTTE COUNTY PLAN REVIEW REPORT Status: Not Approved Willdan Project No: 14353-1590-M Jurisdiction Job No: 05-1070 Assessor's Parcel No: 017-160-014 Description: Fuller-NSF/Gar/Cov Dear Mr. Rutherford: 117 C Street Marysville, California 95901 530/749.2373 fax 530/749.2199 www.willdan.com Willdan has completed a plan review of submitted plans and documents for the above referenced project and recommends your approval with the conditions noted on the 2"d page. of this letter. The plans and documents provided for this review that have been found in compliance with the applicable codes are: * Plans: Two (2) copies, sheets 1 through 5, dated 05/01/05, by Gregory A. Peitz, Architect. # Structural Calculations: Two (2) copies dated 4/19/05, by Gregory A. Peitz, Architect. �k Truss Calculations: Two (2) copies dated 5/31/02, by Longfellow Lumber Co., Inc. # Energy Calculations: Two (2) copies dated 4/25/05, by Gregory A. Peitz, Architect. �k Site Plans: Two (2) copies not dated, by Gregory A. Peitz, Architect. * Miscellaneous: Two (2) copies AOR's Truss Review letter undated, by Gregory A. Peitz, Architect. The plans have been stamped with the Willdan approval stamp and dated. According to our previous letters relating to this project, the superseded plans and documents will be discarded unless we receive other instructions. On the pages to follow is the identification of the codes and standards applicable to the project, a code analysis, conditions -of -approval and identification of any deferred submittals. WI.LLDAN Serving Public Agencies 5 i r r APPLICABLE CODES Our review was based on requirements of the 2001 California Building Standards Code found ' in "the California Code of Regulations, Title 24: • Part 2, known as the California Building Code (CBC) • Part 6, known as the California Energy Code, and Energy Commission Standards (CECS) CODE ANALYSIS Specific Use Type of Occupancy Type of Construction Sprinklers Stories 1" Floor Sq Ft Total Sq Ft Dwelling R-3 V -N No 1 2812 2812 Garage U-1 V -N No 1 959 959 Covered Porch R-3 V -N No 1 188 188 CONDITIONS OF APPROVAL 1. Approval is contingent upon the review, requirements and approval of other department's and/or agencies that have jurisdiction over this project. 2. Revisions and notes as redlined on the plans. SPECIAL INSPECTION NEEDS Our plan review reveals no special inspection needs pursuant to CBC 1701. DEFERRED SUBMITTALS Our plan review reveals no deferred submittals. Sincerely, Michael LeBeau Gustavo Franco, P.E. Plans Examiner Plan Check Engineer Cc: Alice Mefford, ameffordAbuttecounty.net Greg Peitz, E-mail: greapeitzna,sbeglobal.net Fax: 894-1523 , Wayland Construction, 1061 Laburnum Ave, Chico, CA 95926 Dave & Claudia Fuller, 235 Lake Almanor W. Dr., Chester, CA 96026 Page 2 o.f2 County oP.Burte 05-1070 Y , Willdan ['4353- 1590 PC2.F- . ` BUTTE COUNTY .DEVELOPMENT FEE CERTIFICATION FORM ❑ FEATHER RIVER RECREATION AND PARK DISTRICT (FRRPD) CHICO AREA RECREATION AND PARK DISTRICT (CARD) PARADISE RECREATION AND PARK DISTRICT (PRPD) 0 DURHAM RECREATION AND PARK DISTRICT (DRPD) Assessor Parcel Number (s) Property Owner (s)v���� Project Location /Address Building Permit Number OBJ ` ) b'% 6 �1 Co Subdivision Name —, Assessable Sq. Ftgeg s Type of Residential Development (check one) New Development Single Family -Detached Single Family -Attached Alteration/Addition(s) Non -Residential to Residential Multi -Family Dwelling Mobile home Mobile home replacement verified by Assessor Department Demo Permit (date issued ) verified by Building Department Comments: Building Department Rep a ntative Date 0 FRRPD 0 CARD )qRPD ❑ DRPD certifies that: Di, U) > %ut (e r ADnlicant Name Phone Number Mailing Address City 9 Qe State Zip Has complied with requirements of the Butte County Board of Supervisors Resolution No. by Payment of: Dwelling Units @ $ per unit for a total of $ 12— Square Feet @ $ per sq foot for a total of $ ^ % ?� Remarks: Paid by f fleck No: C/ Paid by, Cash: Receipt No: ( Park District Representative f K:\FORMSWILDING FORMS\park-rec standard form rev Ldoc Date N Commercial/Industrial Q Q New Addition Building Department Sq. Footage (Including Exterior Roof Areas) 1 G Date District Identification No. I0 r 0 00 O S' School District certifies that t SGC( Cit �l.i�ca SL� (Applicant) �-- P o (Street Address) / (Phone Number) Y (City) (State) (Zip Code) has complied with the requirements of Resolution No. l / (),el by payment of $ representing _� square feet. 2926 $ � FULL MITIGATION $ Z) 7/7 1,26 School District Representative Date Paid by Check # /v/ Remarks: Modes: You may protest the Imposition of the fess khentitied above by submitting a written protest to the District, in compliance with Govemnent Code Section 66020(a), within 90 days from the date fees are paid. Failure to submit a timely wfiuen protest wlll`prohiblt you from challenging the Imposition of the fees in any court action. K, subsequent to the School District Representative signing thio Butte County Schools Impact Fes Certification Form, the School Dltbtct Is i. nofiflsd by the applkaMe Local Planning Agency that this project Is being reviewed under the California Environmental Quality Act (CEQA). this V al A may be subject to additional school fees to hdy mtthos, its Impact on the school district's schools. White (applicant•),i•Yellow (building department), Pink (school -district) feeform.xls 00/03Mmrn �J,tsbu-p� ec,— BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM. (JE > 1. U >7 . (One form per Building) School • District V Building Department No.. A.P. Number U 1 UT Jurisdiction: Q City County Property Owner Property Location/Address� Subdivision Lot No. Residential Development Q Q Q € Sq. Footage Nt2g Mobile Home Addition/ 'Supplemental to (Group R) Units Installation Conversion Permit # *(No .... Deed Restricted Sq. Footage (Attach a signed copy of Deed Restriction and Notice of Limited Use Facility document) Commercial/Industrial Q Q New Addition Building Department Sq. Footage (Including Exterior Roof Areas) 1 G Date District Identification No. I0 r 0 00 O S' School District certifies that t SGC( Cit �l.i�ca SL� (Applicant) �-- P o (Street Address) / (Phone Number) Y (City) (State) (Zip Code) has complied with the requirements of Resolution No. l / (),el by payment of $ representing _� square feet. 2926 $ � FULL MITIGATION $ Z) 7/7 1,26 School District Representative Date Paid by Check # /v/ Remarks: Modes: You may protest the Imposition of the fess khentitied above by submitting a written protest to the District, in compliance with Govemnent Code Section 66020(a), within 90 days from the date fees are paid. Failure to submit a timely wfiuen protest wlll`prohiblt you from challenging the Imposition of the fees in any court action. K, subsequent to the School District Representative signing thio Butte County Schools Impact Fes Certification Form, the School Dltbtct Is i. nofiflsd by the applkaMe Local Planning Agency that this project Is being reviewed under the California Environmental Quality Act (CEQA). this V al A may be subject to additional school fees to hdy mtthos, its Impact on the school district's schools. White (applicant•),i•Yellow (building department), Pink (school -district) feeform.xls 00/03Mmrn �J,tsbu-p� ec,— BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 PERMIT NO. BPO51694 PERMITS BECOME NULL AND VOID 1 YEAR FROM THE DATE OF ISSUANCE, OR IF WORK IS DONE IN VIOLATION OF ANY COUNTY OR STATE LAWS. . LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under Issued Date: 09/08/2005 APN: 017-160-014-000 provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. o License Class : O License Number: -9 7 Site Address: 2283 HONEY RUN RD CHI /� Q / Bloc- Date: / U/ V, Contractor: opt _vL Map Index: Description: GARAGE (2250) METAL BLDG OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors' State License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a Owner: FULLER, DAVID E AND CLAUDIA M permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to the provisions of 235 LAKE ALMANOR WEST DR the Contractor's State License Law (Chapter 9 commencing with Section CHESTER, CA 7000) of Division 3 of the Business and Professions Code) or that he or is 96020 she exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).): ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does, not apply to an Applicant: NORTH VALLEY BUILDING SYSTEMS INC owner of - property who builds or improves thereon, and who does such work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for sale. If however, the building or improvements are sold within one 9 THREE SEVENS LANE year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of SUITE 5 95973 sale.). 530-345-7296 ❑ 1, as owner of the property, am exclusively contracting with nvbs@aol.com licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' State license Law.). Contractor: NORTH VALLEY BUILDING SYSTEMS INC ❑ 1 am Exempt under Article 3 of the Business and Professions Code Date: owner: 9 THREE SEVENS LANE SUITE 5 95973 WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: 530-345-7296 ❑ 1 have and will maintain a certificate of consent to self -insure for nvbs@aol.com workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit License #: 812173 �%�ued. 47 I have and will maintain workers' compensation insurance, as required by Section 3700 the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation Architect: CRANDALL, JAMES ANDREW insurance carrier and policy number are: Engineer: Carrier: -+►� Policy#: —ADZ .�.,� - C>C7 -Z,?Z Total Square Ft: 2250 S.F. ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any -manner so as to become subject to the workers' compensation laws of California, Valuation: $54,000.00 and agree that if I should become subject to the workers' Census Code: compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Date: Applicant: _" ` a WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer'to criminal penalties and one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest; and attorney's fees. CONSTRUCTION LENDING AGENCY This permit is hereby issued under the applicable provisions of the Butte Coun C de and/or I hereby affirm that there is a construction lending agency for the Resoluti s o do work indi a: ve r which fees have been paid. performance of the work for which this permit is issued (Sec 3097 Civ.) � Q /OIC Name: BY Date: ` v PERMIT EXPIRES ON: O o Dat Address: ❑ I hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, handling and use of hazardous materials. ❑ Notification in accordance with Section 19827.5 of California Health & Safety Code is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above information is correct, and that I am the owner or the duly authorized agent of the owner. I agree to comply with all county and state laws relating to building construction. I acknowledge it is unlawful to alter the substance of any official form or document of Butte County. I hereby authorize representatives of Butte County to enter upon the above mentioned property for inspection purposes. Print Name: lLV.�—� Signature: c Date: _1, l 01Oj ❑ Ownerontractor ❑ Agent for Owner ❑ Agent for Contractor � IU BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION AND SUBMITTAL REQUIREMENTS 24 HOUR INSPECTIONM OROVILLE: (530) 538-7636 • CHICO: (530) 891-2834 OFFICE M (530) 538-7541 A FEE WILL BE REQ U12 ED AT TIME OF APPLICATION �� 7� % 0z j "PLEASE PRINT CLEARLY" "5.5 OWNER Last Name _ FH.1 rr firsts g.vC Address City State Trp9 ('007-0 Phona.^ _ Z.� Fax E-mail CONTRACTOR CT/ENGINEER Name- ameAddress �o Address 495-s Address-oF-9 �C'v Nj K � s City Cho C-0 Stated- Zipq Phone - Fax 3L{5-S-oq G E-mail �ctcl - C 0--. - 912/ 1 ClaC-- $ ARCHIT CT/ENGINEER Name (Lr-o'lcua �o Address 495-s City �.�p � Phone � Z9, 6 ' . slate Com- 1 `14 S-3 5— P Clc1)4 �� - 413 y I Fax u�q 6G - q-714 E-mail q-%CL-jQ cM--C(tW State License mb r C_32 3gj APPLICANT NAME Name��� Address City C�� C o State DpC54i Phone � Z9, 6 ' . Fax E-mail � vbS a ci-o l APPLICA T SIGNATURE I For office use only: i Zoning — Flood one Property Address SRA d Yes No Occ. I I Type Const . Subdivision Name Map Book Page Lot # Planner Date Approved: OVER FOR SUBMITTAL REQUIREMENTS PERART NO. BP O51Co9q BIN # LOCATION AP# 160-01q Property Address City Cross Street WORKER'S COMPENSATION Policy Number Carrier -6 — !f hiring anyone other than license contractors, a 6ertificate of worker's compensation must be shown at the time of permit.lssuance. LENDING AGENCY Name . Address Description or Scope of Work: Sq. Footage b Structure Built without Permits O Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one ryear after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done.. Filing fees, plan. check fees for work plan checked and other department costs are not Received b):� Receipt P J Date: (� b ��l7yz Amount: Bldg SRA Sheriff SMIP Total Applicant: Fuller, Dave Permit No: 05-1694 Project Type: 017-160-014 100% 70% Plan Check Fees $ 417.92 $ 292.55 $ 417.92 $ 292.55 WILLDAN Fee $ 292.55 Copies Attached: Qty Chk Application Site Plan Review FEMA Elevation Certificate Building Plans Truss Calculations Energy Calculations Structural Calculations Residential Plan Review Guide Residential Construction Requirements Other Other Butte County Department ofDevelopment Services v T tF YVONNE CHRISTOPHER, DIRECTORo 0 0 0 o 0 7 County Center Drive o •�>'_ ,' o 0 - o Oroville, CA 95965 c�U Ny (530) 538-7601 Telephone (530) 538-7785 Facsimile TO: WILLDAN ' FROM: Scott Rutherford (530) 538-7160 srutherford(cDbuttecountv.net SUBJECT: Plans Transmittal For Review Per Contract DATE: 7/1/2005 Applicant: Fuller, Dave Permit No: 05-1694 Project Type: 017-160-014 100% 70% Plan Check Fees $ 417.92 $ 292.55 $ 417.92 $ 292.55 WILLDAN Fee $ 292.55 Copies Attached: Qty Chk Application Site Plan Review FEMA Elevation Certificate Building Plans Truss Calculations Energy Calculations Structural Calculations Residential Plan Review Guide Residential Construction Requirements Other Other COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISI011In 7 County Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET OWNER: `� ASSESSOR PARCEL NUMBER Proposed Building Use: ���' Permit Technician: Date: 7-07 Items required in order to apply for a permit. All boxes MUST be checked OR marked NA in order to apply. / fJ 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. ❑ 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 4. Engineered truss details and layouts in duplicate. No faxesl ❑ 5. Letter from Engineer or Architect for truss design review. ❑ 6. Energy compliance design and supporting documentation in duplicate. ❑ 7. Statement of Intent for Non -heated and A/C for Non -Residential Buildings. \❑ 8. Manufactured homes: (A) Installation manual, including marriage line info, (C) Floor Plan, (D) Tie down or fid plans, all in duplicate. �j /n/ 9. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. ❑ 10. Flood Elevation Certificate, wet -stamped and signed, in duplicate. ❑ 11. Letter of intent for non-residential buildings. '� ❑ 12. Hazardous Material Form 13. Acknowledgement of building permit application without required clearances. ❑ 14. Other Remaining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) /n/ 15. Sanitation and site plan approval from the Environmental Health Department in ❑ Chico ❑ Oroville, as applicable --5&717- ❑ 16. Fire Sprinklers............................................................................................ -�3 Ao r1c)? 0 ❑ 17: Agricultural Buffer clr and site plan apr from the Ag Commissioner Sent by ❑ 18'. Soils Report and/or Engineered Foundation required ........................................... ❑ Erosion Control Plan Required........................................................................ 2 . ees as shown on the attached Schedule of Fees Due Sheet .............................. City of Chico Plumbing permit........................................................................ ❑ 22. Site plan and business license approval from the City of Bi gs............... ff 23. California Department of Forestryplan approval Sent by�G`r`�T......`� 0 24. Planning approval for (A) Use: (B)Parking: (C) Parcel Check:....!... J ❑ 25. Contact Land Development about _ Improvements, _ Drainage ........................ 26. NPDES Form............................................................................................. ❑ 27. Encroachment Permit for driveway from the Public Works Dept ........................... ❑ 28. Contractor's license information. (Number, Name Style, Classification) ................... ❑ 29. Worker's Compensation Carrier and Policy Number .......................................... ❑ 30. Owner -Builder Verification (_ Given to owner, _Mailed to owner) ..................... ❑ 31: Letter of Signature authorization........................,........................................... ❑ 32. Recorded copy of Agricultural Acknowledgment Statement ................................. ❑ 33. Existing violations and/or expired permits......................................................... ❑ 34. Deed Restriction..........................................................::............................:. ❑ 35. ❑ Legal description, ❑ M.H. Title, title search, registration or MCO ......................... ❑ 36. Other: ❑ 37. Other: When issued Telephone .deo7^ T` -?Y 3- % Z 9'6 and hold for pickup. I have been informed of the above items and requirements for obtaining a building permit. Applicant: <� Date: b 5 1. Index permit application for the above items numbered: Plan Check Lettgr ContAdditional items required ra designer, owner, was advised of the above data by phone, ❑ mail, ❑ counter, by JC! -� _ Date: 4 5 (ort designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, bl Date: Plans reviewed by: Date: Plans approved by: Date: Structural review r: Date: Structural approved by: Date: Note transfer b Date: Yellow: Building Division COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES — BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE, CA 95965 PHONE -(530)538-7541, FAX (530)538-2140 SCHEDULE OF RECEIPT OF FEES n Website: www.buttecounty.net/Ids / OWNER���l-C-'6 v A.P. PROPROSE UILDING USE - Get ���� DATE RECEIPT # DATE REC. I. BUILDING PERMIT FEES --- Balance Due ..................... $ (� --- FEMA Flood elevation review ... $ --- Additional plan checking Fee.... $ 2. SCHOOL DISTRICT FEES (paid at School District Office) (form available after Plan Check) 3. SHERIFF FEES (paid at Building Division) Residential............ X $360.00 =$ Units Commercial (sq. ftg.)..... X $0.03 = $ Sq.Ftg. 4. RECREATION DISTRICT FEES (paid at Recreation District Office) (form available after Plan Check) 5. RESIDENTIAL DEVELOPMENT IMPACT FEES COUNTY WIDE (per dwelling) $ CHICO URBAN AREA (per dwelling) $ EL MEDIO FIRE DISTRICT (per dwelling) $ NORTH CHICO SPECIFIC PLAN (per dwelling) Zoning $ 6. SRA FIRE INSPECTION AND PLAN CHECK FEE $204.98 (paid at Building Division) 7. WATER TENDER FEES BATTALION # $200.00 (paid at Building Division) �a 8. SMIP 9. OTHER 10. OTHER 11. OTHER At time of permit application, I was advised the above fees are required to be paid prior to issuance of the permit. These fees may be changed during the plan checking process. APPLICANT DATE Ca Pursuant to Government Code Section 66020, you are hereby notified that items, 2, 3, 4, 5, 6, 8, 9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original -Building Division Yellow -Applicant Pink -Owner (rev. 3/05) PP�STMENT Cc 6VTTF o 0 O 1 0 < \o 0 \ Acp Ll t4l �LIC WC�� Department .0 o u n t J. Michael Crump, Director Pub iic f B u t Works LAND DEVELOPMENT DIVISION Storm Water Management Program 7 County Center Drive Oroville. CA 95965 (530) 538.7266 (FAX) 538-7171 National Pollutant Discharge Elimination System (NPDES)' Phase ll Construction Storm Water Permit and Storm Water Pollution. Prevention Plan (SWPPP) Acknowledgement LLESS THAN 1 ACRE] Project Description: 1-45-'K5-01-3 14 Project Location and/or Parcel Number: cam By signing below, I, the project owner/owner's agent, certify that this project WILL NOT DISTURB 1 acre or more of land and that I, therefore, do not need to apply'for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site build -outs of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. I am aware that submitting false and/or inaccurate information or failure to apply ,for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board for a project that disturbs'one acre or more of land may result in revocation of grading and/or other permits or other sanctions provided by law. Less than l Acre NPDES & SWPPP Compliance Certification Butte County Storm Water Management Program Revised 5/24/04 p�QP¢TMzN1' Cc % �vTrF , fo � �a Act U t4l c �LIC WOR�9 Department C o u n t J. Michael Crump, Director f Public o f B u t t Works . LAND DEVELOPMENT DIVISION Storm Water Management Program 7 County Center Drive Oroville, CA 95965 (530) 538-7266 (FAX) 538-7171 N National Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution. Prevention Plan (SWPPP) Acknowledgement [LESS THAN I ACRE1 Project Description:, Project Location and/or Parcel Number: By signing below, I, the project owner/owner's agent, certify that this project WILL NOT DISTURB 1 acre or more of land and that I, therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site build -outs of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. I am aware that submitting false and/or inaccurate information or failure to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board for a project that disturbs one acre or more of land may result in revocation of grading and/or other permits or other sanctions provided by law. Signed: Title: _.. Date: Less than l Acre NPDES & SWPPP Compliance Certification Butte County Storm Water Management Program Revised 5/24/04 w N;�V W I LLDAN Serving Public Agencies August 30, 2005 Scott Rutherford Butte County Building Department 7 County Center Drive Oroville, CA 95965 (530) 538-7169 . (530) 538-2140 FAX BUTTE COUNTY PLAN REVIEW REPORT Status: Approved Jurisdiction Job No: 05-1694 Assessor's Parcel No: 017-160-014 Description: - Fuller Garage Willdan Project No: 14353-1753-M Dear Mr. Rutherford: 117 C Street Marysville, California 95901 530/749.2373 fax 530/749.2199 www.willdan.com Willdan has completed a plan review of submitted plans and documents for the above referenced project and recommends your approval with the conditions noted on the 2nd page of this letter. The plans and documents provided for this review that have been found in compliance with the applicable codes are: # Plans: Two (2) copies sheets 1 through 21 (not numbered) dated 10/01/04, by North Valley Building Systems. Revised sheets A1, A2, S1.1, S1.2 dated 8/16/05 * Structural Calculations: Two (2) copies by Crandall Engineering. Revised Date 8/15/05 * Misc. Documents: Two (2) copies Design Calculations dated 10/01/04,by Butler Manufacturing OC. Not resubmitted The plans have been stamped with the Willdan approval stamp and dated. According to our previous letters relating to this project, the superseded plans and documents will be discarded within 10 days unless we receive other instructions. On the pages to follow is the identification of the codes and standards applicable to the project, a code analysis, conditions -of -approval and identification of any deferred submittals. WI LLDAN Serving Public Agencies APPLICABLE CODES Our review was based on requirements of the 2001 California Building Standards Code found in the California Code of Regulations, Title 24: • Part 2, known as the California Building Code (CBC). • Part 6, known as the California Energy Code, and Energy Commission Standards (CECS). CODE ANALYSIS Specific Type of Type of Stories Total Sq Ft Use Occupancy Construction MEMMMMMI Garage U-1 V -N 1 2250 CONDITIONS OF APPROVAL 1. Approval is contingent upon the review, requirements and approval of other departments and/or agencies that have jurisdiction over this project. 2. Revisions and/or notes as red -lined on the plans. 3. All plan sheets shall be signed by designer or person responsible for the plans as required by California Health & Safety Code Section 5536.1. SPECIAL INSPECTION NEEDS Our plan review reveals no special inspection needs pursuant to CBC 1701. DEFERRED SUBMITTALS Our plan review reveals no deferred submittals. Sincerely, 1000 Tom Trueb Plans Examiner Thank you Cc: Alice Mefford, amefford@buttecounty.net Dave Fuller, 235 Lake Almanor West Dr. Chester, Ca. 96020 North Valley Building Syst. nubs@aol.com Crandall Engineering, andy@crandallenizineering.com Page 2 of 2 County of Butte 05-1694 Willdan 14353-1753F SITE PLAN REVIEW APPLICATION DateLl r--L�--- AP# p/2_/6— 01q C?5-' to 70 Permit Number (if applicable) Dl'- Uf Ij Bin Number. 1 2 APPLICANT INFORMATION Parcel Size: acu,S Owners Name: Owners Address: Ce Telephone No.: Situs Address: Proposed Use: Residential New Single Family Residential ❑ Single Family Addition ❑ Mobile Home 0 Residential Accessory ❑ Permanent Second Dwelling ❑ Temporary Mobile Home (Aunt Minnie) ❑ Temporary Travel Trailer ❑ Multi -family Non-residential ❑ New Commercial ❑ Commercial Addition ❑ New Industrial . ❑ 'Industrial Addition Other �ff. Septic ❑ Agricultural Exempt Building ❑ Other: Brief Explanation (if necessary): ❑ Single Family Remodel BUTTE OUNTY MAY 15 1005 DEVELopM, NT SERVICES ❑ Commercial Remodel ❑ Industrial Remodel ❑ Well `Agricultural Buffer Form ❑ Applicable ❑ N/A DO NOT WRITE BELOW THIS LINE DEVELOPMENT SERVICES INFORMATION (For Staff Use) Approved . ❑ Conditionally Approved ❑ Resolve Problems Prior to Approval Site Plan Stamped Approved By Date I&IOS- -7- t Z -� Page 1 of 5 ALL ITEMS CHECKED APPLY TO THE PROPERTY Parcel Is In: ❑ Snow Load Area: • - F-1 Land Conservation Act Minimum Acreage: ❑ Verify residence can be built per contract ❑ Nitrate Action Plan (See Environmental Health for standards) ❑ Watershed Protection Overlay Zone (See attached standards and requirements) ❑ Expansive Soils (Test for expansive soils and if verified proper foundation design required) 12 SRA - (CDF to determine specific requirements) ❑ 100 -Year Flood Plain: (See attached) • Flood Zone: X • Flood Panel No.: -06097C-05-SVC, Index Date:zg-r ❑ Sacramento River Reclamation District (Approval must be obtained from the Ca ifomia Reclamation Board) ❑ Feather River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ North Chico Specific Plan (See Development Fees Section and attached standards and requirements) ❑ Chapman/Mulberry (See attached standards and requirements) ❑ Cohasset Area (See attached standards and requirements) ❑ Grading Zone (See attached handout) ❑ Oroville Enterprise Zone Use Requires: ❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit ❑ Minor Variance ❑ Variance --------------------------------------------- ----- —---- ---------------------- -------------------------------------------------------- ❑ Detached Building Use Form ❑ Encroachment Permit ❑ Agricultural Worker Affidavit ❑ Agricultural Acknowledgement Statement Zoning: Applicable Building Setbacks: ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. Page 2of5 Zoning Code Streets & Highways Fire Prevention Subdivision Map Front 1;-10 , 30 , Side t D , Side Street Rear t 3o Height Waterway N/A N/A N/A ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. Page 2of5 Applicable Development Fees: Standard Fees Amount Formula ❑ Fire ❑ School* ❑ Parks/Recreation ❑ Roads ❑ Sheriff ❑ Drainage ❑ NCSP/CSA 87 ❑ Chico Urban Area — Road ❑ Thermalito Drainage Area ❑ Thermalito Urban Area ❑ Other ------------------------------------------------=------------------------------- Subdivision Map Special Fees ❑ Water Tender '❑ Road Improvement ❑ North Oroville Area ❑ Other (per map) Check with school district to. verify actual fee if pre -application review. A final determination will be made at the time of the building permit. Parcel Created By Deeds: Date of Creation: Legal Access Provided: ❑ No ❑ Yes Deed of Reference: Legal. Access Required ❑ No ❑ Yes Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Deed' Creation:❑ No ❑ Yes Comments: ❑ Parcel Deemed to be legal ❑ Verify Legal Parcel ❑ Verify Legal Access ❑ Provide Deed of Creation ❑ Obtain a Certificate of Compliance/Notice of Compliance ❑ Obtain a Merger ❑ Obtain a Lot Line Adjustment ❑ Comply with Old Subdivision Lot Ordinance (Maps recorded prior to Book 17 of Maps Page 23). ❑ Construct road to: ❑ Meet Parcel size required by zone ❑ Meet current Environmental Health Department requirements Page 3 of 5 99 Subdivision Map/Parcel Map: Map Date of Recording: f2 q A� Lot: -7 Book: ,5 Page: 7 ❑ Use Permit/Minor Use Permit Permit Number: Date of Approval: Parcel leap/Subdivision Map/Use Permit Conditions ❑ Comply with the following Conditions of Approval: ❑ Attached ❑ None ❑ Meet the Fire Safe Regulations of Butte County and P.R.C. 4290 ❑ Automatic fire suppression sprinkler systems shall be installed in accordance with the National Fire Protection Association Standard for installation of sprinkler systems in one and two family dwellings and mobile homes, NFPA Standard 13D, unless a pressurized community water system, with hydrants that meet the Fire Department specifications, serves the parcel. ❑ Wood stoves and fireplace inserts shall be EPA approved and designed to meet the emission requirements of the California Clean Air Act of 1988, as amended. ❑ Provide an erosion control plan for building and land disturbance. The Erosion Control Plan must be prepared by a registered civil engineer or other qualified professional and be submitted to and approved by the Department of Public Works. ❑ In lieu of a pressurized water system or water storage tank, payment into the appropriate Battalion Water Tender Fund may be required. ❑ Measures shall be taken to control fugitive dust emissions from all driveway and other civil construction associated with residential development. Approved dust control measures are found in the fugitive dust control plan for the site approved by the Butte County Air Quality Management District, a copy of which can be obtained from the Butte County Department of Development Services, Building Division." ❑ Engineered foundations are required. ❑ Class A roofs are required. ❑ Property owners responsible for road maintenance, and stop sign maintenance. EI 7 Page 4 of 5 J x 0 Summary of Specific Requirements: This information provided in this summary is based on the application information and on the best available data at the time of review. CALarrys\Building Permit Site Plan Reviewl.doc Page 5 of 5 BUTTE COUNTY AGRICULTURAL BUFFER NOTIFICATION AND/OR UNUSUAL CIRCUMSTANCES REQUEST Butte County requires a 300 foot buffer between neighboring agricultural operations and a residence. This dimension is based on environmental assessments and studies. The Agricultural Commissioner may identify ^.isual c:r--msta^ces where the 300 foot buffer cannot be met on existing parcels. This exception is not available for lots being created, divided or subdivided. Owner or Authorized Agent must complete the following and return with the required site plan to: Development Services Department, 7 County Center Drive, Oroville, CA (530) 535-7601 Name: -Jaso vN Phone: L SIO) 8"i if –571 1 Mailing Address: 3 3 � f a Ave E -Mail address Assessor's Parcel Number. G t *7-- / 6 O —C,4q // I Reason you believe you qualify for the unusual circumstances exception: e s t Gl ee l 9ct:[. qcc 'A 0 U14 0 E Ovefier or Authorized Agent's sig4ature Date UNUSUAL CIRCUMSTANCES DEFINITION: An exceptional or extraordinary condition where the existing lot size or shape or an existing improvement (well, septic systems, structures etc.) does not allow for the standard condition of a 300 -foot buffer zone. SITE PLAN REQUIREMENT: submit 4 copies with this form Refer to the Site Plan Submittal handout for specific requirements .................................................................................................................................................... Internal Dept. Contact Info: ❑ Env. Health ❑ Planning ❑ Building ❑ Other Contact Person: Phone: ......................................................................................................................................................................................... For Agr�culturai Commissioner office use only: (to be completed after submittal ) DISCRETIONARY PERMITS (Planning) MINISTERIAL PERMITS (Building) ❑ Exception Recommended ❑ Exception Granted with the ❑ Exception NOT Recommended following conditions: Reason/Conditions/Specific setbacks from adjacent agricultural operations: Agricultural Department Signature: Date: YMC 7/1/03 R 41 ✓B� V9'aTE ? 3b.•I I�/4a,v PiPB 4J dq oK.�rPI K< CQ � wP ,V6� Je qr.:r Pc¢ as .vqP oc. JJ Po. Jv ro✓ o JN-�rou � aoe.iruaca •qB rwLCCo A2c >dsf�b� qtw v ,.. ' Jll SO "d ✓ � G wA3✓fY .Qvv ¢O. 9y rN "A /'rP• 'SURVEYOR'S CERTIFICATE NOTES THIS MAP WAS PREPPRED BY ME OR LHOER MY DIRECTION AMD O 00.4ED UPON A FIELD S :CONFORMANCE 7H p J of pE a�wM /b4 T w P pA9a rq<Gai F4cW s..e RLtPeb CONFORMANCE TH THE REOUORpEM19 OF THE W-11— MAP ACT AT THE REQUEST APBF JueNKY NqP 46eaNOEO •✓OqX lTOFrsgRT qr MOB •H LOYD CADWALA DER IN OCTOBER 1911" I HEREBY CERTIFY THAT IT CONFORM TO THE PROVE4--iNG THE BE LAro l3G"si/EC✓ P1J C"qpM"O' qJ NOi 1!/f f D TdTATIVE MAP AND THE CONDITIONS OF APPROVAL THEREOF, AND THtyj PROV19R1N9 OF ADpL1CpBLE STATE LAW AND LOCAL NCEb ORDINAHE BEEN COMP (� WS5 Tb TAG qG • dJ. BB qe, �xLUE �• BA MAX. L. ALBERT L.S.3338 00.3336 COUNTY SURVEYORS CERTIFICATE 'y�E ny Gll ^`� RECORDER'S CERTIFICATE THIS MAP NAS SEEN EXAMINED FOR CONFORMANCE NIT. THE REOOREMEFT9 91p6 FILED THIII OAR OF lICAT E .,.6c.� -1910, AT IN BOON�z OF 11019 OF THE w9OV191ON MAP OCT THiB 6�r DAY OF Dec. 1918. PARCEL M Tp�PAGE,� 4T THE REQUEST OF MMLTER aME. NEW—ND NA /6 BtC FEE CLAY FERCE I4E14 Co... ' RECORDER T muxrY WR wxv[YoroR L OCA T/O/V MAP J—.e — RN/LEJ LEGEND 'fa✓NO PB/NT qJ VNO/Cq TEO scr ii" iaa,v lXPE r aoca L.J. JJJc ca..P✓zo. eoe..e< w , �v O �K w✓P rwa Hw.G<GO Cf. iiJ/ PARCEL MAP A PORTION OF THE N.E. 1/4 OF SECTION 30 T.22 N", R,3E., MQB.M. BUTTE COUNTY, CALIFORNIA MAP OF THE LANDS OF LOYD CADWALADER SCALE 1"-Zod OCTOBER 1974 MAX L. ALBERT LICENSED LAND SURVEYOR 1360 MANGROVE AVE,CHICO,CALIFORNIA /iP—.— 9 North Valley Building Systems, Inc. #9 Three Sevens Lane, Suite 5 Chico, CA 95973 End Customer: Dave Fuller Location: Butte Creek Canyon, California Description: 50' 0" x 45' 0" x 12' Butler Order Number: 121812 Builder Order No: 04-146 TO WHOM IT MAY CONCERN: Please accept this letter as our Certification that the Butler components of the subject building are designed in accordance with the 'order documents', the 1989 edition (ASD) of the AISC Specification for Structural Steel Buildings and the 1986 edition of the AISI Specification for the Design of Cold -Formed Steel Structural Members. The basic loads of the subject building meet or exceed the County Climatic Data as published in the 2002 edition of MBMA Metal Building Systems Manual. The building is designed in accordance with the following governing code, structural loads, and design criteria: 1997 Edition of the Uniform Building Code Building Use Category Dead Load Roof Collateral Load Wind Speed Wind Enclosure Seismic Criteria Soil Profile County Ground Snow Snow Exposure Roof Live Load Load combinations are in accordance with the governing code. 4 Standard Occupancy Structure 2.4 psf + Frame Weight 0 psf (No Description) 80 mph, Exposure C Enclosed Zone = 3 Sd 0 psf Partially Exposed 20 psf (Reducible) PLANS APPROVED. AUG 3 0 2005 These Butler components, when properly erected on an adequate foundation in accordance with the erection drawings as supplied and using the components as furnished, will meet the above loading requirements. The design of this building for wind load assumes that doors not supplied by Butler are designed to sustain the same wind pressures and suctions as the walls in which they are installed. This certification does not cover field modifications or design of material not furnished by Butler Manufacturing Company. The design of this building was performed and produced in one or more of Butler Manufacturing Company's facilities located in Annville, PA, Birmingham, AL, Burlington, ONT, Galesburg, IL, Kansas City, MO, Laurinburg, NC, San Marcos, TX and Visalia, CA. All listed facilities are Category MB certified by the American Institute of Steel Construction. cc: James T. (Tim) Johnson, E.I.T. Order File Cordially yours, Richard A. Maddox, P.E. Lead Engineeas 1 (00 BUTTE COUNTY BUILDING DIVISION APPROVED �*� � BUTLER BUTLER MANUFACTURING COMPANY ® 7440 Doe Avenue A BlueScope Steel Company Visalia, California 93291 Phone: (559) 651-5312 Fax: (559) 651-5395 www.butlermfg.com Attn: Andy Wood October 1, 2004 North Valley Building Systems, Inc. #9 Three Sevens Lane, Suite 5 Chico, CA 95973 End Customer: Dave Fuller Location: Butte Creek Canyon, California Description: 50' 0" x 45' 0" x 12' Butler Order Number: 121812 Builder Order No: 04-146 TO WHOM IT MAY CONCERN: Please accept this letter as our Certification that the Butler components of the subject building are designed in accordance with the 'order documents', the 1989 edition (ASD) of the AISC Specification for Structural Steel Buildings and the 1986 edition of the AISI Specification for the Design of Cold -Formed Steel Structural Members. The basic loads of the subject building meet or exceed the County Climatic Data as published in the 2002 edition of MBMA Metal Building Systems Manual. The building is designed in accordance with the following governing code, structural loads, and design criteria: 1997 Edition of the Uniform Building Code Building Use Category Dead Load Roof Collateral Load Wind Speed Wind Enclosure Seismic Criteria Soil Profile County Ground Snow Snow Exposure Roof Live Load Load combinations are in accordance with the governing code. 4 Standard Occupancy Structure 2.4 psf + Frame Weight 0 psf (No Description) 80 mph, Exposure C Enclosed Zone = 3 Sd 0 psf Partially Exposed 20 psf (Reducible) PLANS APPROVED. AUG 3 0 2005 These Butler components, when properly erected on an adequate foundation in accordance with the erection drawings as supplied and using the components as furnished, will meet the above loading requirements. The design of this building for wind load assumes that doors not supplied by Butler are designed to sustain the same wind pressures and suctions as the walls in which they are installed. This certification does not cover field modifications or design of material not furnished by Butler Manufacturing Company. The design of this building was performed and produced in one or more of Butler Manufacturing Company's facilities located in Annville, PA, Birmingham, AL, Burlington, ONT, Galesburg, IL, Kansas City, MO, Laurinburg, NC, San Marcos, TX and Visalia, CA. All listed facilities are Category MB certified by the American Institute of Steel Construction. cc: James T. (Tim) Johnson, E.I.T. Order File Cordially yours, Richard A. Maddox, P.E. Lead Engineeas 1 (00 BUTTE COUNTY BUILDING DIVISION APPROVED �*� � 3 3C 4( �e BUTLER A BlueScope Steel Company BUTLER MANUFACTURING COMPANY 7440 Doe Avenue Visalia, California 93291 Phone: (559) 651-5312 Fax: (559)651-5395 www.butlermfg.com CUSTOMER: Dave Fuller LOCATION: Butte Creek Canyon, California BUILDER: North Valley Building Systems, Inc. BUILDING SIZE UNIT 1: 50'0" x 45'0" x 12' BMC ORDER NO.: 121812 BUILDER ORDER NO: 04-146 DESIGNER: James T. (Tim) Johnson, E.I.T. DATE: 10/01/04 TABLE OF CONTENTS FRAME DESIGN: F1 FRAME CONNECTIONS: S1 r"K, DA. Q �� w o` 0NC z A•6-30-07 �r9TF F CALIFD��\P UNIT 1 DESIGN CRITERIA: D1 SPECIFICATIONS: 1 ROOF SECONDARIES: 5 WALL SECONDARIES: 15 ENDWALL STRUCTURALS: 19 LONGITUDINAL BRACING: 23 WALL PANEL: 25 ROOF PANEL: 26 FRAME DESIGN: F1 FRAME CONNECTIONS: S1 r"K, DA. Q �� w o` 0NC z A•6-30-07 �r9TF F CALIFD��\P DATE: 10/01/04 D E S I G N C R I T E R I A R E P O R T TIME: 10:57 AM PD1200DDC ---------------------------------------------------------------------------------------------------------------------- PAGE t3,1 ORDER - # 121812 BUILDER NORTH VALLEY BUILDING S BLDR ORDER # 04-146 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT It 1 BLDG DESCRIPTION LRF 50' 0" 0/32 X 45' 0" 0/32 X 12' 3" 20/32 20 PSF 80 MPH UBC 97 4.000:12 (COLUMN SHAPE) (COLUMN KNEE) (COLUMN OFFSET) (GIRT DEPTH) LSW: TAPERED RSW: TAPERED LSW: --------------------------------------------------------------------------------------------------------------------- HORIZONTAL RSW: HORIZONTAL LSW: 8" RSW: 8" LSW: 8" RSW: 8" --------------------------------------------------------------------- 1. DESIGN SPECIFICATIONS 1.1 All structural mill sections or welded -up plate sections are designed in accordance with the 1989 edition of the AISC SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS. 1.2 All cold -formed structural members are designed in accordance with the 1986 edition of the AISI SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS. 1.3 All welding shall be done in accordance with the AMERICAN WELDING SOCIETY CODE FOR BUILDING CONSTRUCTION. 2. MATERIAL SPECIFICATIONS (Minimum Fy and Fu in ksi) Built-up Sections matl <=1" thick and <=12" wide .. Fy = 55. Built-up Sections matl >1" thick or >12" wide .. Fy = 50. Wide flange Sections (unless noted) ............... Fy = 36. Cold -formed Members up to .120 thickness .......... Fy = 60. over .120 thickness .......... Fy = 55. Galvanized Material .......... Fy = 42. Brace Rods up to 3/4" diameter .................... Fu = 80. over 3/4" diameter .................... Fu = 70. Roof Cover BRII 26 Gage ................... Fy = 80. Wall Cover SHWAL 26 Gage ................... Fy = 50. --------------------------------------------------------------------- --------------------------------------------------------- 3. SPECIFIED DESIGN LOADS AND BUILDING CODE 3.1 BUILDING CODE: The 1997 edition of the "Uniform Building Code" by the International Conference of Building Officials (ICBO). 3.2 DESIGN LOADS Terrain Cat/Wind Exp C Dead Load 2.4 + Frame Weight Roof Live Load 20 psf Exposure of Roof Partial Exposed Rf Thermal Condition Normal Collateral Load 0 psf Wind Speed 80 mph Seismic Zone 3 Snow Importance Factor 1.000 Wind Importance Factor 1.000 Seismic Importance Factor 1.000 Min County Ground Snow 0 psf Building Use Category 4 (GENERAL USE) DATE: 10/01/04 D E S I G N C R I T E R I A R E P O R T ENDWALL STRUCTURALS ROOF STRUCTURALS none TIME: 10:57 AM none none WIND SPEED PD1200DDC --------------------------------------------------- SIDEWALL ----------------------------------------------------------------- INTERMEDIATE FRAME 80.00 mph FRAMES: 1 STRUCTURALS STRUCTURALS BRACING ROOF STRUCTURALS PAGED 2 ORDER # 121812 BLDR CONTACT - ANDY BUILDER - NORTH WOOD VALLEY BUILDING S BLDR ORDER # 04-146 BLDR ACCOUNT #--20-04-007-90- COMPLEX - NO (TYPE) BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia UNIT # 1 BLDG DESCRIPTION LRF (WIDTH) (LENGTH) 50' 0" 0/32 X (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) (COLUMN SHAPE) 45' 0" (COLUMN KNEE) 0/32 X 12' 3" 20/32 20 PSF 80 MPH UBC 97 4.000:12 TAPERED RSW: TAPERED LSW: HORIZONTAL RSW: HORIZONTAL (COLUMN OFFSET) LSW: 8" RSW: 8" (GIRT DEPTH) ------LSW: ------------------------------------------------------------------------------------- . LSW: 8" RSW: " 8 -------------------------------------------------------------------------------------------------------------------- ACTUAL DESIGN LOADS LIVE LOAD INTERMEDIATE FRAME ENDWALL STRUCTURALS ROOF STRUCTURALS 20.0 psf FRAMES: 1 20.0 psf FEW 20.0 psf BAYS: 1, 2 20.0 psf REW COLLATERAL LOAD INTERMEDIATE FRAME ENDWALL STRUCTURALS ROOF STRUCTURALS none none none WIND SPEED ENDWALL SIDEWALL INTERMEDIATE FRAME 80.00 mph FRAMES: 1 STRUCTURALS STRUCTURALS BRACING ROOF STRUCTURALS 80.00 mph FEW 80.00 mph RSW 80 mph 80.00 mph BAYS: 1, 2 80.00 mph REW 80.00 mph LSW WIND COEFFICIENT (* INDICATES OVERRIDE) PRESSURE SUCTION UPLIFT All girts 0.900 -0.900 Roof Structurals -1.000 Bracing 0.800 -0.500 -------------------------------------------------------------------------------- DATE: 10/01/04 D E S I G N D A T A R E P O R T PD1200DSN TIME: 10:57 AM 0-00-01 GLOBAL DATA LRF DESIGN SPECIFICATIONS PAGE 1 --------------------------------------------------------------------------------------------------------------------- ORDER # 121812 BUILDER NORTH VALLEY BUILDING S BLDR ORDER # 04-146 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT It 1 BLDG DESCRIPTION LRF 50' 0" 0/32 X 45' 0" 0/32 X 12' 3" 20/32 20 PSF 80 MPH UBC 97 4.000:12 ------------------------------------------------------------------------------------------------ 1 DESCRIPTION 1.1 GENERAL The primary structural system consists of rigid frames designed as clear span or with interior columns as a modular rigid frame. The end frames consist of H -Section beams and H or C Section posts arranged as described below. Purlins and eave struts spanning between the frames support the roof panels. The wall panels span from the base to the eave and may be supported at the intermediate points by girts spanning between the frames. 1.2 RIGID FRAMES The rigid frames consist of tapered or straight welded -up plate section exterior columns and roof beams with bolted splices. For modular frames, interior columns are straight sections. The minimum yield of the steel used for flanges and webs is 55 ksi. 1.3 END FRAMES Endwall framing has two options: (1) H -Section roof beams and Light gage "C" Section posts or H -Section posts designed as a pinned frame. Lateral support is provided by cross bracing in the plane of the endwall or in the roof. Endwall roof beams and H -Section posts are welded members using 55 ksi steel for flanges and webs. "C" Section posts may be single or double 12" members fabricated from 60 ksi minimum yield material. (2) H -Section roof beams and posts designed as a modular rigid frame. Lateral support is provided by frame action and bracing in the plane of the endwall where required. The minimum yield of the steel used for flanges and webs is 55 ksi. 1.4 SECONDARY FRAMING The secondary framing consists of purlins, girts, and eave struts cold -formed from 60 ksi minimum yield material. Purlins and girts are Z-shaped members and eave struts are C-shaped. 2 DESIGN SPECIFICATIONS All structural mill sections or welded -up plate sections are designed in accordance with the AISC SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS. All cold -formed structural members are designed in accordance with the AISI SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS. DATE: 10/01/04 D E S I G N D A T A R E P O R T PD1200DSN TIME: 10:57 AM 0-00-01 GLOBAL DATA LRF DESIGN SPECIFICATIONS PAGE 2 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 04-146 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 50' 0" 0/32 X 45' 0" 0/32 X 12' 3" 20/32 20 PSF 80 MPH UBC 97 4.000:12 ------------------------------------------------------------------------------------------------------------------------------------ 3 METHOD OF ANALYSIS 3.1 RIGID FRAMES The rigid frame is designed using the stiffness analysis method column bases. Modular frames with interior columns are indeterminate reaction analysis for this frame uses the energy changing sections of the frame, summations are obtained by adding the frame coefficients of these sections. 3.2 ENDWALL FRAMING The frame is designed with pinned connections at the designed with pinned connections at the column top. The method considering bending only. To account for the dividing the frame into a number of individual sections and Endwall framing has two options. Option 1 is a Pinned Endwall consisting of H -Section roofbeams designed as simple or continuous supported by endwall posts designed as pinned end members. Option 2 is a Rigid Endwall consisting of H -Section roof beams and posts designed as modular rigid frames with or without endwall bracing. g of 3.2.1 Pinned Endwall Option 3.2.1.1 Endwall Posts Endwall posts will be designed as pinned end members (simple span) to resist the moment and shear caused by wind load from the tributary wall area and the axial load caused by the vertical forces (dead load, live load, uplift) from the tributary roof area. All roof and wall loads will be considered uniformly distributed. Endwall posts will be assumed to be loaded through the shear center. The posts will be considered adequately braced against torsional- flexuraly buckling by the panels and girts. Girt locations will be considered inner and outer flange brace points. Moments and forces will be determined in accordance with the above specifications and procedures. 3.2.1.2 Endwall Roof Beams Endwall roof beams will be designed as simple span or continuous members depending on post arrangement. Eave connections will be considered to provide pinned end support as will the ridge connection when a post is situated under the ridge. The roof beams will be designed to resist the shear and moment caused by the dead load, live load, and wind uplift applied to the tributary roof area. The endwall panel weight (1.1 psf x eave height) will be deducted from the applied uplift load. Purlins will brace the top flange and flange braces will brace the bottom flange of roof beams. Allowable moment capacity will be computed in accordance with the AISI Specification. Moments and forces will be determined in accordance with the above specifications and procedures. 3.2.2 Rigid Endwall Option The rigid frame endwall consists of straight welded -up plate section corner columns, endwall posts, and roof beams with bolted splices. The minimum yield of the steel used for flanges and webs is 55 ksi. Endwall posts are designed as pinned end members (simple span) to resist the moment and shear caused by the wind load on the endwall and axial load caused by the vertical forces from the roof. Some frames will also be designed with rod bracing attached at the base and top of the endwall post to act in conjunction with the rigid frame action of the frame to resist the force caused by the wind load on the sidewalls. DATE: 10/01/04 D E S I G N D A T A R E P O R T PD120ODSN TIME: 10:57 AM --0_00-01 GLOBAL DATA LRF DESIGN SPECIFICATIONS PAGE 3 ------------------- -------------------------------- ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 04-146 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF50' 0" 0/32 X 45' 0" 0/32 X 12' 3" 20/32 20 PSF 80 MPH UBC 97 4.000:12 -- ------- ------------------------------------------------------------------------------------ 3.3 SECONDARY FRAMING 3.3.1 Purlins, Eave Struts, And Girts Purlins and girts may be designed as simple span or continuous beams. Eave struts are designed as simple span beams. All members are designed using the stiffness analysis method. The purlins and eave struts are designed for the shear and moment caused by live load or uplift on the tributary roof area and the axial load caused by wind on the tributary endwall area. The girts are designed for the shear and moment caused by wind pressure or suction applied to the tributary wall area. All loads are assumed uniformly distributed, but tapered and concentrated loads can be input and considered in the design. The section is optimized for either allowable forces, moments, or live load deflection in accordance with the above listed specifications and procedures. 3.3.2 Roof Panels Panels will be designed as continuous span members. All live or snow loads and wind pressure or suction are assumed uniformly distributed. 3.3.3 Wall Panels Panels will be designed as simple span (no girts) or continuous span (with girts) members. The panels will be designed assuming a uniformly distributed wind pressure or suction. Maximum panel spans will be developed in accordance with the above specifications and procedures. 3.4 WIND BRACING The standard wind bracing is provided by using brace rods. Alternate wall bracing can be provided by using portal frames, wind posts, or panel diaphragms. Brace rods will be designed as tension members in accordance with the applicable provisions of RISC. Rods 0.75 inch in diameter and less will have a minimum 80 ksi ultimate tensile strength. Rods larger than 0.75 inch in diameter will have a minimum 70 ksi ultimate tensile strength. Bracing design based on panel diaphragm action will require a lineal footage of full height panels determined by eave height and wind loading. DATE: 10/01/04 TIME: 10:57 AM D E S I G N 0-00-01 GLOBAL DATA D A T A R E P O R T PD1200DSN --------------------------- ------------------------LRF DESIGN SPECIFICATIONS PAGE 4 ORDER # 121812 BLDR CONTACT - ANDY BUILDER NORTH VALLEY BUILDING S WOOD BLDR ORDER __------ ____________ # 04-146 BLDR _ ACCOUNT # 20-04-007-90 BLDR PHONE # 520-345-7296 COMPLEX - NO (WIDTH) PROJ NAME - DAVE FULLER -ENGR GRP - Visalia UNIT # 1 BLDG (LENGTH) DESCRIPTION LRF 50' 0" 0/32 X (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) -(TYPE) 45 0 0/32 X 12 3 ------------------------------------------------------------ 20/32 20 PSF 80 MPH UBC 97 4.000:12 3.4.1 Roof And Sidewall Bracing The standard wind bracing to be provided in all buildings is a parallel chord Pratt truss in the roof and "X" diagonal rod members in the wall. The rod loads are computed by summing the windward and leeward endwall post reactions which act between the ridge of the .building and the strut whose load the brace rod is transferring down the roof. If more than one braced bay exists, it is assumed that the accumulated wind load is distributed equally to each braced bay. Hence the sum computed above is divided by the number of braced bays. The rod load is determined by dividing the strut load by the cosine of the angle between the strut and the brace rod. The braced bay sidewall reactions are the horizontal and vertical resolution of the load in the sidewall rods. 3.4.2 Endwall Bracing The endwall bracing for the Pinned Endwall will be designed as the lateral support system of the frame. Endwall bracing for the Rigid Endwall will be designed to act in conjunction with the rigid frame action of the frame to resist the forces caused by the wind load on the sidewalls. DA'Z'E: 1.0/01/04 TIME: 10:57 AM D E S I G N ROOF STRUCTURALS D A T A R E P LEFTSIDEWALL O R T EAVE STRUTS PD1200DSN ------------- -----------1-02-01 ------------------- NO DESCRIPTION PAGE 5 ORDER 121812 BUILDER BLDR CONTACT - ANDY WOOD - NORTH VALLEY BUILDING S ----------------------------------------------------- BLDR ORDER # 04-146 BLDR ACCOUNT # 20-04-007-90 COMPLEX - NO (TYPE) BLDR PHONE # 520-345-7296 (WIDTH) PROJ NAME - DAVE FULLER- ENGR GRP - Visalia UNIT # 1 BLDG DESCRIPTION LRF (LENGTH) 0" 0/32 X 45' 0" (HEIGHT) 0/32 (LIVE) (WIND) (CODE/YEAR) (SLOPE) - - - -----50' - -------- X 12' 3" ---------------- 20/32 20 PSF 80 MPH ------------------------- UBC 97 4.000:12 -------- SPANS AND UNIFORM LOADS( FT & PSF) 2 + LL -0.02 ----------------- +----------------------------------------------- -0.06 BAY SPAN LOAD UNIFORM LOADS 0.00 0.00 0.00 NUMBER WIDTH DL CLL LL WPRESS WSUCT SECTION PROPERTIES (ACTUAL +--------------------------------------------------- 1 24.50 2.09 1.4 0.0 20.0 0.0 0.0 2 19.50 2.09 1.4 0.0 20.0 0.0 0.0 NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. EAVE STRUT BRACE LOCATIONS BAY LOCATION/ NUMBER POSITION +------------------------------------------------------------------------------------------ --------------------- 9.50 14.50 + BOTH BOTTOM 2 7.50 12.50 BOTTOM BOTH NOTES: EAVE STRUT BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS END FORCES +------------------------------+-----------------------------------------+ FRONT EW REAR EW NO DESCRIPTION SHEAR (K) MOMENT (IN -K) SHEAR MOMENT (K) (IN-K) +------------------------------+-----------------------------------------+ 1 DL 2 + LL -0.02 0.06 -0.02 -0.06 DL + WL (S) 0.00 0.00 0.00 0.00 SECTION PROPERTIES (ACTUAL FURNISHED PART) +---------------------------------------------- BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) IY +------------------------------------------------=-------------- (IN**4) 1 2 0540543 299-4 0540543 239-4 8.00 0.077 8.00 0.060 60.00 3.50 0.31 1.25 1.28 12.83 2.30 0.077 0.060 60.00 3.50 0.31 1.25 1.28 12.83 2.30 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DATE: 10/01/04 D E S I G N D A T A R E P O R T TIME: 10:57 AM ------------------ 1-02-01 ROOF STRUCTURALS LEFT SIDEWALL EAVE STRUTS -------------------------------- PD1200DSN PAGE 6 ORDER BLDR CONTACT If 121812 - - BUILDER NORTH VALLEY BUILDING S BLDR ORDER # 04-146 ANDY WOOD BLDR ACCOUNT # 20-04-007-90 COMPLEX - NO BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- (TYPE) ENGR GRP Visalia UNIT # (WIDTH) (LENGTH) (HEIGHT) (LIVE) 1 BLDG DESCRIPTION LRF50' 0" 0/32 X (WIND) (CODE/YEAR) (SLOPE) 45' 0" 0/32 X 12' 3" 20/32 20 PSF -- ------- ---------------------------------------------------------------------------------------- 80 MPH UBC 97 4.000:12 DESIGN DATA SUMMARY +-------------------------------------------------------------------------- BAY NUM *********** --------------------------------------------------------- SHEAR *********** *********** COMBINED AXIAL & BENDING ********** * COMBINED SHEAR & BENDING ** STRUT LOAD XV ACTV ALLV CSRV LD---XM-----ACTM ALLM ACTA ALLA CSRB LD XC ACTVC ACTMC CSRC LD ACT +------------------------------------ ------------------------ ALLOW 1 2 0.0 19.5 -------------------------------------------------------- 0.6 5.3 0.114 1 12.2 44.2 101.6 0.00 25.40 0.435 1 12.2 0.1 + 44.2 0.189 1 0.7 32.2 -0.5 5.3 0.091 1 9.7 28.0 101.6 0.00 25.40 0.275 1 9.7 -0.1 28.0 0.076 1 4.3 32.8 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) ACTA = ACTUAL AXIAL FORCE (KIPS) ALLA = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR (KIPS) AT COMBINED LOCATION ACTMC = MOMENT (IN -KIPS) AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACT = MAXIMUM AXIAL FORCE'(KIPS) DUE TO WIND LOAD ALLOW = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DATE: 10/01/04 D E S I G N D A T A R E P O R T PD120ODSN TIME: 10:57 AM 1-02-01 ROOF STRUCTURALS RIGHT SIDEWALL EAVE STRUTS PAGE 7 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 04-146 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 50' 0" 0/32 X 45' 0" 0/32 X 12' 3" 20/32 20 PSF 80 MPH UBC 97 4.000:12 ------------------------------------------------------------------------------------------------------------------------------------ SPANS AND UNIFORM LOADS( FT & PSF) +----------------------------------------------------------+ BAY SPAN LOAD UNIFORM LOADS NUMBER WIDTH DL CLL LL WPRESS WSUCT +----------------------------------------------------------+ 1 24.50 2.09 1.4 0.0 20.0 0.0 0..0 2 19.50 2.09 1.4 0.0 20.0 0.0 0.0 NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. EAVE STRUT BRACE LOCATIONS +---------------------------------------------------------------------------------------------------------------+ BAY LOCATION/ NUMBER POSITION +---------------------------------------------------------------------------------------------------------------+ 1 9.50 14.50 BOTH BOTTOM 2 7.50 12.50 BOTTOM BOTH NOTES: EAVE STRUT BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS END FORCES +------------------------------+-----------------------------------------+ FRONT EW REAR EW SHEAR MOMENT SHEAR MOMENT NO DESCRIPTION (K) (IN -K) (K) (IN-K) +------------------------------+-----------------------------------------+ FLG RAD LIP 1 DL + LL -0.02 0.06 -0.02 -0.06 2 DL + WL (S) 0.00 0.00 0.00 0.00 SECTION PROPERTIES (ACTUAL FURNISHED PART) +----------------------------------------------------------------------------------------------------------------+ BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IY NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) +----------------------------------------------------------------------------------------------------------------+ 1 0540543 299-4 8.00 0.077 0.060 60.00 3.50 0.31 1.25 1.28 12.83 2.30 2 0540543 239-4 8.00 0.077 0.060 60.00 3.50 0.31 1.25 1.28 12.83 2.30 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DATE: 10/01/04 D E S I G N D A T A R E P O R T PD1200DSN TIME: ------------------------------------------------------------------------------------------------------------------------------------ 10:57 AM 1-02-01 ROOF STRUCTURALS RIGHT SIDEWALL EAVE STRUTS PAGE 8 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 04-146 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # ----------------------------------------------------------------------------------------------------------------------------------- 1 BLDG DESCRIPTION LRF 50' 0" 0/32 X 45' 0" 0/32 X 12' 3" 20/32 20 PSF 80 MPH UBC 97 4.000:17. DESIGN DATA SUMMARY +----------------------------------------------------------------------------------------------------------------------------------+ BAY *********** SHEAR *********** *********** COMBINED AXIAL & BENDING ********** * COMBINED SHEAR & BENDING ** STRUT LOAD NUM XV ACTV ALLV CSRV LD XM ACTM ALLM ACTA ALLA CSRB LD XC ACTVC ACTMC CSRC LD ACT ALLOW +----------------------------------------------------------------------------------------------------------------------------------+ 1 0.0 0.6 5.3 0.114 1 12.2 44.2 101.6 0.00 25.40 0.435 1 12.2 0.1 44.2 0.189 1 0.7 32.2 2 19.5 -0.5 5.3 0.091 1 9.7 28.0 101.6 0.00 25.40 0.275 1 9.7 -0.1 28.0 0.076 1 4.3 32.8 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) ACTA = ACTUAL AXIAL FORCE (KIPS) ALLA = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR (KIPS) AT COMBINED LOCATION ACTMC = MOMENT (IN -KIPS) AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACT = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD ALLOW = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DATE: 10/01/04 D E S I G N D A T A R E P O R T BAY SPAN TIME: 10:57 AM 1-02-01 ROOF STRUCTURALS LEFT SLOPE PURLINS PD1200DSN ------------------------------------------------ WSUCT LEFT RIGHT TYPE +------------------------------------------------------------------------------------ DESCRIPTION PAGE 9 ORDER 121812 BLDR CONTACT - ANDY -------------------------- - BUILDER NORTH VALLEY BUILDING S WOOD BLDR ORDER --------------------------------------------- # 04-146 BLDR ACCOUNT # 20-04-007-90 COMPLEX - NO BLDR PHONE # 520-345-7296 (TYPE) (WIDTH) PROJ NAME - DAVE FULLER- ENGR GRP - Visalia UNIT # 1 BLDG DESCRIPTION-- (LENGTH) LRF 50' 0" 0/32 X 45' 0" (HEIGHT) 0/32 (LIVE) (WIND) (CODE/YEAR) (SLOPE) 0.04 ------- --------------------------------------------------------------------------------- X 12' 3" 20/32 20 PSF 80 MPH UBC 97 4.000:12 SPANS AND UNIFORM LOADS (FT & PSF) +-------------- ---------------- ----------------- BAY SPAN BAY SPAN LOAD ------ UNIFORM LOADS ---------------- LAP PURLIN NUMBER WIDTH DL CLL LL WPRESS WSUCT LEFT RIGHT TYPE +------------------------------------------------------------------------------------ DESCRIPTION (K) 124.50 1 24.50 5.00 1.4 0.0 20.0 0.0 + 17.6 SIMPLE 2 19.50 5.00 1.4 0.0 20.0 0.0 17.6 SIMPLE NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. PERIMETER LOADS (FT & PSF) +-------------- -------- -------------- BAY SPAN LOAD ------- PERIMETER ------------ - - - - -+ LOADS NUMBER WIDTH DL CLL LL WPRESS WSUCT ----------------------------------------------------------- -------------------------------------------------------------- MOMENT DESCRIPTION (K) 124.50 4.59 1.4 0.0 20.0 +1 0.0 25.0 2 19.50 4.59 1.4 0.0 20.0 0.0 25.0 PURLIN BRACE LOCATIONS BAY LOCATION/ NUMBER POSITION +--------------------------------------------------------------------------------------------------------0 ------- 1 9.50 14.5 + BOTH BOTTOM 2 7.50 12.50 BOTTOM BOTH NOTES: PURLIN BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS END FORCES +------------------------------+-----------------------------------------+ FRONT EW REAR EW NO SHEAR MOMENT SHEAR MOMENT DESCRIPTION (K) (IN -K) (K) (IN-K) +------------------------------+-----------------------------------------+ 1 DL + LL -0.05 0.16 -0.05 -0.16 2 DL + WL (S) 0.04 -0.12 0.04 0.12 DATE: 10/01/04 D E S I G N D A T A R E P O R T PD1200DSN TIME: 10:57 AM ------------------------------------------------------------------------------------------------------------------- 1-02-01 ROOF STRUCTURALS LEFT SLOPE PURLINS PAGE 10 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 04-146 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE If 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT if 1 BLDG DESCRIPTION ----------------------------------------------------------------------------------------------------------------------------------- LRF 50' 0" 0/32 X 45' 0" 0/32 X 12' 3" 20/32 20 PSF 80 MPH UBC 97 4.000:12 SECTION PROPERTIES (ACTUAL FURNISHED PART) +---------------------------------------------------------------------------------------------------------------+ DATA SUMMARY +----------------------------------------------------------------------------------------------------------------------------------+ BAY *********** SHEAR *********** *********** COMBINED AXIAL & BENDING ********** ** COMBINED SHEAR & BENDING ** STRUT LOAD NUM XV ACTV ALLV CSRV LD XM ACTM ALLM ACTA ALLA CSRB LD XC ACTVC BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IY NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) +---------------------------------------------------------------------------------------------------------------+ XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) 1 0530926 299-4 8.00 0.096 0.085 60.00 2.63 0.25 1.13 1.43 13.89 2.91 2 0530924 239-4 8.00 0.067 0.061 60.00 2.63 0.25 1.06 1.00 9.76 1.98 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DESIGN DATA SUMMARY +----------------------------------------------------------------------------------------------------------------------------------+ BAY *********** SHEAR *********** *********** COMBINED AXIAL & BENDING ********** ** COMBINED SHEAR & BENDING ** STRUT LOAD NUM XV ACTV ALLV CSRV LD XM ACTM ALLM ACTA ALLA CSRB LD XC ACTVC ACTMC CSRC LD ACT ALLOW +----------------------------------------------------------------------------------------------------------------------------------+ 1 0.0 1.4 10.1 0.136 1 12.2 100.6 123.9 0.00 19.80 0.812 1 12.2 0.2 100.6 0.660 1 4.7 2 19.5 -1.1 3.4 0.316 1 9.7 62.9 77.1 0.00 14.90 0.815 1 9.7 -0.2 62.9 0.667 1 7.6 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) ACTA = ACTUAL AXIAL FORCE (KIPS) ALLA = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR (KIPS) AT COMBINED LOCATION ACTMC = MOMENT (IN -KIPS) AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACT = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD ALLOW = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DATE: 10/01/04 D E S I G N D A T A R E P O R T PD1200DSN TIME: 10:57 AM 1-02-01 ROOF STRUCTURALS ----------------------------------------------------------------------------------------------------------------- LEFT SLOPE PURLINS PAGE 11 ORDER # 121812 - BUILDER NORTH VALLEY BUILDING S BLDR ORDER # 04-146 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT It 1 BLDG --------------------------------------------------------------------------------------------------------------------- DESCRIPTION LRF 50' 0" 0/32 X 45' 0" 0/32 X 12' 3" 20/32 20 PSF 80 MPH UBC 97 4.000:12 DESIGN DATA SUMMARY - WEB CRIPPLING +----------------------------------- - - - - ------------- -------- ---------- - - - - -+ BAY START **** WEB CRIPPLING **** ***** COMBINED CRIPPLING & BENDING ***** NUM END ACTP ALLP CSRC LD ACTM ALLM ACTP ALLP CSRBC LD +-------------------------------------------------------------------------------------+ 1 S 1.4 1.8 0.761 1 0.0 123.9 1.40 1.80 0.000 1 1 E -1.4 1.8 0.760 1 0.0 123.9 -1.40 1.80 0.000 1 2 S 1.1 CLIP 1 0.0 77.1 ' 1.10 CLIP 1 2 E -1.1 CLIP 1 0.0 77.1 -1.10 CLIP 1 NOTES: ACTP = ACTUAL WEB CRIPPLING LOAD (KIPS) ALLP = ALLOWABLE WEB CRIPPLING LOAD (KIPS) CSRC = COMBINED STRESS RATIO - WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION) CSRBC = COMBINED STRESS RATIO - BENDING AND WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) DATE: 10/01/04 D E S I G N D A T A R E P O R T WIDTH TIME: 10:57 AM ---------------------------------------------------------------------------------------------------------------------- 1-02-01 ROOF STRUCTURALS RIGHT SLOPE PURLINS PD120ODSN PAGE 12 - ORDER # 121812 BUILDER NORTH VALLEY BUILDING S BLDR ORDER # 04-146 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF ------50' ----- 0" 0/32 X 45' 0" ----------------------------------------------------------------------------------------- 0/32 X 12' 3" 20/32 20 PSF 80 MPH UBC 97 4.000:12 SPANS AND UNIFORM LOADS (FT & PSF) +-------------- --------- --- - - - - ------- ------ WIDTH BAY SPAN LOAD UNIFORM ------------------------- LOADS LAP ------ - - - - -+ PURLIN NUMBER WIDTH DL CLL LL WPRESS WSUCT LEFT RIGHT TYPE +-------------------------------------------------------------------------------------+ 25.0 2 19.50 4.59 1.4 0.0 20.0 1 24.50 5.00 1.4 0.0 20.0 0.0 17.6 SIMPLE 2 19.50 5.00 1.4 0.0 20.0 0.0 17.6 SIMPLE NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. PERIMETER LOADS (FT & PSF) +-------------- BAY SPAN --------- LOAD -------------------------------- - - - - -+ PERIMETER LOADS NUMBER WIDTH DL CLL LL WPRESS WSUCT +------------------------------------------------------------+ EW 1 24.50 4.59 1.4 0.0 20.0 0.0 25.0 2 19.50 4.59 1.4 0.0 20.0 0.0 25.0 PURLIN BRACE LOCATIONS +---------------------------------------------------------------------------------------------------------- - - - - -+ BAY LOCATION/ NUMBER POSITION +----------------------------------------------------------------------------------------------------------------+ 1 9.50 14.50 BOTH BOTTOM 2 7.50 12.50 BOTTOM BOTH NOTES: PURLIN BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS END FORCES +------------------------------+-----------------------------------------+ FRONT EW REAR EW SHEAR MOMENT SHEAR MOMENT NO DESCRIPTION (K) (IN -K) (K) (IN-K) +------------------------------+-----------------------------------------+ 1 DL + LL -0.05 0.16 -0.05 -0.16 2 DL + WL (S) 0.04 -0.12 0.04 0.12 DATE: 10/01/04 D E S I G N D A T A R E P O R T PD1200DSN TIME: 10:57 AM ----------------------------------------------------------------------------------------------------------------------- 1-02-01 ROOF STRUCTURALS RIGHT SLOPE PURLINS PAGE 13 - ORDER # 121812 BUILDER NORTH VALLEY BUILDING S BLDR ORDER # 04-146 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF ------------------------------------------------------------------------------------------------------------------------------- 50' 0" 0/32 X 45' 0" 0/32 X 12' 3" 20/32 20 PSF 80 MPH UBC 97 4.000:12 SECTION PROPERTIES (ACTUAL FURNISHED PART) +--------------------------- -------- ------- ----------------- ----------------------------- *********** SHEAR *********** *********** COMBINED AXIAL & BENDING ********** ** COMBINED ------------------------ - - - - -+ SHEAR & BENDING ** STRUT LOAD NUM BAY PART LENGTH DEPTH THICK MINTHK -- FY ------ FLG ---------- RAD ------- LIP --------- AREA ---------- IX --- - - - - -+ IY NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) ----------------------------------------------------------------------------------------------------------+ CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN -KIPS) 1 0530926 299-4 8.00 0.096 0.085 60.00 2.63 0.25 1.13 1.43 13.89 2.91 2 0530924 239-4 8.00 0.067 0.061 60.00 2.63 0.25 1.06 1.00 9.76 1.98 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DESIGN DATA SUMMARY +------------- ----------------------------------------------------------- BAY ----------------------------- *********** SHEAR *********** *********** COMBINED AXIAL & BENDING ********** ** COMBINED ------------------------ - - - - -+ SHEAR & BENDING ** STRUT LOAD NUM XV ACTV ALLV CSRV LD XM ACTM ALLM ALTA ALLA CSRB LD XC ACTVC ACTMC CSRC LD ACT ALLOW +----------------------------------------------------------------------------------------------------------------------------------+ 1 0.0 1.4 10.1 0.136 1 12.2 100.6 123.9 0.00 19.80 0.812 1 12.2 0.2 100.6 0.660 1 4.7 2 19.5 -1.1 3.4 0.316 1 9.7 62.9 77.1 0.00 14.90 0.815 1 9.7 -0.2 62.9 0.667 1 7.6 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) ACTA = ACTUAL AXIAL FORCE (KIPS) ALLA = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR (KIPS) AT COMBINED LOCATION ACTMC = MOMENT (IN -KIPS) AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACT = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD ALLOW = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DATE: 10/01/04 D E S I G N D A T A R E P O R T TIME: 10:57 AM ---------------------------------------------------------------------------------------------- 1-02-01 ROOF STRUCTURALS RIGHT SLOPE PURLINS PD120ODSN PAGE 14 ORDER # 121812 - BUILDER NORTH VALLEY BUILDING S BLDR ORDER # 04-146 BLDR ---------------- ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia COMPLEX.- NO UNIT If 1 (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) BLDG DESCRIPTION LRF50' 0" 0/32 X 45' 0" -- ------- ----------------------------------------------------------------------------------------- 0/32 X 12' 3" 20/32 20 PSF 80 MPH UBC 97 4.000:12 DESIGN DATA SUMMARY - WEB CRIPPLING +-------------------------------------------------------------------------------------+ BAY START **** WEB CRIPPLING **** ***** COMBINED CRIPPLING & BENDING ***** NUM END ACTP ALLP CSRC LD ACTM ALLM ACTP ALLP CSRBC LD +-------------------------------------------------------------------------------------+ 1 S 1.4 1.8 0.761 1 0.0 123.9 1.40 1.80 0.000 1 1 E -1.4 1.8 0.760 1 0.0 123.9 -1.40 1.80 0.000 1 2 S 1.1 CLIP 1 0.0 77.1 1.10 CLIP 1 2 E -1.1 CLIP 1 0.0 77.1 -1.10 CLIP 1 NOTES: ACTP = ACTUAL WEB CRIPPLING LOAD (KIPS) ALLP = ALLOWABLE WEB CRIPPLING LOAD (KIPS) CSRC = COMBINED STRESS RATIO - WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION) CSRBC = COMBINED STRESS RATIO - BENDING AND WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) DATE: 10/01/04 D E S I G N D A T A R E P O R T PD1200DSN TIME: 10:57 AM ------------------------------------------------------------------------------------------------------------------ 1-03-01 SIDEWALL STRUCTURALS LEFT SIDEWALL GIRTS PAGE 15 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 04-146 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION --------------- LRF 501 0" 0/32 X 45' 0" ----------------------------------------------------------------------------------------- 0/32 X 12' 3" 20/32 20 PSF 80 MPH UBC 97 4.000:12 SPAN AND UNIFORM LOADS --------------------------------------------------------------------------------------------------- (FT & PSF) (WIND PRESURE = 15.8 PSF / WIND SUCTION = 15.8 PSF) GIRT ELEVATION SECTION 1 SECTION 2 LENGTH(FT) ------------------------------------------------------------------------------------------------ 25.00 20.00 ------------------------------------------------------------------------------------------------ LOAD WIDTH / LEFT LAP / RIGHT LAP 7.50 5.65/0.0/2.0 5.65/2.0/0.0 GIRT LOCATIONS (TYPE/ ------------------------------------------------------------------ PART NUMBER - LENGTH(IN) ) GIRT ELEVATION SECTION 1 SECTION 2 LENGTH(FT) ------------------------------------------------------------------ 25.00 20.00 7.50 Z80/0530923 323-4 Z80/0530923 263-4 INNER GIRT BRACE LOCATIONS (DISTANCE FROM LEFT SIDE OF SECTION (FT)) --------------------------------------------------------------------------------------------- GIRT ELEVATION SECTION 1 SECTION 2 LENGTH(FT) 25.00 20.00 -------------------------------------------------------------------------------------------- ALL 6.13 ELEVATIONS 12.25 18.38 NOTES: GIRT BRACE LOCATIONS ARE MEASURED STARTING FROM FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS +------------------------------+ NO DESCRIPTION +------------------------------+ 1 WIND PRESSURE 2 WIND SUCTION DATE: 10/01/04 D E S I G N D A T A R E P O R T PD1200DSN TIME: ------------------------------------------------------------------------------------------------------------------------------------ 10:57 AM 1-03-01 SIDEWALL STRUCTURALS LEFT SIDEWALL GIRTS PAGE 16 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 04-146 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- -ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT ------------------------------------------------------------------------------------------------------------------------------------ # 1 BLDG DESCRIPTION LRF 50' 0" 0/32 X 45' 0" 0/32 X 12' 3" 20/32 20 PSF 80 MPH UBC 97 4.000:12 SECTION PROPERTIES (ACTUAL FURNISHED PART) PART SHAPE DEPTH THICKNESS FY FLANGE RADIUS LIP AREA IX IY NUMBER (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) 0530923 Z 8.00 0.060 60.00 2.63 0.25 0.75 0.86 8.35 1.40 DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) CONTINUOUS Z GIRTS +--------------------------------------------------------------------------------------- BAY/SECTION ************ SHEAR ************ *********** BENDING ************** ------------------------------+ ** COMBINED SHEAR & BENDING ***** NUMBER XV ACTV ALLV CSRV LD COND XM ACTM ALLM CSRB LD COND XC ACTVC ACTMC CSRC LD COND +---------------------------------------------------------------------------------------------------------------------------+ 1 22.5 -1.1 3.3 0.352 1 - 10.2 50.4 72.3 0.697 2 - 10.2 0.1 50.4 0.410 1 2 2.0 1.0 3.3 0.301 1 12.2 -22.7 26.7 0.852 2 2.0 1.0 -41.3 0.364 1 DATE: 10/01/04 D E S I G N D A T A R E P O R T PD1200DSN TIME: ------------------------------------------------------------------------------------------------------------------------------------ 10:57 AM 1-03-01 SIDEWALL STRUCTURALS RIGHT SIDEWALL GIRTS PAGE 17 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 04-146 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT ------------------------------------------------------------------------------------------------------------------------------------ # 1 BLDG DESCRIPTION LRF 50' 0" 0/32 X 45' 0" 0/32 X 12' 3" 20/32 20 PSF 80 MPH UBC 97 4.000:12 SPAN --------------------------------------------------------------------------------------------------- AND UNIFORM LOADS (FT & PSF) (WIND PRESURE = 15.8 PSF / WIND SUCTION = 15.8 PSF) GIRT ELEVATION SECTION 1 SECTION 2 --------------------------------------------------------------------------------------------------- LENGTH(FT) 25.00 20.00 LOAD WIDTH / LEFT LAP / RIGHT LAP --------------------------------------------------------------------------------------------------- 7.50 5.65/0.0/2.0 5.65/2.0/0.0 GIRT LOCATIONS (TYPE/ PART NUMBER - LENGTH(IN) ) ------------------------------------------------------------------ GIRT ELEVATION SECTION 1 SECTION 2 ------------------------------------------------------------------ LENGTH(FT) 25.00 20.00 7.50 Z80/0530923 323-4 Z80/0530'923 263-4 INNER GIRT BRACE LOCATIONS (DISTANCE FROM LEFT SIDE OF SECTION (FT)) --------------------------------------------------------------------------------------------------- GIRT ELEVATION SECTION 1 SECTION 2 LENGTH(FT) 25.00 20.00 --------------------------------------------------------------------------------------------------- ALL 6.13 ELEVATIONS 12.25 18.38 NOTES: GIRT BRACE LOCATIONS ARE MEASURED STARTING FROM FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS +------------------------------+ NO DESCRIPTION +------------------------------+ 1 WIND PRESSURE 2 WIND SUCTION DATE: 10/01/04 D E S I G N D A T A R E P O R T PD1200DSN TIME: 10:57 AM 1-03-01 SIDEWALL ------------------------------------------------------------------------------------------------------------------- STRUCTURALS RIGHT SIDEWALL GIRTS PAGE 18 ORDER # 121812 - BUILDER NORTH VALLEY BUILDING S BLDR ORDER # 04-146 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG ------------------------------------ DESCRIPTION LRF 50' 0" 0/32 ----------------------------------------------------------------------------------- X 45' 0" 0/32 X 12' 3" 20/32 20 PSF 80 MPH UBC 97 4.000:12 SECTION PROPERTIES (ACTUAL FURNISHED PART) PART SHAPE DEPTH THICKNESS FY FLANGE RADIUS LIP AREA IX IY NUMBER (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) 0530923 Z 8.00 0.060 60.00 2.63 0.25 0.75 0.86 8.35 1.40 DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) CONTINUOUS Z GIRTS +-----------------------------------------------------------------------------------------------------------------------------+ BAY/SECTION ************ SHEAR ************ *********** BENDING ************** ** COMBINED SHEAR & BENDING ***** NUMBER XV ACTV ALLV CSRV LD COND XM ACTM ALLM CSRB LD COND XC ACTVC ACTMC CSRC LD COND +---------------------------------------------------------------------------------------------------------------------------+ 1 22.5 -1.1 3.3 0.352 1 - 10..2 50.4 72.3 - 0.697 2 10.2 0.1 50.4 0.410 1 2 2.0 1.0 3.3 0.301 1 12.2 -22.7 26.7 0.852 2 2.0 1.0 -41.3 0.364 1 DATE: 7.0/01/04 SHAPE DEPTH (IN) D E S I G N D A T A R E P O R T PD1200DSN TIME: 10:57 AM ------------------------------------------------------------------------------------------------------------------------------------ 1-04-01 ENDWALL STRUCTURALS 0550303 FRONT ENDWALL GIRTS PAGE 19 ORDER If 121812 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER If 04-146 BLDR ACCOUNT If 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE If 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT it 1 BLDG DESCRIPTION LRF ------------------------------------------------------------------------------------------------------------------------------------ 50' 0" 0/32 X 45' 0" 0/32 X 12' 3" 20/32 20 PSF 80 MPH UBC 97 4.000:12 SPAN AND UNIFORM LOADS --------------------------------------------------------------------------------------------------- (FT & PSF) (WIND PRESURE = 15.8 PSF / WIND SUCTION = 15.8 PSF) GIRT ELEVATION SECTION 1 SECTION 2 SECTION 3 LENGTH(FT) ------=-------------------------------------------------------------------------------------------- 16.00 18.00 16.00 --------------------------------------------------------------------------------------------------- LOAD WIDTH / LEFT LAP / RIGHT LAP 12.50 6.07/0.0/0.0 7.50 6.98/0.0/0.0 6.25/0.0/0.0 6.98/0.0/0.0 GIRT LOCATIONS (TYPE/ PART NUMBER - LENGTH(IN) ) --------------------------------------------------------------------------------------- GIRT ELEVATION SECTION 1 SECTION 2 SECTION 3 LENGTH(FT) 16.00 18.00 16.00 --------------------------------------------------------------------------------------- 12.50 Z95/0550303 205-2 7.50 29.5/0550303 163-2 Z95/0550303 205-2 Z95/0550303 163-2 INNER GIRT BRACE LOCATIONS (DISTANCE FROM LEFT SIDE OF SECTION (FT)) --------------------------------------------------------------------------------------------------- GIRT ELEVATION SECTION 1 SECTION 2 SECTION 3 LENGTH(FT) 16.00 18.00 16.00 ------------------------------------------------- ------------------------------------------------- NO BRACES FOR THIS WALL LOAD COMBINATIONS +------------------------------+ NO DESCRIPTION +------------------------------+ 1 WIND PRESSURE 2 WIND SUCTION SECTION PROPERTIES (ACTUAL FURNISHED PART) PART NUMBER SHAPE DEPTH (IN) THICKNESS (IN) FY (KSI) FLANGE (IN) RADIUS (IN) LIP (IN) AREA (IN**2) IX (IN**4) IY (IN**4) 0550303 Z 9.50 0.060 60.00 2.75 0.25 1.06 1.00 13.47 1.98 DATE: 10/01/04 D E S I G N D A T A R E P O R T PD1200DSN TIME: 10:57 AM 1-04-01 ENDWALL STRUCTURALS FRONT ENDWALL GIRTS PAGE 20 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 04-146 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 50' 0" 0/32 X 45' 0" 0/32 X 12' 3" 20/32 20 PSF 80 MPH UBC 97 4.000:12 ------------------------------------------------------------------------------------------------------------------------------------ DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) SIMPLE Z GIRTS +-----------------------------------------------------------------------------------------------------------------------------+ BAY/SECTION ************ SHEAR ************ *********** BENDING ************** .** COMBINED SHEAR & BENDING ***** NUMBER XV ACTV ALLV CSRV LD COND XM ACTM ALLM CSRB LD COND XC ACTVC ACTMC CSRC LD COND +-----------------------------------------------------------------------------------------------------------------------------+ 1 0.0 0.3 2.7 0.102 1 2.5 -4.1 105.7 0.039 2 0.0 0.3 0.0 0.010 1 2 5.0 -0.2 2.7 0.091 1 2.5 -3.7 105.7 0.035 2 5.0 -0.2 0.0 0.008 1 3 0.0 0.3 2.7 0.102 1 2.5 -4.1 105.7 0.039 2 0.0 0.3 0.0 0.010 1 DATE: 10/01/04 SHAPE DEPTH (IN) D E S I G N D A T A R E P O R T PD1200DSN TIME: 10:57 AM ------------------------------------------------------------------------------------------------------------------------------------ 1-04-01 ENDWALL STRUCTURALS REAR ENDWALL GIRTS PAGE 21 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 04-146 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG ------------------------------------------------------------------------------------------------------------------------------------ DESCRIPTION LRF 50' 0" 0/32 X 45' 0" 0/32 X 12' 3" 20/32 20 PSF 80 MPH UBC 97 4.000:12 SPAN AND UNIFORM --------------------------------------------------------------------------------------------------- LOADS (FT & PSF) (WIND PRESURE = 15.8 PSF / WIND SUCTION = 15.8 PSF) GIRT ELEVATION SECTION 1 SECTION 2 LENGTH(FT) 25.00 --------------------------------------------------------------------------------------------------- 25.00 --------------------------------------------------------------------------------------------------- LOAD WIDTH / LEFT LAP / RIGHT LAP 12.50 3.98/0.0/0.0 3.98/0.0/0.0 7.50 6.25/0.0/0.0 6.25/0.0/0.0 GIRT LOCATIONS (TYPE/ PART NUMBER - LENGTH(IN) ) ------------------------------------------------------------------ GIRT ELEVATION SECTION 1 SECTION 2 LENGTH(FT) 25.00 25.00 ------------------------------------------------------------------ 12.50 Z95/0550326 271-2 Z95/0550326 271-2 7.50 Z95/0550326 271-2 Z95/0550326 271-2 INNER GIRT BRACE LOCATIONS (DISTANCE FROM LEFT SIDE OF SECTION (FT)) --------------------------------------------------------------------------------------------------- GIRT ELEVATION SECTION 1 SECTION 2 LENGTH(FT) 25.00 25.00 --------------------------------------------------------------------------------------------------- NO BRACES FOR THIS WALL LOAD COMBINATIONS +------------------------------+ NO DESCRIPTION +------------------------------+ 1 WIND PRESSURE 2 WIND SUCTION SECTION PROPERTIES (ACTUAL FURNISHED PART) PART NUMBER SHAPE DEPTH (IN) THICKNESS (IN) FY (KSI) FLANGE (IN) RADIUS (IN) LIP (IN) AREA (IN**2) IX (IN**4) IY (IN**4) 0550326 Z 9.50 0.096 60.00 2.75 0.25 1.19 1.62 21.57 3.38 DATE: 10/01/04 D E S I G N D A T A R E P O R T PD1200DSN TIME: 10:57 AM ------------------------------------------------------------------------------------------------------------------------------------ 1-04-01 ENDWALL STRUCTURALS REAR ENDWALL GIRTS PAGE 22 ORDER It 121812 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 04-146 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION ------------------------------------------------------------------------------------------------------------------------------------ LRF 50' 0" 0/32 X 45' 0" 0/32 X 12' 3" 20/32 20 PSF 80 MPH UBC 97 4.000:12 DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) SIMPLE Z GIRTS +-----------------------------------------------------------------------------------------------------------------------------+ BAY/SECTION ************ SHEAR ************ *********** BENDING ************** ** COMBINED SHEAR & BENDING ***** NUMBER XV ACTV ALLV CSRV LD COND XM ACTM ALLM CSRB LD COND XC ACTVC ACTMC CSRC LD COND +-----------------------------------------------------------------------------------------------------------------------------+ 1 0.0 1.2 11.2 0.111 1 12.5 -92.8 107.0 0.867 2 12.5 0.1 92.8 0.188 1 2 0.0 1.2 11.2 0.111 1 12.5 -92.8 107.0 0.867 2 12.5 0.1 92.8 0.188 1 DATE: 10/01/04 D E S I G N D A T A R E P O R T PD1200DSN TIME: ------------------------------------------------------------------------------------------------------------------------------------ 10:57 AM 1-05-01 LONGITUDINAL BRACING ROOF BRACING PAGE 23 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S DIR- BLDR ORDER # 04-146 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 DIA PROJ NAME - DAVE FULLER- ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT ------------------------------------------------------------------------------------------------------------------------------------ # 1 BLDG DESCRIPTION LRF 50' 0" 0/32 X 45' 0" 0/32 X 12' 3" 20/32 20 PSF 80 MPH UBC 97 4.000:12 ROOF BRACE RODS FOR LONGITUDINAL BRACING THE FOLLOWING TABLE CONTAINS INFORMATION ON THE BRACING SECTIONS STARTING WITH THE LEFT SIDEWALL STRUCTURE LINE AND THE FIRST BRACED BAY FROM THE FRONT ENDWALL. ANY DIRECTIONS INDICATED ASSUME YOU ARE LOOKING AT A PLAN VIEW OF THE ROOF BRACING WITH THE FRONT ENDWALL AT THE BOTTOM OF THE DRAWING. +------+-----+--------+-------+-------+-------+--------+----------+------------+ ROD BAY DIST BAYROD ROD ROD CONNECTION PART DIR- NUM FROM LEN LOAD LOAD DIA DET NUMBER ECTION FROM EAVE (WIND) (SEISM) FEW (FT) (FT) (KIPS) (KIPS) (IN) LEFTIRIGHT +------+-----+--------+-------+-------+-------+--------+----+-----+------------+ ! / ! 2 ! 0.00 ! 20.00 ! 4.34 ! 0.76 ! 0.5000 !B00l!B001 ! 544047 ! ! \ ! 2 ! 0.00 ! 20.00 ! 4.34 ! 0.76 ! 0.5000 !B001!B001 ! 544047 ! ! / ! 2 ! 17.00 ! 20.00 ! 1.97 ! 0.15 ! 0.5000 !B001!B001 ! 544047 ! ! \ ! 2 ! 17.00 ! 20.00 ! 1.97 ! 0.15 ! 0.5000 !B001!B001 ! 544047 ! ! / ! 2 ! 25.00 ! 20.00 ! 1.97 ! 0.15 ! 0.5000 !B00l!BO01 ! 544047 ! ! \ ! 2 ! 25.00 ! 20.00 ! 1.97 ! 0.15 ! 0.5000 !B001!B001 ! 544047 ! ! / ! 2 ! 33.00 ! 20.00 ! 4.34 ! 0.76 ! 0.5000 !B001!B001 ! 544047 ! ! \ ! 2 ! 33.00 ! 20.00 ! 4.34 ! 0.76 ! 0.5000 !B001!B001 ! 544047 ! +------+-----+--------+-------+-------+-------+--------+----+-----+------------+ DATE: 10/01/04 D E S I G N D A T A R E P O R T PD1200DSN TIME: 10:57 AM ---------------------------------------------------------------------------------------------------------------- 1-05-01 LONGITUDINAL BRACING WALL BRACING PAGE 24 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S ROD BLDR ORDER # 04-146 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 NUM PROJ NAME - DAVE FULLER- ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF --------------------------------------------------------------------------------------------------------------------------------- 50' 0" 0/32 X 45' 0" 0/32 X 12' 3" 20/32 20 PSF 80 MPH UBC 97 4.000:12 LEFT SIDEWALL BRACE RODS FOR LONGITUDINAL BRACING THE FOLLOWING TABLE CONTAINS INFORMATION ON THE SIDEWALL BRACE RODS STARTING WITH THE FIRST BRACED BAY.FROM THE FRONT ENDWALL. THE ROD DIR. INDICATES THE ROD DIRECTION AS VIEWED FROM THE OUTSIDE. THE ROD DIR HAS 3 VALUES WHICH MAY BE X , \ , OR / . +------+-----+-------+-------+-------+-------+--------+----------------+------------+-------------+-------------+ ROD BAYBAY ROD BAY BAY BR NOM ROD ROD ROD CONNECTION PART REACTIONS REACTIONS DIR- NUM SIZE EAVE LOAD LOAD DIA DET NUMBER HORIZI VERT HORIZI VERT ECTION FROM (WIND) HT (WIND) (SEISM) ANCH ANCH (SEISMIC) (WIND) (SEISMIC) (FT) FEW (FT) (FT) (KIPS) (KIPS) (IN) BASE TOP BOLT (KIPS)I(KIPS) (KIPS)I(KIPS) (KIPS)I(KIPS) +------+-----+-------+-------+-------+-------+--------+----+-----+-----+------------+------+------+------+------+ ! \ ! 2 ! 20.00 ! 12.30 ! 5.26 ! 3.24 ! 0.5000 !B00l! B00l! N/R ! 0544047 ! 4.66! 2.46! 1.31! 0.69! ! / ! 2 ! 20.00 ! 12.30 ! 5.30 ! 3.24 ! 0.5000 !B00l! B00l! N/R ! 0544047 ! 4.69! 2.48! 1.31! 0.69! +------+-----+-------+-------+-------+-------+--------+----+-----+-----+------------+------+------+------+------+ 0544047 ! 4.69! 2.48! 1.31! 0.69! +------+-----+-------+-------+-------+-------+--------+----+-----+-----+------------+------+------+------+------+ RIGHT SIDEWALL BRACE RODS FOR LONGITUDINAL BRACING THE FOLLOWING TABLE CONTAINS INFORMATION ON THE SIDEWALL BRACE RODS STARTING WITH THE FIRST BRACED BAY FROM THE FRONT ENDWALL. THE ROD DIR. INDICATES THE ROD DIRECTION AS VIEWED FROM THE OUTSIDE. THE ROD DIR HAS 3 VALUES WHICH MAY BE X , \ , OR / . +------+-----+-------+-------+-------+-------+--------+----------------+------------+-------------+-------------+ ROD BAYBAY BR NOM ROD ROD ROD CONNECTION PART REACTIONS REACTIONS DIR- NUM SIZE EAVE LOAD LOAD DIA DET NUMBER HORIZI VERT I HORIZI VERT ECTION FROM HT (WIND) (SEISM) ANCH (WIND) (SEISMIC) FEW (FT) (FT) (KIPS) (KIPS) (IN) BASE TOP (BOLT !(KIPS)I(KIPS) (KIPS)I(KIPS) +------+-----+-------+-------+-------+-------+--------+----+-----+-----+------------+------+------+------+------+ ! / ! 2 ! 20.00 ! 12.30 ! 5.26 ! 3.24 ! 0.5000 !B00l! B00l! N/R ! 0544047 ! 4.66! 2.46! 1.31! 0.69! ! \ ! 2 ! 20.00 ! 12.30 ! 5.30 ! 3.24 ! 0.5000 !B00l! B00l! N/R ! 0544047 ! 4.69! 2.48! 1.31! 0.69! +------+-----+-------+-------+-------+-------+--------+----+-----+-----+------------+------+------+------+------+ Shadowall Panel N 36" 12" 12" r Outside Face Section through Panel Section Properties for One Foot of Width 12" J Q0 Panel Material Design Thickness (in) Weight (psf) E (ksi) Fy (ksi) Compression on Outside Compression on Inside Sx (in3) I (in4) Sx (in3). I (in4) 26 Ga. Steel 0.017 0.95 29500 50 0.0807 0.0477 0.0406 0.0390 24 Ga Steel 0.0225 1.25 29500 50 0.1173 0.0747 0.0590 0.0557 Load / Span Table for One Foot of Width Legend: P = Pressure on Outside face S = Suction on Outside face Suction values do not include a 1/3 stress increase. All values shown are for 3 or more continuous spans. Calculations for allowable design loads consider bending, shear, combined bending and shear, web crippling, and panel pullover. Allowable load values for other spans may be interpolated. The suction values do not address the strength of the fastener/girt connection. Allowable Uniform Loads ( sf) Panel Material Fy (ksi) No. of Sans Span= 3'-9" San = 5'-0" San = T-0" San = 71-6" P S P S P S P S 26 Ga. Steel 50 1 79 58 44 32 23 17 20 14 2 58 79 32 44 17 23 14 20 3 72 90 41 51 21 26 18 23 24 Ga Steel 50 1 106 84 60 47 30 24 27 21 2 84 106 47 60 24 30 21 27 3 105 131 59 74 30 38 26 33 Legend: P = Pressure on Outside face S = Suction on Outside face Suction values do not include a 1/3 stress increase. All values shown are for 3 or more continuous spans. Calculations for allowable design loads consider bending, shear, combined bending and shear, web crippling, and panel pullover. Allowable load values for other spans may be interpolated. The suction values do not address the strength of the fastener/girt connection. Butlerib® II Roof Panel Design Data. 12" Outside Face M 12" Section Through Panel Section Properties for One Foot of Width 12" Panel Material Design Thickness (in) Weight sf) E (ksi) FY (ksi) Compression on Outside Com ression on Inside Sx (in3) I (in4) I Sx (in.3) I (in4) 28 Ga. Steel 0.014 0.80 29500 80 0.0327 0.0410 0.0380 0.0317 26 Ga. Steel 0.017 0.95 29500 80 0.0452 0.0557 0.0503 0.0407 24 Ga Steel 0.0225 1.25 29500 80* 0.0724 0.0860 0.0715 0.0563 24 Ga Steel 0.0225 1.25 129500 50** 1 0.0785 0.0920 0.0807 0.0607 22 Ga Steel 0.0285 1.55 24 Ga Steel 50 0.1107 0.1267 0.1123 0.0800 0.032 Alum. 0.032 0.55 :tg9500 10000 21.5 0.1242 0.1433 0.1222 0.0900 * Painted Finish Only ** ALZN Finish Only Load / Span Table for One- Foot of Width Legend: P = Pressure on Outside face * Painted Finish Only S = Suction on Outside face ** ALZN Finish Only Suction values do not include a 1/3 stress increase. All values shown are for 3 or more continuous spans. Calculations for allowable design loads consider bending, shear, combined bending and shear, web crippling, and panel pull -over. The suction values do not address the strength of the fastener/purlin connection. Allowable Uniform Load i Psf) Panel Material Fy (ksi) San = 2.5' San = 3.0' San = 4.0' San = 5.0' JSan = 5.27' P S P S P F S P S I P I S 28 Ga. Steel 80 100 115 84 96 63 72 42 52 38 47 26 Ga. Steel 80 158 139 132 116 90 87 58 70 52 65 24 Ga Steel 80* 180 185 170 154 145 115 93 92 83 88 24 Ga Steel 50** 160 146 140 122 98 1 91 74 73 70 69 22 Ga Steel 50 170 185 1 160 154 145 116 102 93 91 88 0.032 Alum. 21.5 151 78 125 65 76 49 49 39 44 37 Legend: P = Pressure on Outside face * Painted Finish Only S = Suction on Outside face ** ALZN Finish Only Suction values do not include a 1/3 stress increase. All values shown are for 3 or more continuous spans. Calculations for allowable design loads consider bending, shear, combined bending and shear, web crippling, and panel pull -over. The suction values do not address the strength of the fastener/purlin connection. S DATE: 10/01/04 CADDS TIME: 10:50 AM -------------- ---------------------------------------------------------------------------------------------------------------------- c ORDER If 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ------------------------------------------------------------------------------------------------------------------------------------ ANDY WOOD BLDR PHONE If 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) ------ (WIDTH) ------- (HEIGHT) -------- (LIVE) (WIND) (CODE/YEAR) (SLOPE) (UNIT) (FRAMELINES) PAGE NO DESIGN FRAME It O1 EWDS 50'-0" 12'-3 5/8" ------ 20 PSF ------ 80 MPH ----------- UBC 97 ------- 4.000 TO 12 ------------------ 1 ------- .... f— 1 DESIGN FRAME If 02 LRF 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 Z .... /g —24 DESIGN FRAME If 04 EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 ,3 .... F —45 G E N E R A L I N F O R M A T I O N DATE: 10/01/04 CADDS TIME: 10:50 AM ------------------------------------------------------------------------------------------------------------------------------------ PAGE: F 1 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM ------------------------------------------------------------------------------------------------------------------------------------ FRAME # 01 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 LEFT SIDE RIGHT SIDE SPAN NO. WIDTH MISCELLANEOUS PROPERTIES EAVE HEIGHT = 12.005 FT. 12.005 FT. 1 = 16.000 FT MODULUS OF ELASTICITY = 29000 KSI FRAME HEIGHT = 11.302 FT. 11.302 FT. 2 = 18.000 FT COL. CLEAR HT. = 10.804 FT. 10.804 FT. 3 = 16.000 FT CMX = 0.850 SLOPE (P/12.) = 4.000 4.000 CMX(stepped column/no wind) = 0.950 SW R -BEAM OFFSET = 0.125 IN. 0.125 IN. CMY(pinned in minor axis) = 0.600 DIST. TO RIDGE = 25.000 FT. 25.000 FT. CMY(fixed in minor axis) = 0.400 COLUMN OFFSET = 8.000 IN. 8.000 IN. GIRT DEPTH = 8.000 IN. 8.000 IN. ENDWALL PURLIN DEPTH = 8.000 IN. 8.000 IN. FRAME OFFSET = 6.000 IN. (PURLIN UNINSULATED) POST OFFSET = 1.000 IN. ## P Delta Analysis ## --------------------- JOINT DATA --------------------- ------------------------------ MEMBER DATA ------------------------------ JOINT X-COORD Y-COORD DEGREE -OF -FREEDOM MEMBER MOM. RELEASE K VALUES NUMBER FT FT X Y MZ Z MX NUMBER JOINTS START END IN PLANE OUT OF PLANE 1 1.167 0.000 1 1 0 1 0 1 1- 2 0 0 1.50 1.00 2 1.167 11.164 0 0 0 1 0 2 2- 3 0 0 0.75 1.00 3 16.000 16.108 0 0 0 1 0 3 4- 3 Rotated 0 1 1.00 1.00 4 16.000 0.000 1 1 0 1 0 4 3- 5 0 0 1.50 1.00 5 25.000 19.108 0 0 0 0 0 5 6- 5 0 0 1.50 1.00 6 34.000 16.108 0 0 0 1 0 6 7- 6 Rotated 0 1 1.00 1.00 7 34.000 0.000 1 1 0 1 0 7 8- 6 0 0 0.75 1.00 8 48.833 11.164 0 0 0 1 0 8 9- 8 0 0 1.50 1.00 9 48.833 0.000 1 1 0 1 0 ( 0 = FREE 1 = FIXED ) ( 1 = RELEASE 0 = NO RELEASE ) C E L O C A T I O N S DATE: 10/01/04 CADDS TIME: .10:50 ------------------------------------------------------------------------------------------------------------------------------------ AM PAGE: F 2 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ------------------------------------------------------------------------------------------------------------------------------------ SYSTEM FRAME # 01 DESCRIPTION EWDS 50'-0'. 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 DIST - Distance to secondary from the end of the member in FEET. BRACE - Minor axis secondary bracing code as follows: ACCUM - Distance to purlin from the low sidewall in FEET. No support ID - B Base, W SW&EW Girt @ corner, U SW Girt, 0 FL Outside flange only braced V EW Girt Only, 0 Other, E Eave str, P Purl, L Lmk TP O-IF Outside and Inside flange braced MAJOR - Major axis brace point indicator. ( YES or NO ) O-SF Outside braced and inside Single flange brace NOTE: BRACE FORCE is the required support force (in kips) perpendicular to the flange COLUMN 1- 2 BRACE COLUMN 4- 3 BRACE COLUMN 7- 6 BRACE COLUMN 9- 8 BRACE DIST ID BRACE MAJOR FORCE DIST ID BRACE MAJOR FORCE DIST ID BRACE MAJOR FORCE DIST ID BRACE MAJOR FORCE 0.00 B O-IF YES 0.00 B O-IF YES 0.00 B O-IF YES 0.00 B O-IF YES 7.50 W O-SF YES 7.50 W O-SF NO 7.50 W O-SF NO 7.50 W O-SF YES 10.80 0 O-IF YES 12.50 V O FL NO 12.50 V 0 FL NO 10.80 0 O-IF YES 12.00 E O FL NO 15.58 - O O-IF YES 15.58 0 O-IF YES 12.00 E O FL NO 17.34 E NO 17.34 E NO ROOFBEAM 2- 3 BRACE ROOFBEAM 3- 5 BRACE ROOFBEAM 6- 5 BRACE ROOFBEAM 8- 6 BRACE DIST ACCUM ID BRACE FORCE DIST ACCUM ID BRACE FORCE DIST ACCUM ID BRACE FORCE DIST ACCUM ID BRACE FORCE 0.00 0.00 E 0 FL 3.19 19.19 P O-SF 3.19 19.19 P O-SF 0.00 0.00 E• O FL 4.19 4.19 P O-SF 8.19 24.19 P O FL 8.19 24.19 P 0 FL 4.19 4.19 P O-SF 9.19 9.19 P 0 FL 9.19 9.19 P 0 FL 14.19 14.19 ' P O-SF 14.19 14.19 P O-SF F R A M E D E S I G N - C O N V E N T I O N S DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: F 3 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 01 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 GENERAL In general, forces and coordinates follow the right hand rule. The X axis is horizontal and posi- V tive to the right. The Y axis is vertical and posi- tive upward. The Z axis is normal to the X and Y axis, and is positive out of this plane. Positive +---H moments about the X, Y, and Z axis are counter- / clockwise as viewed looking toward the origin of the Z axis. APPLIED LOADS For load application, vertical and horizontal distances are measured from an origin point at the left structure line and the base of the left exterior column. UNIF - Uniformly distributed loads. These loads can be in X ( horizontal ), Y ( vertical ), or Z ( normal, out -of -plane ) direction. The magnitude of the load is kips/foot. The distances are the location of the start and the end of the load, along the axis of the member. TAPR - Tapered distributed loads. The magnitude in kips/foot of each end of the load is given. Loads can be in the X, Y, or Z direction. Distances are measured along the axis of the member. CONC - Concentrated load. This load can be a force in the X or Y direction or a moment about the Z axis. The location of the load is measured along the member. The load exists at the neutral axis of the member, or at the outer or inner flange of the member. MCONC - Moment producing concentrated load. This load type is similiar to a concentrated load except the location of the load is given in global coordinates, and can exist off the member. ZCONC - Out -of -plane concentrated load. This load can be a moment about the global X or Y axis, or a force in the Z axis direction. SCRAN - Special load for crane loads. This is similiar to the MCONC load except that the moment is in the minor axis direction of the member and is supported by only one flange. DISTANCE TO SECONDARY MEMBERS AND ANALYSIS POINTS Columns use the vertical distance measured from the base plate of the column. Roofbeams use the horizontal distance measured from the start of the member. In the case of exterior roofbeams, the start of the member is at the exterior structure line. MEMBER FORCES Positive axial force, the member is in compression. Positive shear force, outward force on the end of the member. Positive moment, compression on the outer flange. FRAME REACTIONS Reactions use the global coordinate system. A positive horizontal (H) force is to the right. A positive vertical (V) force is upwards. A positive in -plane moment (M) is counter- clockwise in the X -Y plane. A positive out -of -plane force (Z) is out of the X -Y plane. A positive out -of -plane moment (MX) is counter clockwise about the X axis ( near side rotating down ). INCLUDES 1.00 IMPORTANCE FACTOR L 0 A D S U M M A R Y = Partially Exposed Roof DATE: 10/01/04 THERMAL CONDITION = Normal TIME: 10:50 AM CADDS ------------------------------------------------------------------------------------------------------------------------------------ NET ROOF LOAD FACTOR COEFF PAGE: F 4 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 14.00 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 01 DESCRIPTION EWDS 50'-0" ------------------------------------------------------------------------------------------------------------------------------------ 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 GENERAL BUILDING INFORMATION DESIGN BAY = 12.750 FT. TOTAL BUILDING LENGTH = 45.000 FT. PANELS TYPE DESCRIPTION WEIGHT LEFT SIDEWALL SHWAL 26STL 1.12 PSF ROOF BRII 26STL 2.37 PSF (INCLUDING ALLOWANCE FOR SECONDARIES) RIGHT SIDEWALL SHWAL 26STL 1.12 PSF ENDWALL SHWAL 26STL 1.12 PSF BUILDING USE AND LOCATION STATE = CALIFORNIA (INLAND) COUNTY = BUTTE USE CATEGORY = 4 (GENERAL USE) TERRAIN CAT/WIND EXP = C APPLIED LOADINGS BUILDING CODE = UBC - 1997: DEAD LOAD (DL ) = 2.370 PSF + FRAME DL COLLATERAL LOAD (CLL) = 0.000 PSF ROOF LIVE LOAD (LL ) = 20.000 PSF MTN COTINTY nPnTTNn gMr)W T.nnn - 0 PSF INCLUDES 1.00 IMPORTANCE FACTOR MIN = COUNTY RAIN ON SNOW 0.0 PSF ROOF EXPOSURE = Partially Exposed Roof THERMAL CONDITION = Normal COEFFICIENTS TRIBUTARY LOAD LOAD NET ROOF LOAD FACTOR COEFF (PSF) LEFT ROOF 70.00% 1.00 14.00 RIGHT ROOF 70.00% 1.00 14.00 COEFFICIENTS LEFT SIDEWALL LEFT ROOF RIGHT ROOF RIGHT SIDEWALL SIDEWALLS ROOF ENDWALL SIDEWALL CANOPY/OVERHANG ENDWALL CANOPY/OVERHANG SEISMIC LOADS (EQ ) WIND FROM LEFT (WLL) 0.800 (PRESSURE) 0.300 (PRESSURE) -0.700 (SUCTION ) -0.500 (SUCTION ) ENDWALL WIND PRESSURE (EWP) -0.700 (SUCTION ) -0.900 (SUCTION ) 0.800 (PRESSURE) -1.200 (SUCTION ) -1.200 (SUCTION ) WIND FROM RIGHT (WLR) -0.500 (SUCTION ) -0.700 (SUCTION ) 0.300 (PRESSURE) 0.800 (PRESSURE) ENDWALL WIND SUCTION (EWS) -0.700 (SUCTION ) -0.900 (SUCTION ) -0.700 (SUCTION ) -1.200 (SUCTION ) -0.700 (SUCTION ) INTERNAL PRESSURE (IP ) 0.000 0.000 0.000 0.000 INTERNAL SUCTION (IS ) 0.000 0.000 0.000 0.000 PERCENT SNOW LOAD = 0.000% Seismic W - LEFT ROOF = 4.370 PSF O A D S U M M A R Y SEISMIC ZONE DATE: 10/01/04 R FACTOR = 4.500 MIN CTY SEISMIC ZONE = 3 I FACTOR = 1.000 TIME: 10:50 AM ------------------------------------------------------------------------------------------------------------------------------------ = 1.000 STORY DRIFT LIMIT = 0.025 SOIL PROFILE - D P DELTA LIMIT = 0.100 CADDS PAGE: F 5 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD = 0.230 BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia Cv FACTOR (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ------------------------------------------------------------------------------------------------------------------------------------ # 01 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 WIND LOADS WIND LOAD LEFT = 80.000 MPH ( 17.597 PSF) MIN COUNTY WIND SPEED = 76 MPH WIND LOAD RIGHT = 80.000 MPH ( 17.597 PSF) INCLUDES 1.00 IMPORTANCE FACTOR WIND LOAD UPLIFT = 80.000 MPH ( 17.597 PSF) WIND LOAD CASE = 1 WIND ENCLOSURE = ENCLOSED COEFFICIENTS LEFT SIDEWALL LEFT ROOF RIGHT ROOF RIGHT SIDEWALL SIDEWALLS ROOF ENDWALL SIDEWALL CANOPY/OVERHANG ENDWALL CANOPY/OVERHANG SEISMIC LOADS (EQ ) WIND FROM LEFT (WLL) 0.800 (PRESSURE) 0.300 (PRESSURE) -0.700 (SUCTION ) -0.500 (SUCTION ) ENDWALL WIND PRESSURE (EWP) -0.700 (SUCTION ) -0.900 (SUCTION ) 0.800 (PRESSURE) -1.200 (SUCTION ) -1.200 (SUCTION ) WIND FROM RIGHT (WLR) -0.500 (SUCTION ) -0.700 (SUCTION ) 0.300 (PRESSURE) 0.800 (PRESSURE) ENDWALL WIND SUCTION (EWS) -0.700 (SUCTION ) -0.900 (SUCTION ) -0.700 (SUCTION ) -1.200 (SUCTION ) -0.700 (SUCTION ) INTERNAL PRESSURE (IP ) 0.000 0.000 0.000 0.000 INTERNAL SUCTION (IS ) 0.000 0.000 0.000 0.000 PERCENT SNOW LOAD = 0.000% Seismic W - LEFT ROOF = 4.370 PSF Seismic W - RIGHT ROOF = 4.370 PSE SEISMIC ZONE = 3 R FACTOR = 4.500 MIN CTY SEISMIC ZONE = 3 I FACTOR = 1.000 Na LATERAL FACTOR = 1.000 STORY DRIFT LIMIT = 0.025 SOIL PROFILE - D P DELTA LIMIT = 0.100 Nv FACTOR = 1.000 OMEGAO DEFLECT AMPLIF FACTOR = 3.150 Ct FACTOR = 0.035 T FACTOR = 0.230 Ca FACTOR = 0.360 Cv FACTOR = 0.540 p FACTOR = 1.000 NET SEISMIC FACTOR = 0.200 Maximum P Delta Stability Coefficient = 0.01 Associated Load Combination 4 F R A M E D E S I G N - L O A D C O M B I N A T I O N S DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: F 6 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 01 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 ------------------------------------------------------------------------------------------------------------------------------------ LCN LOAD DESCRIPTION STRESS MEMB P DELTA DESIGN LOADING GRP LOADING GRP LOADING GRP LOADING GRP LOADING GRP INCREASE STR LAT LONG CATEGORY PERCENT PERCENT PERCENT PERCENT PERCENT 1 DL + LL 1.000 N N N Std Des 100.00 DL' 100.00 LL 2 DL + WLL 1.333 N N N Std Des 100.00 DL 100.00 WLL 3 DL + WLR 1.333 N N N Std Des 100.00 DL 100.00 WLR 4 DL + EQL/1.4 1.333 N Y N Std Des 100.00 DL 72.00 EQ 5 DL + EQR/1.4 1.333 N Y N Std Des 100.00 DL -72.00 EQ 6 PDL+0.70PL+EQLm 1.700 Y N N Axial C 100.00 DL 70.00 LL 220.00 EQ 7 PDL+0.70PL+EQRm 1.700 Y N N Axial C 100.00 DL 70.00 LL -220.00 EQ 8 0.85PDL + EQLm 1.700 Y N N Axial T 85.00 DL 220.00 EQ 9 0.85PDL + EQRm 1.700 Y N N Axial T 85.00 DL -220.00 EQ 10 DL + EQLm 1.700 Y N N Conns 100.00 DL 220.00 EQ 11 DL + EQRm 1.700 Y N N Conns 100.00 DL -220.00 EQ 12 DL + EWP 1.333 N N N Std Des 100.00 DL 100.00 EWP 13 DL + EWS 1.333 N N N Std Des 100.00 DL 100.00 EWS P L I E D L O A D S DATE: 10/01/04 TIME: 10:50 AM CADDS ------------------------------------------------------------------------------------------------------------------------------------ PAGE: F 7 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ----------------------------------------------------------.-------------------------------------------------------------------------- SYSTEM FRAME # 01 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 LOAD CASE (DL ) DEAD LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START-END) TYPE FT FT X Y Z LOCATION DL 2 2 - 3 UNIF 0.00 16.00 0.000 K/FT -0.030 K/FT 0.000 K/FT DL 4 3 - 5 UNIF 16.00 25.00 0.000 K/FT -0.030 K/FT 0.000 K/FT DL 5 6 - 5 UNIF 25.00 34.00 0.000 K/FT -0.030 K/FT 0.000 K/FT DL 7 8 - 6 UNIF 34.00 50.00 0.000 K/FT -0.030 K/FT 0.000 K/FT LOAD CASE (LL ) LIVE LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START-END) TYPE FT FT X Y Z LOCATION LL 2 2 - 3 UNIF 0.00 16.00 0.000 K/FT -0.178 K/FT 0.000 K/FT LL 4 3 - 5 UNIF 16.00 25.00 0.000 K/FT -0.178 K/FT 0.000 K/FT LL 5' 6 - 5 UNIF 25.00 34.00 0.000 K/FT -0.178 K/FT 0.000 K/FT LL 7 8 - 6 UNIF 34.00 50.00 0.000 K/FT -0.178 K/FT 0.000 K/FT LOAD CASE (WLL) WIND LOAD LEFT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START-END) TYPE FT FT X Y Z LOCATION WLL 1 1 - 2 UNIF 0.00 12.00 0.180 K/FT 0.000 K/FT 0.000 K/FT WLL 2 2 - 3 UNIF 0.00 16.00 0.068 K/FT -0.068 K/FT 0.000 K/FT WLL 4 3 - 5 UNIF 16.00 25.00 0.068 K/FT -0.068 K/FT 0.000 K/FT WLL 5 6 - 5 UNIF 25.00 34.00 0.158 K/FT 0.158 K/FT 0.000 K/FT WLL 7 8 - 6 UNIF 34.00 50.00 0.158 K/FT 0.158 K/FT 0.000 K/FT WLL 8 9 - 8 UNIF 0.00 12.00 0.113 K/FT 0.000 K/FT 0.000 K/FT LOAD CASE (WLR) WIND LOAD RIGHT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START-END) TYPE FT FT X Y Z LOCATION WLR 1 1 - 2 UNIF 0.00 12.00 -0.113 K/FT 0.000 K/FT 0.000 K/FT WLR 2 2 - 3 UNIF 0.00 16.00 -0.158 K/FT 0.158 K/FT 0.000 K/FT WLR 4 3 - 5 UNIF 16.00 25.00 -0.158 K/FT 0.158 K/FT 0.000 K/FT WLR 5 6 - 5 UNIF 25.00 34.00 -0.068 K/FT -0.068 K/FT 0.000 K/FT WLR 7 8 - 6 UNIF 34.00 50.00 -0.068 K/FT -0.068 K/FT 0.000 K/FT WLR 8 9 - 8 UNIF 0.00 12.00 -0.180 K/FT 0.000 K/FT 0.000 K/FT A P P L I E D L O A D S DATE: 10/01/04 TIME: 10:50 AM CADDS --------------------------------------------------------------------------------------------------------------------------------- PAGE: F 8 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE 0 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 01 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 LOAD CASE (EQ ) SEISMIC LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS_ DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION EQ 1 1 - 2 UNIF 0.00 12.00 0.003 K/FT 0.000 K/FT 0.000 K/FT EQ 2 2 - 3 CONC 0.00 0.178 KIP 0.000 KIP 0.000 IN -K Outside flange EQ 4 3 - 5 CONC 16.00 0.100 KIP 0.000 KIP 0.000 IN -K Outside flange EQ 5 6 - 5 CONC 34.00 0.100 KIP 0.000 KIP 0.000 IN -K Outside flange EQ 7 8 - 6 CONC 50.00 0.178 KIP 0.000 KIP 0.000 IN -K Outside flange EQ 8 9 - 8 UNIF 0.00 12.00 0.003 K/FT 0.000 K/FT 0.000 K/FT LOAD CASE (EWP) EW WIND PRESSURE LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION EWP 1 1 - 2 UNIF 0.00 12.00 -0.158 K/FT 0.000 K/FT 0.000 K/FT EWP 1 1 - 2 UNIF 0.00 12.00 0.000 K/FT 0.000 K/FT -0.113 K/FT EWP 2 2 - 3 UNIF 0.00 16.00 -0.203 K/FT 0.203 K/FT 0.000 K/FT EWP 3 4 - 3 UNIF 0.00 17.34 0.000 K/FT 0.000 K/FT -0.240 K/FT EWP 4 3 - 5 UNIF 16.00 25.00 -0.203 K/FT 0.203 K/FT 0.000 K/FT EWP 5 6 - 5 UNIF 25.00 34.00 0.203 K/FT 0.203 K/FT 0.000 K/FT EWP 6 7 - 6 UNIF 0.00 17.34 0.000 K/FT 0.000 K/FT -0.240 K/FT EWP 7 8 - 6 UNIF 34.00 50.00 0.203 K/FT 0.203 K/FT 0.000 K/FT EWP 8 9 - 8 UNIF 0.00 12.00 0.158 K/FT 0.000 K/FT 0.000 K/FT EWP 8 9 - 8 UNIF 0.00 12.00 0.000 K/FT 0.000 K/FT -0.113 K/FT LOAD CASE (EWS) EW WIND SUCTION LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION EWS 1 1 - 2 UNIF 0.00 12.00 -0.158 K/FT 0.000 K/FT 0.000 K/FT EWS 1 1 - 2 UNIF 0.00 12.00 0.000.K/FT 0.000 K/FT 0.099 K/FT EWS 2 2 - 3 UNIF 0.00 16.00 -0.203 K/FT 0.203 K/FT 0.000 K/FT EWS 3 4 - 3 UNIF 0.00 17.34 0.000 K/FT 0.000 K/FT 0.210 K/FT EWS 4 3 - 5 UNIF 16.00 25.00 -0.203 K/FT 0.203 K/FT 0.000 K/FT EWS 5 6 - 5 UNIF 25.00 34.00 0.203 K/FT 0.203 K/FT 0.000 K/FT EWS 6 7 - 6 UNIF 0.00 17.34 0.000 K/FT 0.000 K/FT 0.210 K/FT EWS 7 8 - 6 UNIF 34.00 50.00 0.203 K/FT 0.203 K/FT 0.000 K/FT EWS 8 9 - 8 UNIF 0.00 12.00 0.158 K/FT 0.000 K/FT 0.000 K/FT EWS 8 9 - 8 UNIF 0.00 12.00 0.000 K/FT 0.000 K/FT 0.099 K/FT A P P L I E D L O A D S DATE: 10/01/04 TIME: 10:50 AM CADDS ----------------------------------------------------------------------------------------------------------------=------------------- PAGE: F 9 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ------------------------------------------------------------------------------------------------------------------------------------ SYSTEM FRAME # 01 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 LOAD CASE (PDE) P Delta Unit Story S LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION C 1 1 1 - 2 CONC 0.00 -0.160 KIP 0.000 KIP 0.000 IN -K Neutral axis C 1 1 1 - 2 CONC 11.16 0.160 KIP 0.000 KIP 0..000 IN -K Neutral axis C 3 3 4 - 3 CONC 0.00 -0.340 KIP 0.000 KIP 0.000 IN -K Neutral axis C 3 3 4 - 3 CONC 16.11 0.340 KIP 0.000 KIP 0.000 IN -K Neutral axis C 6 6 7 - 6 CONC 0.00 -0.340 KIP 0.000 KIP 0.000 IN -K Neutral axis C 6 6 7 - 6 CONC 16.11 0.340 KIP 0.000 KIP 0.000 IN -K Neutral axis C 8 8 9 - 8 CONC 0.00 -0.160 KIP 0.000 KIP 0.000 IN -K Neutral axis C 8 8 9 - 8 CONC 11.16 0.160 KIP 0.000 KIP 0.000 IN -K Neutral axis F R A M E D E S I G N - S E C T I O N P R O P E R T I E S DATE: 10/01/04 TIME: 10:50 AM CADDS ORDER # 121812 BUILDER NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER --------PAGE--F--10 ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 01 ------------------------------------------------------------------------------------------------------------------ DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 MEMBER NO. 1 JOINTS 1 - 2 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.250 WEB = 0.120 INNER FLANGE = 5.000 X 0.250 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 2 0.00 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 7.50 7.50 3.75 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 7.50 7.50 3 7.50 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 7.50 7.50 4 10.80 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 3.30 3.30 MEMBER NO. 2 JOINTS 2 - 3 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.250 WEB = 0.120 INNER FLANGE = 5.000 X 0.250 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 1.35 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 4.41 2.99 2 4.19 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 5.27 10.54 3 9.19 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 5.27 10.54 4 14.19 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 5.27 10.54 5 15.84 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 5.10 5.10 MEMBER NO. 3 JOINTS 4 - 3 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.250 WEB = 0.120 INNER FLANGE = 5.000 X 0.250 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 0.00 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 7.50 7.50 2 3.75 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 7.50 7.50 3 7.50 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 7.50 8.08 4 12.50 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 5.00 8.08 5 15.58 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 3.08 8.08 MEMBER NO. 4 JOINTS 3 - 5 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.250 WEB = 0.120 INNER FLANGE = 5.000 X 0.250 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 0.00 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 5.10 5.10 2 3.19 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 5.27 9.32 3 8.19 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 5.27 9.32 4 8.84 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 1.38 9.32 F R A M E D E S I G N - S E C T I O N P R O P E R T I E S DATE: 10/01/04 TIME: 10:50 AM CADDS ------------------------------------------------------------------------------------------------------------------------------------ PAGE: F 11 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ------------------------------------------------------------------------------------------------------------------------------------ # 01 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 MEMBER NO. 5 JOINTS 6 - 5 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.250 WEB = 0.120 INNER FLANGE = 5.000 X 0.250 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT)- (FT) 1 1 0.00 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 5.10 5.10 2 3.19 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 5.27 9.32 3 8.19 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 5.27 9.32 4 8.84 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 1.38 9.32 MEMBER NO. 6 JOINTS 7 - 6 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.250 WEB = 0.120 INNER FLANGE = 5.000 X 0.250 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 0.00 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9..60 95.83 7.50 7.50 2 3.75 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 7.50 7.50 3 7.50 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 7.50 8.08 4 12.50 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 5.00 8.08 S 15.58 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 3.08 8.08 MEMBER NO. 7 JOINTS 6 - 6 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.250 WEB = 0.120 INNER FLANGE = 5.000 X 0.250 ANAL SEC DIST DEPTH AREA IX IIY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 1.35 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 4.41 2.99 2 4.19 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 5.27 10.54 3 9.19 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 5.27 10.54 4 14.19 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 5.27 10.54 5 15.84 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 • 5.10 5.10 MEMBER NO. 8 JOINTS 9 - 8 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.250 WEB = 0.120 INNER FLANGE = 5.00O.X 0.250 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 0.00 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 7.50 7.50 2 3.75 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 7.50 7.50 3 7..50 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 7.50 7.50 4 10.80 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 3.30 3.30 C O N T R O L L I N G S T R E S S DATE: 10/01/04 TIME: 10:50 AM CADDS ----------------------------------------------------------------------------------------------------------------------- PAGE: F 17. ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ---------------------------------------------------------------------------------------------------------------------------- # 01 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 COLUMN 1 - 2 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 3.88 16.92 16.92 1.87 0.00 31.94 31.47 33.00 2.88 17.38 0.97 1.00 1.75 0.02 0.00 0.00 0.02 1 2 2 12.00 3.88 16.92 16.92 1.33 -94.16 43.99 43.99 41.94 2.20 17.38 0.97 1.00 1.75 0.01 0.13 0.13 0.14 3 2 3 12.00 3.88 16.48 16.48 -1.21 198.14 43.99 41.94 43.99 -1.42 17.38 0.97 1.00 1.75 0.01 0.29 0.31 0.32 2 3 4* 12.00 3.88 16.92 16.92 1.23 -253.17 43.99 43.99-42.57 1.25 17.38 0.97 1.00 1.13 0.01 0.34 0.35 0.36 3 12 ROOF BEAM 2 - 3 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 3.88 16.92 16.92 1.47 -241.99 43.99 43.99 42.57 1.16 13.04 0.97 1.00 1.08 0.01 0.33 0.34 0.34 3 1 2 12.00 3.88 16.48 16.48 1.42 -201.72 43.99 43.99 37.16 1.68 17.38 0.97 1.00 2.04 0.01 0.32 0.33 0.34 3 3 3 12.00 3.88 16.92 16.48 1.35 -94.04 43.99 43.99 37.16 2.31 17.38 0.97 1.00 2.04 0.01 0.15 0.15 0.16 3 3 4 12.00 3.88 16.48 16.48 -1.28 -54.54 43.99 43.99 37.27 2.79 17.38 0.97 1.00 2.06 0.01 0.09 0.09 0.09 2 3 5* 12.00 3.88 16.92 16.92 1.28 103.59 43.99 42.57 43.99 2.77 17.38 0.97 1.00 1.29 0.01 0.14 0.14 0.15 3 3 COLUMN 4 - 3 Rotated 90 degrees AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 3.88 16.92 16.92 4.02 0.00 33.00 31.47 33.00 1.94 17.38 0.97 1.00 1.75 0.03 0.00 0.00 0.03 1 12 2 12.00 3.88 16.92 16.92 -1.74 46.75 43.99 41.94 43.99 1.04 17.38 0.97 1.00 1.75 0.01 0.07 0.06 0.07 12 12 3 12.00 3.88 16.48 16.92 -1.79 93.50 43.99 41.94 43.99 -0.46 17.38 0.97 1.00 1.75 0.01 0.14 0.15 0.16 12 12 4 12.00 3.88 16.92 16.92 -1.86 65.74 43.99 42.57 43.99 -1.43 17.38 0.97 1.00 1.16 0.01 0.09 0.09 0.10 12 12 5* 12.00 3.88 16.92 16.92 3.81 0.00 27.84 31.94 33.00 -2.01 17.38 0.97 1.00 1.75 0.04 0.00 0.00 0.04 1 12 T R O L L I N G S T R E S S DATE: 10/01/04 TIME: 10:50 AM CADDS ------------------------------------------------------------------------------------------------------------------------------------ PAGE: F 13 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ---------------------------------------------------------------------------------------------------------------------------- # 01 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 ROOF BEAM 3 - 5 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 3.88 16.92 16.92 0.09 -98.64 43.99 43.99 42.57 1.64 13.04 0.97 1.00 1.31 0.00 0.13 0.14 2 1 2 12.00 3.88 16.48 16.48 -0.20 48.21 43.99 42.57 43.99 0.68 13.04 0.97 1.00 1.63 0.00 0.07 .0.14 0.08 0.08 3 1 3 12.00 3.88 16.92 16.48 0.17 43.38 33.00 31.94 33.00 0.94 17.38 0.97 1.00 1.67 0.00 0.08 0.08 0.08 1 12 4* 12.00 3.88 16.92 16.92 0.17 43.09 33.00 31.94 33.00 0.93 17.38 0.97 1.00 1.00 0.00 0.08 0.08 0.08 1 12 ROOF BEAM 6 - 5 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 3.88 16.92 16.92 0.09 -98.64 43.99 43.99 42.57 1.64 13.04 0.97 1.00 1..31 0.00 0.13 0.14 0.14 3 1 2 12.00 3.88 16.48 16.48 -0.20 48.21 43.99 42.57 43.99 0.68 13.04 0.97 1.00 1.63 0.00 0.07 0.08 0.08 2 1 3 12.00 3.88 16.92 16.48 0.17 43.38 33.00 31.94 33.00 0.94 17.38 0.97 1.00 1.67 0.00 0.08 0.08 0.08 1 12 4* 12.00 3.88 16.92 16.92 0.17 43.09 33.00 31.94 33.00 0.93 17.38 0.97 1.00 1.00 0.00 0.08 0.08 0.08 1 12 COLUMN 7 - 6 Rotated 90 degrees AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 3.88 16.92 16.92 4.02 0.00 33.00 31.47 33.00 1.94 17.38 0.97 1.00 1.75 0.03 0.00 0.00 0.03 1 12 2 12.00 3.88 16.92 16.92 -1.74 46.75 43.99 41.94 43.99 1.04 17.38 0.97 1.00 1.75 0.01 0.07 0.06 0.07 12 12 3 12.00 3.88 16.48 16.92 -1.79 93.50 43.99 41.94 43.99 -0.46 17.38 0.97 1.00 1.75 0.01 0.14 0.15 0.16 12 12 4 12.00 3.88 16.92 16.92 -1.86 65.74 43.99 42.57 43.99 -1.43 17.38 0.97 1.00 1.16 0.01 0.09 0.09 0.10 12 12 5* 12.00 3.88 16.92 16.92 3.81 0.00 27.84 31.94 33.00 -2.01 17.38 0.97 1.00 1.75 0.04 0.00 0.00 0.04 1 12 C O N T R O L L I N G S T R E S S DATE: 10/01/04 TIME: 10:50 AM CADDS --------------------------------------------- --------------------------------------------------------------------------------------- PAGE: F 14 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 01 ------------------ DESCRIPTION --EWDS-----50'_0"------12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 ROOF BEAM 8 - 6 ------------------------------------------------------------------- PT. DEPTH AREA SOX AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT NO. (IN) SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 3.88 16.92 16.92 1.47 -241.99 43.99 43.99 42.57 1.16 13.04 0.97 1.00 1.08 0.01 0.33 0.34 0.34 2 1 2 12.00 3.86 16.48 16.48 1.42 -201.72 43.99 43.99 37.16 1.68 17.38 0.97 1.00 2.04 0.01 0.32 0.33 0.34 2 2 3 12.00 3.88 16.92 16.48 1.35 -94.04 43.99 43.99 37.16 2.31 17.38 0.97 1.00 2.04 0.01 0.15 0.15 0.16 2 2 4 12.00 3.88 16.48 16.48 -1.28 -54.54 43.99 43.99 37.27 2.79 17.38 0.97 1.00 2.06 0.01 0.09 0.09 0.09 3 2 5* 12.00 3.88 16.92 16.92 1.28 103.59 43.99 42.57 43.99 2.77 17.38 0.97 1.00 1.29 0.01 0.14 0.14 0.15 2 2 COLUMN 9 - 8 PT. DEPTH AREA SOX SIX AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT NO. (IN) (IN2) (IN3) (IN3) FORCE (KIPS) MOMENT (IN -KIP) FA (KSI) FBO (KSI) FBI (KSI) FORCE (KIPS) SHEAR QS QA CB O.FL I.FL STRESS COMB (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 3.88 16.92 16.92 1.87 0.00 31.94 31.47 33.00 2.88 17.38 0.97 1.00 1.75 0.02 0.00 0.00 0.02 1 3 2 12.00 3.88 16.92 16.92 1.33 -94.16 43.99 43.99 41.94 2.20 17.38 0.97 1.00 1.75 0.01 0.13 0.13 0.14 2 3 3 12.00 3.88 16.48 16.48 -1.21 198.14 43.99 41.94 43.99 -1.42 17.38 0.97 1.00 1.75 0.01 0.29 0.31 0.32 3 2 4* 12.00 3.88 16.92 16.92 1.23 -253.17 43.99 43.99 42.57 1.25 17.38 0.97 1.00 1.13 0.01 0.34 0.35 0.36 2 12 F R A M E D E S I G N - W E L D S U M M A R Y DATE: 10/01/04 TIME:: 10:50 AM CADDS ------------------------------------------------------------------------------------------------------------------------ PAGE: F 15 ORDER # 121812 BUILDER NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 01 DESCRIPTION EWDS ---------------------------------------------------------------------------------------------------------- 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 PART WEB WEB FLG-TO-WEB FILLET ALLOW CONTROLLING NO. SECT THK STRESS SIZE SHEAR MEMB ANAL LOAD (IN) (KIPS/IN) (KIPS/IN) NO. PT COND OV16340 1 0.120 0.156 1/8 2.620 1 1 2 OV16342 1 0.120 0.151 1/8 2.620 2 4 3 OV16344 1 0.120 0.109 1/8 2.620 3 5 12 THE FLANGE -TO -WEB SHEAR VALUES SHOWN HAVE BEEN ADJUSTED FOR WIND LOAD TO SHOW THE EQUIVALENT LIVE LOAD S P L I C E S U M M A R Y DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: F 16 --------------------------------------------------------------------------------------------------------------------- ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 01 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 ---------------------------------------------------------------------------------------------------------------------- THE CONTROLLING COMBINATIONS SHOWN ABOVE ARE BASED ON THE MAXIMUM TENSION IN THE FLANGES FOR AXIAL PLUS BENDING THE FORCES GIVEN ARE MEMBER FORCES ALONG THE NEUTRAL AXIS F R A M E D E S I G N - R E A C T I O N S DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: F 17 -------------------------------------------------------------------------=----------------------------------------------- ORDER # 121812 BUILDER NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT #--20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 01 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 ------------------------------------------------------------------------------------------------------------------ POSITIVE REACTION DIRECTION R H KIPS Horizontal Force to Right V 2-------3---5---6-------8 V KIPS Vertical Force Up Z KIPS Horizontal Out of Plane +---H / 1 4 7 9 Z A536 A549 A549 A537 ## P Delta Analysis Performed ## No. Loading Combination 1H 1V 1 DL + LL 3Z 0.18 1.87 2 DL + WLL 7V -2.88 -1.11 3 DL + WLR 9V 2.51 1.38 4 DL + EQL/1.4 4.02 -0.19 0.21 5 DL + EQR/1.4 0.00 0.26 0.68 6 PDL+0.70PL+EQLm not applicable 7 PDL+0.70PL+EQRm not applicable 8 0.85PDL + EQLm not applicable 9 0.85PDL + EQRm not applicable 10 DL + EQLm not applicable 11 DL + EQRm not applicable 12 DL + EWP 0.00 0.64 -1.93 13 DL + EWS 0.68 0.64 -1.93 No. Loading Combination 0.68 9Z Sum H 1 DL + LL 0.68 0.00 0.00 2 DL + WLL 0.00 0.00 -5.39 3 DL + WLR 0.00 5.39 4 DL + EQL/1.4 0.00 -0.45 5 DL + EQR/1.4 0.00 0.45 6 PDL+0.70PL+EQLm not applicable 7 PDL+0.70PL+EQRm not applicable 8 0.85PDL + EQLm not applicable 9 0.85PDL + EQRm not applicable 10 DL + EQLm not applicable 11 DL + EQRm not applicable 12 DL + EWP 0.63 0.00 13 DL + EWS -0.55 0.00 1Z 2Z 3Z 4V 4Z 6Z 7V 7Z 8Z 9H 9V 0.00 0.00 0.00 4.02 0.00 0.00 4.02 0.00 0..00 -0.18 1.87 0.00 0.00 0.00 4.60 0.00 0.00 -4.25 0.00 0.00 -2.51 1.38 0.00 0.00 0.00 -4.25 0.00 0.00 4.60 0.00 0.00 2.88 -1.11 0.00 0.00 0.00 1.31 0.00 0.00 0.68 0.00 0.00 -0.26 0.68 0.00 0.00 0.00 0.68 0.00 0.00 1.31 0.00 0.00 0.19 0.21 0.63 0.72 -0.55 -0.63 Sum V Sum Z 11.78 0.00 0.63 0.00 0.63 0.00 2.88 0.00 2.88 0.00 -7.25 11.05 -7.25 -9.66 2.23 -1.69 1.94 2.23 -1.69 1.94 0.72 -0.64 -1.93 -1.95 -1.69 -1.70 -1.95 -1.69 -1.70 -0.63 -0.64 -1.93 F R A M E D E S I G N - R E A C T I O N S DATE: 10/01/04 TIME: 10:50 AM CADDSPAGE: ------------------------------------------------------------------------------------------------------------------------ F 18 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 01 --------------------------------------------------------------------------------------------------------------- DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 POSITIVE REACTION DIRECTION R H KIPS Horizontal Force to Right V 2-------3---5---6-------8 V KIPS Vertical Force Up Z KIPS Horizontal Out of Plane +---H / 1 4 7 9 Z A536 A549 A549 A537 ID Load Case 1H 1V 1Z 2Z 3Z 4V 4Z 6Z 7V 7Z 8Z 911 9V DL DEAD LOAD 0.03 0.45 0.00 0.00 0.00 0.99 0.00 0.00 0.99 0.00 0.00 -0.03 0.45 LL LIVE LOAD 0.14 1.42 0.00 0.00 0.00 3.03 0.00 0.00 3.03 0.00 0.00 -0.14 1.42 WLL WIND LOAD LEFT -2.91 -1.56 0.00 0.00 0.00 3.61 0.00 0.00 -5.24 0.00 0.00 -2.48 0.93 WLR WIND LOAD RIGHT 2.48 0.93 0.00 0.00 0.00 -5.24 0.00 0.00 3.61 0.00 0.00 2.91 -1.56 EQ SEISMIC LOAD -0.31 -0.33 0.00 0.00 0.00 0.44 0.00 0.00 -0.44 0.00 0.00 -0.31 0.33 EWP EW WIND PRESSURE 0.60 -2.38 0.63 0.72 2.23 -2.69 1.94 2.23 -2.69 1.94 0.72 -0.60 -2.38 EWS EW WIND SUCTION 0.60 -2.38 -0.55 -0.63 -1.95 -2.69 -1.70 -1.95 -2.69 -1.70 -0.63 -0.60 -2.38 PDE P Delta Unit Story S -0.34 -0.60 0.00 0.00 0.00 0.79 0.00 0.00 -0.79 0.00 0.00 -0.34 0.60 ID Load Case 9Z Sum H Sum V Sum Z DL DEAD LOAD 0.00 0.00 2.88 0.00 LL LIVE LOAD 0.00 0.00 8.90 0.00 WLL WIND LOAD LEFT 0.00 -5.39 -2.25 0.00 WLR WIND LOAD RIGHT 0.00 5.39 -2.25 0.00 EQ SEISMIC LOAD 0.00 -0.63 0.00 0.00 EWP EW WIND PRESSURE 0.63 0.00 -10.14 11.05 EWS EW WIND SUCTION -0.55 0.00 -10.14 -9.66 PDE P Delta Unit Story S 0.00 -0.68 0.00 0.00 U M M A R Y DATE: 10/0.1/04 CADDS TIME: 10:50 AM ------------------------------------------------------------------------------------------------------------------------------------ PAGE: F 19 ORDER If 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM ------------------------------------------------------------------------------------------------------------------------------------ FRAME # 01 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 MEMBER NO. 1 ---------------------------------- JOINT 1 - 2 SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 10.80 55. 3 3.75 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.359 3 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1• 1.23 -253.17 0.32 -14.96 -14.96 43.99 43.99 42.57 2.88 17.38 0.166 2 MEMBER NO. 2 JOINT 2 - 3 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 16.00 55. 4 5.00 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.345 3 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 1.47 -241.99 0.38 -14.30 -14.30 43.99 43.99 42.57 2.79 17.38 0.160 3 MEMBER NO. 3 ---------------------------------- JOINT 4 - 3 Rotated 90 degrees SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 15.58 55. 4 5.00 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.159 12 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 -1.79 93.50 -0.46 5.67 6.51 43.99 41.94 43.99 -2.01 17.38 '0.116 12 F R A M E D E S I G N - S T R E S S S U M M A R Y DATE: 10/01/04 TIME: 10:50 AM CADDS ------------------------------------------------------- PAGE: F 20 ORDER # 121812 BLDR CONTACT ----------------------------------------------------------------------------- BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 01 DESCRIPTION EWDS 50'-0" --------------------------------------------------------------------------------------------------------------- 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 MEMBER NO. 4 ---------------------------------- JOINT 3 - 5 SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 9.00 55., 3 5.00 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.137 2 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 0.09 -98.64 0.02 -5.83 -5.83 43.99 43.99 42.57 1.64 13.04 0.125 1 MEMBER NO. 5 ---------------------------------- JOINT 6 - 5 SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 9.00 55. 3 5.00 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.137 3 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 0.09 -98.64 0.02 -5.83 -5.83 43.99 43.99 42.57 1.64 13.04 0.125 1 MEMBER NO. 6 ---------------------------------- JOINT 7 - 6 Rotated 90 degrees SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 15.58 55. 4 5.00 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.159 12 CONTROLLING ACTIONS --- AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 -1.79 93.50 -0.46 5.67 6.51 43.99 41.94 43.99 -2.01 17.38 0.116 12 F R A M E D E DATE: 10/01/04 S I G N - S T R E S S S U M M A R Y TIME: 10:50 AM CADDSPAGE: F 21 ----------------------------------------------------------------------------------------------------------------------- ORDER If 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER If 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE If 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME If 01 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 ---------------------------------------------------------------------------------------------------------------- MEMBER NO. 7 JOINT 8 - 6 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 16.00 55. 4 5.00 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.345 2 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- --------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 1.47 -241.99 0.38 -14.30 -14.30 43.99 43.99 42.57 2.79 17.38 0.160 2 MEMBER NO. 8 JOINT 9 - 8 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 10.80 55. 3 3.75 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.359 2 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 1.23 -253.17 0.32 -14.96 -14.96 43.99 43.99 42.57 2.88 17.38 0.166 3 ## P Delta Analysis Performed ## No. Loading Combination Cd 2H D E F L E C T I O N S 5H 5V DATE: 10/01/04 6V 8H 8V 1 DL + LL N CADDS TIME: 10:50 AM ------------------------------------------------------------------------------------------------------------------------------------ -0.015 -0.007 0.000 -0.054 0.015 -0.007 0.016 PAGE: F 22 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 0.001 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia -1.237 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) -1.234 DESIGN SYSTEM FRAME # 01 DESCRIPTION EWDS ------------------------------------------------------------------------------------------------------------------------------------ 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 0.126 POSITIVE DEFLECTION DIRECTION 0.129 -0.012 0.133 -0.001 R -0.001 5 DL H INCHES Horiz. Deflection to Right V -0.133 -0.001 2-------3---5---6-------8 -0.001 -0.129 -0.012 V INCHES Vertical Deflection Up -0.002 -0.125 0.000 12 DL + EWP N -0.016 0.002 +---H 0.003 0.000 -0.027 0.013 0.003 0.016 0.002 13 / + EWS N 1 4 7 9 0.000 Z 0.013 0.003 0.016 A536 A549 A549 A537 ## P Delta Analysis Performed ## No. Loading Combination Cd 2H 2V 3H 3V 5H 5V 6H 6V 8H 8V 1 DL + LL N -0.016 -0.002 -0.015 -0.007 0.000 -0.054 0.015 -0.007 0.016 -0.002 2 DL + WLL N 1.234 0.001 1.239 -0.008 1.238 -0.005 1.242 0.007 1.237 -0.002 3 DL + WLR N -1.237 -0.002 -1.242 0.007 -1.238 -0.005 -1.239 -0.008 -1.234 0.001 4 DL + EQL/1.4 N 0.125 0.000 0.126 -0.002 0.129 -0.012 0.133 -0.001 0.133 -0.001 5 DL + EQR/1.4 N -0.133 -0.001 -0.133 -0.001 -0.129 -0.012 -0.126 -0.002 -0.125 0.000 12 DL + EWP N -0.016 0.002 -0.013 0.003 0.000 -0.027 0.013 0.003 0.016 0.002 13 DL + EWS N -0.016 0.002 -0.013 0.003 0.000 -0.027 0.013 0.003 0.016 0.002 F R A M E D E S I G N - M E M B E R D E F L E C T I O N S DATE: 10/01/04 TIME: 10:50 AM CADDS PAGE: F 23 ORDER # 121812 BUILDER BLDR CONTACT - ANDY WOOD NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR PHONE # 520-345-7296 PROJ NAME DAVE FULLER- ENGR GRP - Visalia DESIGN SYSTEM FRAME It 01 DESCRIPTION (TYPE) EWDS (WIDTH) 50'-0" (HEIGHT) 12'-3 (LIVE) (WIND) (CODE/YEAR) (SLOPE) --------------------------------------------------------------------------------------------------------------- 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 POSITIVE DEFLECTION DIRECTION R H INCHES Horizontal to the Right V INCHES Vertical Up i +---2---+-4-+-5-+---7---+ +---H 1 3 6 8 Z MAXIMUM MEMBER DEFLECTIONS MEMBER No. Loading Combination PT 1H DEFL MEMBER 2V MEMBER 3H MEMBER 4V MEMBER 5V MEMBER 6H MEMBER 7V MEMBER 8H PT DEFL PT DEFL PT DEFL PT DEFL PT DEFL PT DEFL PT DEFL 1 DL + LL 3 2 DL + WLL -0.020 3 -0.021 6 -0.015 4 -0.054 4 -0.054 6 0.015 3 -0.021 3 0.020 5 3 DL WLR 1.234 3 -0.138 6 1.239 2 0.015 2 -0.020 6 1.242 3 0.144 5 1.237 + 5 4 DL + EQL/1.4 -1.237 3 0.144 6 -1.242 2 -0.020 2 0.015 6 -1.239 3 -0.138 5 -1.234 5 5 DL + EQR/1.4 0.125 3 -0.017 6 0.126 4 -0.012 3 -0.013 6 0.133 2 0.010 5 0.133 5 12 DL EWP -0.133 2 0.010 6 -0.133 3 -0.013 4 -0.012 6 -0.126 3 -0.017 5 -0.125 + 5 13 DL + EWS -0.016 3 0.033 3 -0.109 4 -0.027 4 -0.027 3 -0.109 3 0.033 5 0.016 5 -0.016 3 0.033 3 0.096 4 -0.027 4 -0.027 3 0.096 3 0.033 5 0.016 -R- OV16342 OV16342 0 F R A M E D E S I G N - F R A M E L A Y O U T V V DATE: 10/01/04 1 1 1 6 6 6 6 TIME: 10:50 AM 3 3 3 4 4 CARDS ---------------------------------------------------------------------------------------------------------------------------------- 4 4 0 1 2 PAGE: F ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 01 -------------------------------------------------------------------------------------------------------------------------------- DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 LEFT SIDE RIGHT SIDE SLOPE (P/12.) = 4.000 SLOPE (P/12.) = 4.000 DIST. TO RIDGE = 25.000 FT. DIST. TO RIDGE = 25.000 FT. COLUMN OFFSET = 8.000 IN. COLUMN OFFSET = 8.000 IN. GIRT DEPTH = 8.000 IN. GIRT DEPTH = 8.000 IN. PURLIN DEPTH = 8.000 IN. (PURLIN UNINSULATED) PURLIN DEPTH = 8.000 IN. SPAN WIDTHS (LEFT TO RIGHT) SPAN 1 = 16.000 FT. SPAN 2 = 18.000 FT. SPAN 3 = 16.000 FT. -R- OV16342 OV16342 0 0 0 0 V V V V 1 1 1 1 6 6 6 6 3 3 3 3 4 4 4 4 0 4 4 0 1 2 3 G E N E R A L I N F O R M A T I O N DATE: 10/01/04 TIME: 10:50 AM CADDS ---------------------------------------------------------------------------------------------------------------------- PAGE: F 24 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # ---------------------------------------------------------------------------------------------------------------------- 02 DESCRIPTION LRF 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 LEFT SIDE RIGHT SIDE SPAN NO. WIDTH MISCELLANEOUS PROPERTIES EAVE HEIGHT = 12.005 FT. 12.005 FT. 1 = 50.000 FT MODULUS OF ELASTICITY = 29000 KSI FRAME HEIGHT = 11.302 FT. 11.302 FT. COL. CLEAR HT. = 10.563 FT. 10.563 FT. CMX = 0.850 SLOPE (P/12.) = 4.000 4.000 CMX(stepped column/no wind) = 0.950 SW R -BEAM OFFSET = 0.125 IN. 0.125 IN. CMY(pinned in minor axis) = 0.600 DIST. TO RIDGE = 25.000 FT. 25.000 FT. CMY(fixed in minor axis) = 0.400 COLUMN OFFSET = 8.000 IN. 8.000 IN. GIRT DEPTH = 8.000 IN. 8.000 IN. PURLIN DEPTH = 8.000 IN. 8.000 IN. (PURLIN UNINSULATED) ## P Delta Analysis ## --------------------- JOINT DATA --------------------- ------------------------------ MEMBER DATA ------------------------------ JOINT X-COORD Y-COORD DEGREE -OF -FREEDOM MEMBER MOM. RELEASE K VALUES NUMBER FT FT X Y MZ Z MX NUMBER JOINTS START END IN PLANE OUT OF PLANE 1 1.000 0.000 1 1 0 1 0 1 1- 2 0 0 1.50 1.00 2 1.349 11.046 0 0 0 1 0 2 2- 3 0 0 1.00 1.00 3 25.000 19.108 0 0 0 0 0 3 4- 3 0 0 1.00 1.00 4 48.651 11.046 0 0 0 1 0 4 5- 4 0 0 1.50 1.00 5 49.000 0.000 1 1 0 1 0 ( 0 = FREE 1 = FIXED ) ( 1 = RELEASE 0 = NO RELEASE ) DATE: 10/01/04 C O N D A R Y / B R A C E L O C A T I O N S TIME: 10:50 AM CADDSPAGE: F 25 --------------------------------------------------------------------------------------------------------------------- ORDER # 121812 BUILDER NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT #--20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION LRF 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 --------------------------------------------------------------------------------------------------------------- DIST - Distance to secondary from the end of the member in FEET. BRACE - Minor axis secondary bracing code as follows: ACCUM - Distance to purlin from the low sidewall in FEET. O FL Outside flange only braced ID - B Base, W SW&EW Girt @ corner, U SW Girt, O-IF Outside and Inside flange braced V EW Girt Only, O Other, E Eave str, P Purl, L Lmk TP O-SF Outside braced and inside Single flange brace MAJOR - Major axis brace point indicator. ( YES or NO ) NOTE: BRACE FORCE is the required support force (in kips) perpendicular to the flange COLUMN 1- 2 BRACE COLUMN 5- 4 BRACE ROOFBEAM 2- 3 BRACE ROOFBEAM 4- 3 BRACE DIST ID BRACE MAJOR FORCE DIST ID BRACE MAJOR FORCE DIST ACCUM ID BRACE FORCE DIST ACCUM ID BRACE FORCE 0.00 B O-IF YES 0.00 B O-IF YES 0.00 0.00 E O FL 0.00 0.00 E O FL 7.50 W O FL NO 7.50 W O FL NO 4.19 4.19 P O-SF 4.19 4.19 P O-SF 10.56 O O-IF YES 10.56 O O-IF YES 9.19 9.19 P O FL 9.19 9.19 P O FL 12.00 E O FL NO 12.00 E O FL NO 14.19 14.19 P O-SF 14.19 14.19 P O-SF 19.19 19.19 P O FL 19.19 19.19 P O FL 24.19 24.19 P O-SF 24.19 24.19 P O-SF F R A M E D E S I DATE: 10/01/04 G N - C O N V E N T I O N S TIME: 10:50 AM CADDS _ PAGE: F 26 --------------------------------------------------------------------------------------------------------------------- ORDER # 121812 BUILDER NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 2.0-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION LRF 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 --------------------------------------------------------------------------------------------------------------- GENERAL In general, forces and coordinates follow the right hand rule. The X axis is horizontal and posi- V tive to the right. The Y axis is vertical and posi- tive upward. The Z axis is normal to the X and Y axis, and is positive out of this plane. Positive +---H moments about the X, Y, and Z axis are counter- / clockwise as viewed looking toward the origin of the Z axis. APPLIED LOADS For load application, vertical and horizontal distances are measured from an origin point at the left structure line and the base of the left exterior column. UNIF - Uniformly distributed loads. These loads can be in X ( horizontal ), Y ( vertical ), or Z ( normal, out -of -plane ) direction. The magnitude of the load is kips/foot. The distances are the location of the start and the end of the load, along the axis of the member. TAPR - Tapered distributed loads. The magnitude in kips/foot of each end of the load is given. Loads can be in the X, Y, or Z direction. Distances are measured along the axis of the member. CONC - Concentrated load. This load can be a force in the X or Y direction or a moment about the Z axis. The location of the load is measured along the member. The load exists at the neutral axis of the member, or at the outer or inner flange of the member. MCONC - Moment producing concentrated load. This load type is similiar to a concentrated load except the location of the load is given in global coordinates, and can exist off the member. ZCONC - Out -of -plane concentrated load. This load can be a moment about the global X or Y axis, or a force in the Z axis direction. SCRAM - Special load for crane loads. This is similiar to the MCONC load except that the moment is in the minor axis direction of the member and is supported by only one flange. DISTANCE TO SECONDARY MEMBERS AND ANALYSIS POINTS Columns use the vertical distance measured from the base plate of the column. Roofbeams use the horizontal distance measured from the start of the member. In the case of exterior roofbeams, the start of the member is at the exterior structure line. MEMBER FORCES Positive axial force, the member is in compression. Positive shear force, outward force on the end of the member. Positive moment, compression on the outer flange. FRAME REACTIONS Reactions use the global coordinate system. A positive horizontal (H) force is to the right. A positive vertical (V) force is upwards. A positive in -plane moment (M) is counter- clockwise in the X -Y plane. A positive out -of -plane force (Z) is out of the X -Y plane.•A positive out -of -plane moment (MX) is counter clockwise about the X axis ( near side rotating down ). INCLUDES 1.00 IMPORTANCE FACTOR F R A M E D E S I G N - L O A D S U M M A R Y = Partially Exposed Roof DATE: 10/01/04 THERMAL CONDITION = Normal TIME: 10:50 AM CADDS ----------------------------------------------------------------------------------------------------------------------- NET ROOF LOAD FACTOR COEFF PAGE: F 27 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 12.00 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND). (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION LRF 50'-0" ------------------------------------------------------------------------------------------------------------- 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 GENERAL BUILDING INFORMATION DESIGN BAY = 22.500 FT. TOTAL BUILDING LENGTH = 45.000 FT. PANELS TYPE DESCRIPTION WEIGHT LEFT SIDEWALL SHWAL 26STL 1.12 PSF ROOF BRII 26STL 2.37 PSF (INCLUDING ALLOWANCE FOR SECONDARIES) RIGHT SIDEWALL SHWAL 26STL 1.12 PSF BUILDING USE AND LOCATION STATE = CALIFORNIA (INLAND) COUNTY = BUTTE USE CATEGORY = 4 (GENERAL USE) TERRAIN CAT/WIND EXP = C APPLIED LOADINGS BUILDING CODE = UBC - 1997: DEAD LOAD (DL ) = 2.370 PSF + FRAME DL COLLATERAL LOAD (CLL) = 0.000 PSF ROOF LIVE LOAD (LL ) = 20.000 PSF MTN rnT7NTv rpnim7n enTnw T.nnn INCLUDES 1.00 IMPORTANCE FACTOR MIN = COUNTY RAIN ON SNOW 0.0 PSF ROOF EXPOSURE = Partially Exposed Roof THERMAL CONDITION = Normal COEFFICIENTS TRIBUTARY LOAD LOAD NET ROOF LOAD FACTOR COEFF (PSF) LEFT ROOF 60.00% 1.00 12.00 RIGHT ROOF 60.00% 1.00 12.00 COEFFICIENTS. LEFT SIDEWALL LEFT ROOF RIGHT ROOF RIGHT SIDEWALL SIDEWALLS ROOF SIDEWALL CANOPY/OVERHANG SEISMIC LOADS (EQ ) WIND FROM -LEFT (WLL) 1.000 (PRESSURE) 0.300 (PRESSURE) -0.700 (SUCTION ) -0.625 (SUCTION ) ENDWALL WIND PRESSURE (EWP) -0.700 (SUCTION ) -0.900 (SUCTION ) -1.200 (SUCTION ) WIND FROM RIGHT (WLR) -0.625 (SUCTION ) -0.700 (SUCTION ) 0.300 (PRESSURE) 1.000 (PRESSURE) ENDWALL WIND SUCTION (EWS) -0.700 (SUCTION ) -0.900 (SUCTION ) -1.200 (SUCTION ) INTERNAL PRESSURE (IP ) 0.000 0.000 0.000 0.000 INTERNAL SUCTION (IS ) 0.000 0.000 0.000 0.000 PERCENT SNOW LOAD = 0.000% F R A M E D E S I G N - L O A D S U M M A R Y = 4.370 PSF DATE: 10/01/04 = 3 R FACTOR - 4.500 MIN CTY SEISMIC ZONE = 3 I FACTOR = 1.000 TIME: 10:50 AM Na LATERAL FACTOR = 1.000 STORY DRIFT LIMIT = 0.025 SOIL PROFILE CADDS --------------------------------------------------------------------------------------------------------------------- 0.100 Nv FACTOR = 1.000 OMEGAO DEFLECT AMPLIF FACTOR 3.150 Ct FACTOR PAGE: F 28 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING T FACTOR S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD = 0.360 BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia p FACTOR (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 ------------------------------------------------------------------------------------------------------------------------- DESCRIPTION LRF 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 WIND LOADS WIND LOAD LEFT = 80.000 MPH ( 17.597 PSF) MIN COUNTY WIND SPEED = 76 MPH WIND LOAD RIGHT = 80.000 MPH ( 17.597 PSF) INCLUDES 1.00 IMPORTANCE FACTOR WIND LOAD UPLIFT = 80.000 MPH ( 17.597 PSF) WIND LOAD CASE = 1 WIND ENCLOSURE = ENCLOSED COEFFICIENTS. LEFT SIDEWALL LEFT ROOF RIGHT ROOF RIGHT SIDEWALL SIDEWALLS ROOF SIDEWALL CANOPY/OVERHANG SEISMIC LOADS (EQ ) WIND FROM -LEFT (WLL) 1.000 (PRESSURE) 0.300 (PRESSURE) -0.700 (SUCTION ) -0.625 (SUCTION ) ENDWALL WIND PRESSURE (EWP) -0.700 (SUCTION ) -0.900 (SUCTION ) -1.200 (SUCTION ) WIND FROM RIGHT (WLR) -0.625 (SUCTION ) -0.700 (SUCTION ) 0.300 (PRESSURE) 1.000 (PRESSURE) ENDWALL WIND SUCTION (EWS) -0.700 (SUCTION ) -0.900 (SUCTION ) -1.200 (SUCTION ) INTERNAL PRESSURE (IP ) 0.000 0.000 0.000 0.000 INTERNAL SUCTION (IS ) 0.000 0.000 0.000 0.000 PERCENT SNOW LOAD = 0.000% Seismic W - LEFT ROOF = 4.370 PSF Seismic W - RIGHT ROOF = 4.370 PSF SEISMIC ZONE = 3 R FACTOR - 4.500 MIN CTY SEISMIC ZONE = 3 I FACTOR = 1.000 Na LATERAL FACTOR = 1.000 STORY DRIFT LIMIT = 0.025 SOIL PROFILE = D P DELTA LIMIT 0.100 Nv FACTOR = 1.000 OMEGAO DEFLECT AMPLIF FACTOR 3.150 Ct FACTOR = 0.035 T FACTOR = 0.230 Ca FACTOR = 0.360 Cv FACTOR = 0.540 p FACTOR = 1.000 NET SEISMIC FACTOR = 0.200 Maximum P Delta Stability Coefficient = 0.01 Associated Load Combination 4 F R A M E D E S I.G N - L O A D C O M B I N A T I O N S DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: F 29 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 ------------------------------------------------------------------------------------------------------------------------------------ DESCRIPTION LRF 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 LCN LOAD DESCRIPTION STRESS MEMB P DELTA DESIGN LOADING GRP LOADING GRP LOADING GRP LOADING GRP LOADING GRP INCREASE STR LAT LONG CATEGORY PERCENT PERCENT PERCENT PERCENT PERCENT 1 DL + LL 1.000 N N N Std Des 100.00 DL 100.00 LL 2 DL + WLL 1.333 N N N Std Des 100.00 DL 100.00 WLL 3 DL + WLR 1.333 N N N Std Des 100.00 DL 100.00 WLR 4 DL + EQL/1.4 1.333 N Y N Std Des 100.00 DL 72.00 EQ 5 DL + EQR/1.4 1.333 N Y N Std Des 100.00 DL -72.00 EQ 6 PDL+0.70PL+EQLm 1.700 Y N N Axial C 100.00 DL 70.00 LL 280.00 EQ 7 PDL+0.70PL+EQRm 1.700 Y N N Axial C 100.00 DL 70.00 LL -280.00 EQ 8 0.85PDL + EQLm 1.700 Y N N Axial T 85.00 DL 280.00 EQ 9 0.85PDL + EQRm 1.700 Y N N Axial T 85.00 DL -280.00 EQ 10 DL + EQLm 1.700 Y N N Conns 100.00 DL 280.00 EQ 11 DL + EQRm 1.700 Y N N Conns 100.00 DL -280.00 EQ 12 DL + EWP 1.333 N N N Std Des 100.00 DL 100.00 EWP A P P L I E D L O A D S DATE: 10/01/04 TIME: 10:50 AM CADDS --------------------------------------------------------------------------------------------------------------------- PAGE: F 30 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 ------------------------------------------------------------------------------------------------------------------------------ DESCRIPTION LRF 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 LOAD CASE (DL ) DEAD LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION DL 2 2 - 3 UNIF 0.00 25:00 0.000 K/FT -0.053 K/FT 0.000 K/FT DL 3 4 - 3 UNIF 25.00 50.00 0.000 K/FT -0.053 K/FT 0.000 K/FT LOAD CASE (LL ) LIVE LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION LL 2 2 - 3 UNIF 0.00 25.00 0.000 K/FT -0.270 K/FT 0.000 K/FT LL 3 4 - 3 UNIF 25.00 50.00 0.000 K/FT -0.270 K/FT 0.000 K/FT LOAD CASE (WLL) WIND LOAD LEFT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION WLL 1 1 - 2 UNIF 0.00 12.00 0.397 K/FT 0.000 K/FT 0.000 K/FT WLL 2 2 - 3 UNIF 0.00 25.00 0.119 K/FT -0.119 K/FT 0.000 K/FT WLL 3 4 - 3 UNIF 25.00 50.00 0.278 K/FT 0.278 K/FT 0.000 K/FT WLL 4 5 - 4 UNIF 0.00 12.00 0.248 K/FT 0.000 K/FT 0.000 K/FT LOAD CASE (WLR) WIND LOAD RIGHT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION WLR 1 1 - 2 UNIF 0.00 12.00 -0.248 K/FT 0.000 K/FT 0.000 K/FT WLR 2 2 - 3 UNIF 0.00 25.00 -0.278 K/FT 0.278 K/FT 0.000 K/FT WLR 3 4 - 3 UNIF 25.00 50.00 -0.119 K/FT -0.119 K/FT 0.000 K/FT WLR 4 5 - 4 UNIF 0.00 12.00 -0.397 K/FT 0.000 K/FT 0.000 K/FT LOAD CASE (EQ ) SEISMIC LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION EQ 1 1 - 2 UNIF 0.00 12.00 0.005 K/FT 0.000 K/FT 0.000 K/FT EQ 2 2 - 3 CONC 0.00 0.492 KIP 0.000 KIP 0.000 IN -K EQ 3 4 - 3 CONC 50.00 0.492 KIP 0.000 KIP 0.000 IN -K EQ 4 5 - 4 UNIF 0.00 12.00 0.005 K/FT 0.000 K/FT 0.000 K/FT F R A M E D E S I G N - A P P L I E D L 0 A D S DATE: 10/01/04 CADDS TIME: ------------------------------------------------------------------------------------------------------------------------------------ 10:50 AM PAGE: F 31 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 ------------------------------------------------------------------------------------------------------------------------------------ DESCRIPTION LRF 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000.TO 12 LOAD CASE (EWP) EW WIND PRESSURE LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START-END) TYPE FT FT X Y Z LOCATION EWP 1 1 - 2 UNIF 0.00 12.00 -0.278 K/FT 0.000 K/FT 0.000 K/FT EWP 2 2 - 3 UNIF 0.00 25.00 -0.358 K/FT 0.358 K/FT 0.000 K/FT EWP 3 4 - 3 UNIF 25.00 50.00 0.358 K/FT 0.358 K/FT 0.000 K/FT EWP 4 5 - 4 UNIF 0.00 12.00 0.278 K/FT 0.000 K/FT 0.000 K/FT LOAD CASE (EWS) EW WIND SUCTION LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START-END) TYPE FT FT X Y Z LOCATION EWS 1 1 - 2 UNIF 0.00 12.00 -0.278 K/FT 0.000 K/FT 0.000 K/FT EWS 2 2 - 3 UNIF 0.00 25.00 -0.358 K/FT 0.358 K/FT 0.000 K/FT EWS 3 4 - 3 UNIF 25.00 50.00 0.358 K/FT 0.358 K/FT 0.000 K/FT EWS 4 5 - 4 UNIF 0.00 12.00 0.278 K/FT 0.000 K/FT 0.000 K/FT LOAD CASE (PSF) PATT SL FIRST SPAN LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START-END) TYPE FT FT X Y Z LOCATION PSF 2 2 - 3 UNIF 0.00 25.00 0.000 K/FT -0.270 K/FT 0.000 K/FT PSF 3 4 - 3 UNIF 25.00 50.00 0.000 K/FT -0.270 K/FT 0.000 K/FT LOAD CASE (PSL) PATT SL LAST SPAN LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START-END) TYPE FT FT X Y Z LOCATION PSL 2 2 - 3 UNIF 0.00 25.00 0.000 K/FT -0.270 K/FT 0.000 K/FT PSL 3 4 - 3 UNIF 25.00 50.00 0.000 K/FT -0.270 K/FT 0.000 K/FT LOAD CASE (PS1) PATT SL SPAN W-1 LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START-END) TYPE FT FT X Y Z LOCATION PS1 2 2 - 3 UNIF 0.00 25.00 0.000 K/FT -0.270 K/FT 0.000 K/FT PS1 3 4 - 3 UNIF 25.00 50.00 0.000 K/FT -0.270 K/FT 0.000 K/FT 0 F R A M E D E S I G N - A P P L I E D L O A D S DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: F 32 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION LRF 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 --------------------------------------- LOAD CASE (PDE) P Delta Unit Story --------------------------------------------------------------------------------------------- S LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION C 1 1 1 - 2 CONC 0.00 -0.500 KIP 0.000 KIP 0.000 IN -K Neutral axis C 1 1 1 - 2 CONC 11.05 0.500 KIP 0.000 KIP 0.000 IN -K Neutral axis C 4 4 5 - 4 CONC 0.00 -0.500 KIP 0.000 KIP 0.000 IN -K Neutral axis C 4 4 5 - 4 CONC 11.05 0.500 KIP 0.000 KIP 0.000 IN -K Neutral axis 0 C T I O N P R O P E R T I E S DATE: 10/01/04 CADDS TIME: 10:50 ------------------------------------------------------------------------------------------------------------------------------------ AM PAGE: F 33 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 ------------------------------------------------------------------------------------------------------------------------------------ DESCRIPTION LRF 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 MEMBER NO. 1 JOINTS 1 - 2 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.250 WEB = 0.120 INNER FLANGE = 5.000 X 0.250 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 0.00 8.00 3.40 41.77 5.21 1.36 1.36 5.10 1.18 1.34 1.33 8.67 9.60 62.50 7.50 10.56 2 3.75 10.84 3.74 81.16 5.21 1.34 1.34 5.10 1.18 1.34 1.33 8.67 9.60 86.17 7.50 10.56 3 7.50 13.68 4.08 135.64 5.21 1.31 1.31 5.10 1.18 1.34 1.33 8.67 9.60 109.83 7.50 10.56 4 10.56 16.00 4.36 192.19 5.21 1.29 1.29 5.10 1.11 1.30 1.33 11.87 9.60 129.14 3.06 10.56 MEMBER NO. 2 JOINTS 2 - 3 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.250 WEB = 0.140 INNER FLANGE = 5.000 X 0.250 SECTION NO. 2 OUTER FLANGE = 5.000 X 0.250 WEB = 0.120 INNER FLANGE = 5.000 X 0.250 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS: NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 1.58 16.00 4.67 198.50 5.21 1.27 1.27 5.81 1.06 1.27 1.27 12.62 12.62 110.71 4.42 2.76 2 4.19 15.55 4.61 186.21 5.21 1.28 1.28 5.81 1.07 1.28 1.28 12.10 11.76 107.53 5.28 10.57 3 9.19 14.70 4.49 163.93 5.21 1.28 1.28 5.81 1.07 1.28 1.28 12.10 11.76 101.43 5.28 10.57 4 14.19 13.85 4.37 143.29 5.21 1.29 1.29 5.81 1.08 1.29 1.28 11.42 11.76 95.33 5.28 10.57 5 18.79 13.06 4.26 125.71 5.21 1.30 1.30 5.81 1.10 1.30 1.31 10.74 10.39 89.72 5.28 10.57 6 2 18.80 13.06 4.01 122.37 5.21 1.32 1.32 5.81 1.10 1.30 1.31 10.74 10.39 104.66 5.28 10.57 7 19.19 12.99 4.00 120.99 5.21 1.32 1.32 5.81 1.10 1.30 1.31 10.74 10.39 104.11 5.28 10.57 8 24.19 12.14 3.90 104.12 5.21 1.33 1.33 5.81 1.15 1.32 1.31 10.05 10.39 96.99 5.28 10.57 9 24.84 12.03 3.88 102.02 5.21 1.33 1.33 5.81 1.16 1.33 1.33 9.67 9.67 96.06 1.38 1.38 MEMBER NO. 3 JOINTS 4 - 3 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.250 WEB = 0.140 INNER FLANGE = 5.000 X 0.250 SECTION NO. 2 OUTER FLANGE = 5.000 X 0.250 WEB = 0.120 INNER FLANGE = 5.000 X 0.250 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 1.58 16.00 4.67 198.50 5.21 1.27 1.27 5.81 1.06 1.27 1.27 12.62 12.62 110.71 4.42 2.76 2 4.19 15.55 4.61 186.21 5.21 1.28 1.28 5.81 1.07 1.28 1.28 12.10 11.76 107.53 5.28 10.57 3 9.19 14.70 4.49 163.93 5.21 1.28 1.28 5.81 1.07 1.28 1.28 12.10 11.76 101.43 5.28 10.57 4 14.19 13.85 4.37 143.29 5.21 1.29 1.29 5.81 1.08 1.29 1.28 11.42 11.76 95.33 5.28 10.57 5 18.79 13.06 4.26 125.71 5.21 1.30 1.30 5.81 1.10 1.30 1.31 10.74 10.39 89.72 5.28 10.57 6 2 18.80 13.06 4.01 122.37 5.21 1.32 1.32 5.81 1.10 1.30 1.31 10.74 10.39 104.66 5.28 10.57 7 19.19 12.99 4.00 120.99 5.21 1.32 1.32 5.81 1.10 1.30 1.31 10.74 10.39 104.11 5.28 10.57 8 24.19 12.14 3.90 104.12 5.21 1.33 1.33 5.81 1.15 1.32 1.31 10.05 10.39 96.99 5.28 10.57 9 24.84 12.03 3.88 102.02 5.21 1.33 1.33 5.81 1.16 1.33 1.33 9.67 9.67 96.06 1.38 1.38 S E C T I O N P R O P E R T I E S DATE: 10/01/04 TIME: 10:50 AM CADDS ----------------------------------------------------------------------------------------------------------------------- PAGE: F 34 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT). (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------- # 02 DESCRIPTION LRF 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 MEMBER NO. 4 JOINTS 5 - 4 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.250 WEB = 0.120 INNER FLANGE = 5.000 X 0.250 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 0.00 8.00 3.40 41.77 5.21 1.36 1.36 5.10 1.18 1.34 1.33 8.67 9.60 62.50 7.50 10.56 2 3.75 10.84 3.74 81.16 5.21 1.34 1.34 5.10 1.18 1.34 1.33 8.67 9.60 86.17 7.50 10.56 3 7.50 13.68 4.08 135.64 5.21 1.31 1.31 5.10 1.18 1.34 1.33 8.67 9.60 109.83 7.50 10.56 4 10.56 16.00 4.36 192.19 5.21 1.29 1.29 5.10 1.11 1.30 1.33 11.87 9.60 129.14 3.06 10.56 C O N T R O L L I N G S T R E S S DATE: 10/01/04 TIME: 10:50 AM CADDS -------------------------------------------------------------------------------------------------------------------- PAGE: F 35 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 --------------------------------------------------------------------------------------------------- DESCRIPTION LRF 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 LUMN 1 - 2 ------------- PT. DEPTH AREA SOX SIX AXIAL 'FORCE -ALLOW STRESSES- SHEAR ALLOW --STRESS RATIOS --COMB CONT NO. (IN) (IN2) (IN3) (IN3) (KIPS) MOMENT (IN -KIP) FA (KSI) FBO (KSI) FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 8.00 3.40 10.44 10.44 8.73 0.00 33.00 31.55 33.00 6.13 23.07 1.00 1.00 1.75 0.08 0.00 0.00 0.08 1 2 2 10.84 3.74 14.97 14.97 8.73 -184.38 33.00 33.00 26.36 -4.10 14.57 0.98 1.00 1.75 0.07 0.37 0.47 0.54 1 1 3 13.68 4.08 19.83 19.30 8.69 -368.83 33.00 33.00 26.36 -4.10 11.31 0.96 1.00 1.75 0.07 0.66 0.73 0.79 1 1 4* 16.00 4.36 24.03 24.03 8.64 -519.32 33.00 33.00 26.36 -4.10 9.57 0.94 1.00 1.75 0.06 0.65 0.82 0.88 1 1 ROOF BEAM 2 - 3 PT. DEPTH AREA SOX SIX AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT NO. (IN) (IN2) (IN3) (IN3) FORCE (KIPS) MOMENT (IN -KIP) FA (KSI) FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 16.00 4.67 24.81 24.81 6.65 -521.04 33.00 33.00 31.57 5.95 15.19 0.96 1.00 1.21 0.05 0.64 0.67 0..71 1 1 2 15.55 4.61 23.25 23.25 1.55 -507.14 43.99 43.99 25.25 5.94 15.66 0.96 1.00 1.09 0.01 0.56 0.86 0.87 3 1 3 14.70 4.49 22.30 21.66 1.47 -498.54 43.99 43.99 25.25 4.49 16.63 0.96 1.00 1.09 0.01 0.59 0.91 0.92 3 1 4 13.85 4.37 20.11 20.11 1.36 -418.00 43.99 43.99 25.25 2.89 17.74 0.97 1.00 1.09 0.01 0.53 0.82 0.83 3 1 5* 13.06 4.26 19.25 19.25 1.26 -277.05 43.99 43.99 33.91 -2.52 25.18 0.97 1.00 1.65 0.01 0.33 0.42 0.43 3 2 6* 13.06 4.01 18.74 18.74 1.24 -276.75 43.99 43.99 33.91 -2.52 15.86 0.96 1.00 1.65 0.01 0.34 0.44 0.44 3 2 7 12.99 4.00 18.63 18.13 1.24 -265.72 43.99 43.99 33.91 3.57 15.94 0.96 1.00 1.65 0.01 0.38 0.43 0.44 3 3 8 12.14 3.90 16.71 16.71 4.51 187.74 33.00 31.91 33.00 4.30 17.16 0.97 1.00 1.05 0.04 0.35 0.39 0.39 1 3 9* 12.03 3.88 16.96 16.96 4.14 173.96 33.00 31.93 33.00 4.30 17.34 0.97 1.00 1.03 0.03 0.32 0.31 0.35 1 3 O L L I N G S T R E S S DATE: 10/01/04 CADDS TIME: 10:50 ------------------------------------------------------------------------------------------------------------------------------------ AM PAGE: F 36 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ------------------------------------------------------------------------------------------------------------------------------------ # 02 DESCRIPTION LRF 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 ROOF BEAM 4 - 3 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 16.00 4.67 24.81 24.81 6.64 -521.04 33.00 33.00 31.57 5.94 15.19 0.96 1.00 1.21 0.05 0.64 0.67 0.71 1 1 2 15.55 4.61 23.25 23.25 1.55 -507.14 43.99 43.99 25.25 5.94 15.66 0.96 1.00 1.09 0.01 0.56 0.86 0.87 2 1 3 14.70 4.49 22.30 21.66 1.47 -498.54 43.99 43.99 25.25 4.49 16.63 0.96 1.00 1.09 0.01 0.59 0.91 0.92 2 1 4 13.85 4.37 20.11 20.11 1.36 -418.00 43.99 43.99 25.25 2.89 17.74 0.97 1.00 1.09 0.01 0.53 0.82 0.83 2 1 5* 13.06 4.26 19.25 19.25 1.26 -277.05 43.99 43.99 33.91 -2.52 25.18 0.97 1.00 1.65 0.01 0.33 0.42 0.43 2 3 6* 13.06 4.01 18.74 18.74 1.24 -276.75 43.99 43.99 33.91 -2.52 15.86 0.96 1.00 1.65 0.01 0.34 0.44 0.44 2 3 7 12.99 4.00 18.63 18.13 1.24 -265.72 43.99 43.99 33.91 3.57 15.94 0.96 1.00 1.65 0.01 0.38 0.43 0.44 2 2 8 12.14 3.90 16.71 16.71 4.51 187.74 33.00 31.91 33.00 4.30 17.16 0.97 1.00 1.05 0.04 0.35 0.39 0.39 1 2 9* 12.03 3.88 16.96 16.96 4.14 173.96 33.00 31.93 33.00 4.30 17.34 0.97 1.00 1.03 0.03 0.32 0.31 0.35 1 2 COLUMN 5 - 4 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 8.00 3.40 10.44 10.44 8.73 0.00 33.00 31.55 33.00 6.13 23.07 1.00 1.00 1.75 0.08 0.00 0.00 0.08 1 3 2 10.84 3.74 14.97 14.97 8.73 -164.38 33.00 33.00 26.36 -4.10 14.57 0.98 1.00 1.75 0.07 0.37 0.47 0.54 1 1 3 13.68 4.08 19.83 19.30 8.69 -368.83 33.00 33.00 26.36 -4.10 11.31 0.96 1.00 1.75 0.07 0.66 0.73 0.79 1 1 4* 16.00 4.36 24.03 24.03 8.64 -519.32 33.00 '33.00 26.36 -4.10 9.57 0.94 1.00 1.75 0.06 0.65 0.82 0.88 1 1 F R A M E D E S I G N - W E L D S U M M A R Y DATE: 10/01/04 CADDS TIME: --------------------------------------- 10:50 AM PAGE: F 37 ORDER # 121812 BUILDER - NORTH -------------------------------------------------------------------------------------------- VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ------------------------------------------------------------------------------------------------------------------------------------ SYSTEM FRAME # 02 DESCRIPTION LRF 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 PART WEB WEB FLG-TO-WEB FILLET ALLOW CONTROLLING NO. SECT THK STRESS SIZE SHEAR MEMB ANAL LOAD (IN) (KIPS/IN) (KIPS/IN) NO. PT COND OV16346 1 0.120 0.534 1/8 2.620 4 1 3 OV16348 1 0.140 0.305 1/8 2.620 3 2 1 2 0.120 0.233 1/8 2.620 3 9 2 THE FLANGE -TO -WEB SHEAR VALUES SHOWN HAVE BEEN ADJUSTED FOR WIND LOAD TO SHOW THE EQUIVALENT LIVE LOAD S P L I C E S U M M A R Y DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: F 38 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION LRF 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 ------------------------------------------------------------------------------------------------------------------------------------ THE CONTROLLING COMBINATIONS SHOWN ABOVE ARE BASED ON THE MAXIMUM TENSION IN THE FLANGES FOR AXIAL PLUS BENDING THE FORCES GIVEN ARE MEMBER FORCES ALONG THE NEUTRAL AXIS F R A M E D E S I G N - R E A C T I O N S DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: F 39 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION LRF 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 ------------------------------------------------------------------------------------------------------------------------------------ POSITIVE REACTION DIRECTION R H KIPS Horizontal Force to Right V 2---3---4 V KIPS Vertical Force Up +---H / 1 5 Z A604 A604 ## P Delta Analysis Performed ## No. Loading Combination 1 DL + LL 2 DL + WLL 3 DL + WLR 4 DL + EQL/1.4 5 DL + EQR/1.4 6 PDL+0.70PL+EQLm 7 PDL+0.70PL+EQRm 8 0.85PDL + EQLm 9 0.85PDL + EQRm 10 DL + EQLm 11 DL + EQRm 12 DL + EWP 1H 1V 4.37 8.60 -6.12 0.41 4.94 -0.69 0.51 1.67 1.31 2.03 not applicable not applicable not applicable not applicable not applicable not applicable -1.38 -7.09 5H 5V Sum H Sum V -4.37 8.60 0.00 17.20 -4.94 -0.69 -11.07 -0.28 6.12 0.41 11.07 -0.28 -1.31 2.03 -0.80 3.70 -0.51 1.67 0.80 3.70 1.38 -7.09 0.00 -14.19 F R A M E D E S I G N - R E A C T I O N S DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: F 40 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR)- (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION. LRF 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 ------------------------------------------------------------------------------------------------------------------------------------ POSITIVE REACTION DIRECTION R H KIPS Horizontal Force to Right V 2---3---4 V KIPS Vertical Force Up +---H / 1 5 Z A604 A604 ID Load Case 1H 1V 5H 5V Sum H Sum V DL DEAD LOAD 0.91 1.85 -0.91 1.85 0.00 3.70 LL LIVE LOAD 3.46 6.75 -3.46 6.75 0.00 13.50 WLL WIND LOAD LEFT -7.03 -1.43 -4.04 -2.54 -11.07 -3.97. WLR WIND LOAD RIGHT 4.04 -2.54 7.03 -1.43 11.07 -3.97 EQ SEISMIC LOAD -0.55 -0.25 -0.55 0.25 -1.10 0.00 EWP EW WIND PRESSURE -2.28 -8.94 2.28 -8.94 0.00 -17.89 EWS EW WIND SUCTION -2.28 -8.94 2.26 -8.94 0.00 -17.89 PSF PATT SL FIRST SPAN 3.46 6.75 -3.46 6.75 0.00 13.50 PSL PATT SL LAST SPAN 3.46 6.75 -3.46 6.75 0.00 13.50 PS1 PATT SL SPAN W-1 3.46 6.75 -3.46 6.75 0.00 13.50 PDE P Delta Unit Story S 0.00 -0.23 0.00 0.23 0.00 0.00 F R A M E D E S I G N - STRES S SUMMARY DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: F 41 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION LRF 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 ------------------------------------------------------------------------------------------------------------------------------------ MEMBER NO. 1 JOINT 1 - 2 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 10.56 55. 3 3.75 FT 8.00 IN 16.00 IN 5.000 X .250 .120 5.000 X .250 0.883 1 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO GOND 1 8.64 -519.32 1.98 -21.61 -21.61 33.00 33.00 26.36 -4.10 9.57 0.428 1 MEMBER NO. 2 JOINT 2 - 3 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 18.79 55. 4 5.00 FT 16.00 IN 13.06 IN 5.000 X .250 .140 5.000 X .250 0.919 3 2 6.21 55. 3 5.00 FT 13.06 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.443 3 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 1.47 -498.54 0.33 -25.92 -23.01 43.99 43.99 25.25 5.95 15.19 0.391 1 2 1.24 -276.75 0.31 -14.77 -14.77 43.99 43.99 33.91 4.30 17.16 0.251 3 MEMBER NO. 3 JOINT 4 - 3 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 18.79 55. 4 5.00 FT 16.00 IN 13.06 IN 5.000 X .250 .140 5.000 X .250 0.919 2 2 6.21 55. 3 5.00 FT 13.06 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.443 2 F R A M E D E S I G N - STRES S SUMMARY DATE: 10/01/04 CADDS TIME: 10:50 AM ------------------------------------------------------------------------------------------------------------------------------------ PAGE: F 42 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 ------------------------------------------------------------------------------------------------------------------------------------ DESCRIPTION LRF 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 1.47 -498.54 0.33 -25.92 -23.01 43.99 43.99 25.25 5.94 15.19 0.391 1 2 1.24 -276.75 0.31 -14.77 -14.77 43.99 43.99 33.91 4.30 17.16 0.251 2 MEMBER NO. 4 JOINT 5 - 4 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 10.56 55. 3 3.75 FT 8.00 IN 16.00 IN 5.000 X .250 .120 5.000 X .250 0.883 1 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 8.64 -519.32 1.98 -21.61 -21.61 33.00 33.00 26.36 -4.10 9.57 0.428 1 FRAME DES IGN - J D I N T D E F L E C T I O N S DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: F 43 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION LRF 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 ------------------------------------------------------------------------------------------------------------------------------------ POSITIVE DEFLECTION DIRECTION R H INCHES Horiz. Deflection to Right V 2---3---4 V INCHES Vertical Deflection Up +---H / 1 5 z A604 A604 ## P Delta Analysis Performed ## No. Loading Combination Cd 2H 2V 3H 3V 4H 4V 1 DL + LL N -0.492 0.005 0.000 -1.477 0.492 0.005 2 DL + WLL N 2.610 -0.083 2.561 0.071 2.561 0.082 3 DL + WLR N -2.561 0.082 -2.561 0.071 -2.610 -0.083 4 DL + EQL/1.4 N 0.100 -0.005 0.201 -0.308 0.305 0.007 5 DL + EQR/1.4 N -0.305 0.007 -0.201 -0.308 -0.100 -0.005 12 DL + EWP N 0.252 0.001 0.000 0.792 -0.252 0.001 M B E R D E F L E C T I O N S DATE: 10/01/04 CADDS TIME: 10:50 AM ------------------------------------------------------------------------------------------------------------------------------------ PAGE: E 44 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION ------------------------------------------------------------------------------------------------------------------------------------ LRF 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 POSITIVE DEFLECTION DIRECTION R H INCHES Horizontal to the Right V +-2-+-3-+ V INCHES Vertical Up +---H 1 4 / I I Z MAXIMUM MEMBER DEFLECTIONS MEMBER 1H MEMBER 2V MEMBER 3V MEMBER 4H No. Loading Combination PT DEFL PT DEFL PT DEFL PT DEFL 1 DL + LL 4 -0.501 9 -1.478 9 -1.478 4 0.501 2 DL + WLL 5 2.610 4 -0.914 4 1.017 5 2.561 3 DL + WLR 5 -2.561 4 1.017 4 -0.914 5 -2.610 4 DL + EQL/1.4 5 0.100 7 -0.318 10 -0.308 5 0.305 5 DL + EQR/1.4 5 -0.305 10 -0.308 7 -0.318 5 -0.100 12 DL + EWP 4 0.259 8 0.793 8 0.793 4 -0.259 SPAN WIDTHS (LEFT TO RIGHT) SPAN 1 = 50.000 FT. -R- OV16348 OV16348 0 0 V V 1 1 6 6 3 3 4 4 6 6 1 M E L A Y O U T DATE: 10/01/04 TIME: ------------------------------------------------------------------------------------------------------------------------------------ 10:50 AM CADDS PAGE: F ORDER If 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ------------------------------------------------------------------------------------------------------------------------------------ SYSTEM FRAME # 02 DESCRIPTION LRF 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 LEFT SIDE RIGHT SIDE SLOPE (P/12.) = 4.000 SLOPE (P/12.) = 4.000 DIST. TO RIDGE = 25.000 FT. DIST. TO RIDGE = 25.000 FT. COLUMN OFFSET = 8.000 IN. COLUMN OFFSET = 8.000 IN. GIRT DEPTH = 8.000 IN. GIRT DEPTH = 8.000 IN. PURLIN DEPTH = 8.000 IN. (PURLIN UNINSULATED) PURLIN DEPTH = 8.000 IN. SPAN WIDTHS (LEFT TO RIGHT) SPAN 1 = 50.000 FT. -R- OV16348 OV16348 0 0 V V 1 1 6 6 3 3 4 4 6 6 1 I O N DATE: 10/01/04 CADDS TIME: 10:50 AM ------------------------------------------------------------------------------------------------------------------------------------ PAGE: F 45 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM ------------------------------------------------------------------------------------------------------------------------------------ FRAME # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 LEFT SIDE RIGHT SIDE SPAN NO. WIDTH MISCELLANEOUS PROPERTIES EAVE HEIGHT = 12.005 FT. 12.005 FT. 1 TO 2 = 25.000 FT MODULUS OF ELASTICITY = 29000 KSI FRAME HEIGHT = 11.302 FT. 11.302 FT. COL. CLEAR HT. = 10.804 FT. 10.804 FT. CMX = 0.850 SLOPE (P/12.) = 4.000 4.000 CMX(stepped column/no wind) = 0.950 SW R -BEAM OFFSET = 0.125 IN. 0.125 IN. CMY(pinned in minor axis) = 0.600 DIST. TO RIDGE = 25.000 FT. 25.000 FT. CMY(fixed in minor axis) = 0.400 COLUMN OFFSET = 8.000 IN. 8.000 IN. GIRT DEPTH = 8.000 IN. 8.000 IN. ENDWALL PURLIN DEPTH = 8.000 IN. 8.000 IN. FRAME OFFSET = 6.000 IN. (PURLIN UNINSULATED) POST OFFSET = 1.000 IN. ## P Delta Analysis ## --------------------- JOINT DATA --------------------- ------------------------------ MEMBER DATA ------------------------------ .JOINT X-COORD Y-COORD DEGREE -OF -FREEDOM MEMBER MOM. RELEASE K VALUES NUMBER FT FT X Y MZ Z MX NUMBER JOINTS START END IN PLANE OUT OF PLANE 1 1.167 0.000 1 1 0 1 0 1 1- 2 0 0 1.50 1.00 2 1.167 11.164 0 0 0 1 0 2 2- 3 0 0 0.75 1.00 3 25.000 18.740 0 0 0 1 0 3 4- 3 Rotated 0 1 1.00 1.00 4 25.0.00 0.000 1 1 0 1 0 4 5- 3 0 0 0.75 1.00 5 48.833 11.164 0 0 0 1 0 5 6- 5 0 0 1.50 1.00 6 48.833 0.000 1 1 0, 1 0 ( 0 = FREE 1 = FIXED ) ( 1 = RELEASE 0 = NO RELEASE ) N DATE: 10/01/04 O S CADDS TIME: 10:50 AM PAGE: F 46 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 ------------------------------------------------------------------------------------------------------------------------------------ DIST - Distance to secondary from the end of the member in FEET. BRACE - Minor axis secondary bracing code as follows: ACCUM - Distance to purlin from the low sidewall in FEET. No support ID - B Base, W SW&EW Girt @ corner, U SW Girt, O FL Outside flange only braced V EW Girt Only, 0 Other, E Eave str, P Purl, L Lmk TP O-IF Outside and Inside flange braced MAJOR - Major axis brace point indicator. ( YES or NO ) O-SF Outside braced and inside Single flange brace NOTE: BRACE FORCE is the required support force (in kips) perpendicular to the flange COLUMN 1- 2 BRACE COLUMN 4- 3 BRACE COLUMN 6- 5 BRACE ROOFBEAM 2- 3 BRACE DIST ID BRACE MAJOR FORCE DIST ID BRACE MAJOR FORCE DIST ID BRACE MAJOR FORCE DIST ACCUM ID BRACE FORCE 0.00 B O-IF YES 0.00 B O-IF YES 0.00 B O-IF YES 0.00 0.00 E O FL 7.50 W O-SF YES 7.50 W O-SF NO 7.50 W O-SF YES 4.19 4.19 P O-SF 12.50 V YES 17.85 0 O-IF YES 12.50 V YES 9.19 9.19 P O FL 10.80 O O-IF YES 20.34 E NO 10.80 O O-IF YES 14.19 14.19 P O-SF 12.00 E O FL NO 12.00 E O FL NO 19.19 19.19 P 0 FL 24.19 24.19 P O-SF ROOFBEAM 5- 3 BRACE DIST ACCUM ID BRACE FORCE 0.00 0.00 E O FL 4.19 4.19 P O-SF 9.19 9.19 P O FL 14.19 14.19 P O-SF 19.19 19.19 P O FL 24.19 24.19 P O-SF DATE: 10/01/04 T I O N S CADDS TIME: 10:50 AM PAGE: F 47 ------------------------------------------------------------------------------------------------------------------------------------ ORDER It 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 GENERAL In general, forces and coordinates follow the right hand rule. The X axis is horizontal and posi- V tive to the right. The Y axis is vertical and posi- tive upward. The Z axis is normal to the X and Y axis, and is positive out of this plane. Positive +---H moments about the X, Y, and Z axis are counter- / clockwise as viewed looking toward the origin of the Z axis. APPLIED LOADS For load application, vertical and horizontal distances are measured from an origin point at the left structure line and the base of the left exterior column. UNIF - Uniformly distributed loads. These loads can be in X ( horizontal ), Y ( vertical ), or Z ( normal, out -of -plane ) direction. The magnitude of the load is kips/foot. The distances are the location of the start and the end of the load, along the axis of the member. TAPR - Tapered distributed loads. The magnitude in kips/foot of each end of the load is given. Loads can be in the X, Y, or Z direction. Distances are measured along the axis of the member. CONC - Concentrated load. This load can be a force in the X or Y direction or a moment about the Z axis. The location of the load is measured along the member. The load exists at the neutral axis of the member, or at the outer or inner flange of the member. MCONC - Moment producing concentrated load. This load type is similiar to a concentrated load except the location of the load is given in global coordinates, and can exist off the member. ZCONC - Out -of -plane concentrated load. This load can be a moment about the global X or Y axis, or a force in the Z axis direction. SCRAM - Special load for crane loads. This is similiar to the MCONC load except that the moment is in the minor axis direction of the member and is supported by only one flange. DISTANCE TO SECONDARY MEMBERS AND ANALYSIS POINTS Columns use the vertical distance measured from the base plate of the column. Roofbeams use the horizontal distance measured from the start of the member. In the case of exterior roofbeams, the start of the member is at the exterior structure line. MEMBER FORCES Positive axial force, the member is in compression. Positive shear force, outward force on the end of the member. Positive moment, compression on the outer flange. FRAME REACTIONS Reactions use the global coordinate system. A positive horizontal (H) force is to the right. A positive vertical (V) force is upwards. A positive in -plane moment (M) is counter- clockwise in the X -Y plane. A positive out -of -plane force (Z) is out of the X -Y plane. A positive out -of -plane moment (MX) is counter clockwise about the X axis ( near side rotating down ). F R A M E D E S I G N - L 0 A D S U M M A R Y DATE: 10/01/04 CADDS TIME: 10:50 AM ------------------------------------------------------------------------------------------------------------------------------------ PAGE: F 48 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION EWDS 50'-0" ------------------------------------------------------------------------------------------------------------------------------------ 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 GENERAL BUILDING INFORMATION DESIGN BAY = 10.250 FT. TOTAL BUILDING LENGTH = 45.000 FT. PANELS TYPE DESCRIPTION WEIGHT LEFT SIDEWALL SHWAL 26STL 1.12 PSF ROOF BRII 26STL 2.37 PSF (INCLUDING ALLOWANCE FOR SECONDARIES) RIGHT SIDEWALL SHWAL 26STL 1.12 PSF ENDWALL SHWAL 26STL 1.12 PSF BUILDING USE AND LOCATION STATE = CALIFORNIA (INLAND) COUNTY = BUTTE USE CATEGORY = 4 (GENERAL USE) TERRAIN CAT/WIND EXP = C APPLIED LOADINGS BUILDING CODE = UBC - 1997: DEAD LOAD (DL ) = 2.370 PSF + FRAME DL COLLATERAL LOAD (CLL) = 0.000 PSF ROOF LIVE LOAD (LL ) = 20.000 PSF MIN COUNTY GROUND SNOW LOAD = 0 PSF INCLUDES 1.00 IMPORTANCE FACTOR MIN COUNTY RAIN ON SNOW = 0.0 PSF ROOF EXPOSURE = Partially Exposed Roof THERMAL CONDITION = Normal COEFFICIENTS TRIBUTARY LOAD LOAD NET ROOF LOAD FACTOR COEFF (PSF) LEFT ROOF 70.00% 1.00 14.00 RIGHT ROOF 70.00% 1.00 14.00 COEFFICIENTS LEFT SIDEWALL LEFT ROOF RIGHT ROOF RIGHT SIDEWALL SIDEWALLS ROOF ENDWALL SIDEWALL CANOPY/OVERHANG ENDWALL CANOPY/OVERHANG SEISMIC LOADS (EQ ) WIND FROM LEFT (WLL) 0.800 (PRESSURE) 0.300 (PRESSURE) -0.700 (SUCTION ) -0.500 (SUCTION ) ENDWALL WIND PRESSURE (EWP) -0.700 (SUCTION ) -0.700 (SUCTION ) 0.800 (PRESSURE) -1.200 (SUCTION ) -1.200 (SUCTION ) WIND FROM RIGHT (WLR) -0.500 (SUCTION ) -0.700 (SUCTION ) 0.300 (PRESSURE) 0.800 (PRESSURE) ENDWALL WIND SUCTION (EWS) -0.700 (SUCTION ) -0.700 (SUCTION ) -0.700 (SUCTION ) -1.200 (SUCTION ) -0.700 (SUCTION ) INTERNAL PRESSURE (IP ) 0.000 0.000 0.000 0.000 INTERNAL SUCTION (IS ) 0.000 0.000 0.000 0.000 PERCENT SNOW LOAD = 0.000% Seismic W - LEFT ROOF F R A M E D E S I G N - L O A D S U M M A R Y = 3 DATE: 10/01/04 MIN CTY SEISMIC ZONE = 3 I FACTOR = 1.000 Na LATERAL FACTOR CADDS TIME: ------------------------------------------------------------------------------------------------------------------------------------ 10:50 AM SOIL PROFILE = D P DELTA LIMIT = 0.100 Nv FACTOR = 1.000 OMEGAO DEFLECT AMPLIF FACTOR PAGE: F 49 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING T FACTOR S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia = 1.000 NET SEISMIC FACTOR (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ------------------------------------------------------------------------------------------------------------------------------------ SYSTEM FRAME # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 WIND LOADS WIND LOAD LEFT = 80.000 MPH ( 17.597 PSF) MIN COUNTY WIND SPEED = 76 MPH WIND LOAD RIGHT = 80.000 MPH ( 17.597 PSF) INCLUDES 1.00 IMPORTANCE FACTOR WIND LOAD UPLIFT = 80.000 MPH ( 17.597 PSF) WIND LOAD CASE = 3 WIND ENCLOSURE = ENCLOSED COEFFICIENTS LEFT SIDEWALL LEFT ROOF RIGHT ROOF RIGHT SIDEWALL SIDEWALLS ROOF ENDWALL SIDEWALL CANOPY/OVERHANG ENDWALL CANOPY/OVERHANG SEISMIC LOADS (EQ ) WIND FROM LEFT (WLL) 0.800 (PRESSURE) 0.300 (PRESSURE) -0.700 (SUCTION ) -0.500 (SUCTION ) ENDWALL WIND PRESSURE (EWP) -0.700 (SUCTION ) -0.700 (SUCTION ) 0.800 (PRESSURE) -1.200 (SUCTION ) -1.200 (SUCTION ) WIND FROM RIGHT (WLR) -0.500 (SUCTION ) -0.700 (SUCTION ) 0.300 (PRESSURE) 0.800 (PRESSURE) ENDWALL WIND SUCTION (EWS) -0.700 (SUCTION ) -0.700 (SUCTION ) -0.700 (SUCTION ) -1.200 (SUCTION ) -0.700 (SUCTION ) INTERNAL PRESSURE (IP ) 0.000 0.000 0.000 0.000 INTERNAL SUCTION (IS ) 0.000 0.000 0.000 0.000 PERCENT SNOW LOAD = 0.000% Seismic W - LEFT ROOF = 4.370 PSF Seismic W - RIGHT ROOF = 4.370 PSF SEISMIC ZONE = 3 R FACTOR = 4.500 MIN CTY SEISMIC ZONE = 3 I FACTOR = 1.000 Na LATERAL FACTOR = 1.000 STORY DRIFT LIMIT = 0.025 SOIL PROFILE = D P DELTA LIMIT = 0.100 Nv FACTOR = 1.000 OMEGAO DEFLECT AMPLIF FACTOR = 3.150 Ct FACTOR = 0.035 T FACTOR = 0.230 Ca FACTOR = 0.360 Cv FACTOR = 0.540 p FACTOR = 1.000 NET SEISMIC FACTOR = 0.200 Maximum P Delta Stability Coefficient = 0.01 Associated Load Combination 4 F R A M E D E S I G N - L O A D C O M B I N A T I O N S DATE: 10/01/04 CADDS TIME: ------------------------------------------------------------------------------------------------------------------------------------ 10:50 AM PAGE: F 50 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ------------------------------------------------------------------------------------------------------------------------------------ SYSTEM FRAME # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 LCN LOAD DESCRIPTION STRESS MEMB P DELTA DESIGN LOADING GRP LOADING GRP LOADING GRP LOADING GRP LOADING GRP INCREASE STR LAT LONG CATEGORY PERCENT PERCENT PERCENT PERCENT PERCENT 1 DL + LL 1.000 N N N Std Des 100.00 DL 100.00 LL 2 DL + WLL 1.333 N N N Std Des- 100.00 DL 100.00 WLL 3 DL + WLR 1.333 N N N Std Des 100.00 DL 100.00 WLR 4 DL + EQL/1.4 1.333 N Y N Std Des 100.00 DL 72.00 EQ 5 DL + EQR/1.4 1.333 N Y N Std Des 100.00 DL -72.00 EQ 6 PDL+0.70PL+EQLm 1.700 Y N N Axial C 100.00 DL 70.00 LL 220.00 EQ 7 PDL+0.70PL+EQRm 1.700 Y N N Axial C 100.00 DL 70.00 LL -220.00 EQ 8 0.85PDL + EQLm 1.700 Y N N Axial T 85.00 DL 220.00 EQ 9 0.85PDL + EQRm 1.700 Y N N Axial T 85.00 DL -220.00 EQ 10 DL + EQLm 1.700 Y N N Conns 100.00 DL 220.00 EQ 11 DL + EQRm 1.700 Y N N Conns 100.00 DL -220.00 EQ 12 DL + EWP 1.333 N N N Std Des 100.00 DL 100.00 EWP 13 DL + EWS 1.333 N N N Std Des 100.00 DL 100.00 EWS F R A M E D E S I G N - A P P L I E D L 0 A D S DATE: 10/01/04 CADDS TIME: --------------------------------------------------7--------------------------------------------------------------------------------- 10:50 AM PAGE: F 51 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ------------------------------------------------------------------------------------------------------------------------------------ SYSTEM FRAME # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 LOAD CASE (DL ) DEAD LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START-END) TYPE FT FT X Y Z LOCATION DL 2 2 - 3 UNIF 0.00 25.00 0.000 K/FT -0.024 K/FT 0.000 K/FT DL 4 5 - 3 UNIF 25.00 50.00 0.000 K/FT -0.024 K/FT 0.000 K/FT LOAD CASE (LL ) LIVE LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START-END) TYPE FT FT X Y Z LOCATION LL 2 2 - 3 UNIF 0.00 25.00 0.000 K/FT -0.144 K/FT 0.000 K/FT LL 4 5 - 3 UNIF 25.00 50.00 0.000 K/FT -0.144 K/FT 0.000 K/FT LOAD CASE (WLL) WIND LOAD LEFT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START-END) TYPE FT FT X Y Z LOCATION WLL 1 1 - 2 UNIF 0.00 12.00 0.145 K/FT 0.000 K/FT 0.000 K/FT WLL 2 2 - 3 UNIF 0.00 25.00 0.054 K/FT -0.054 K/FT 0.000 K/FT WLL 4 5 - 3 UNIF 25.00 50.00 0.127 K/FT 0.127 K/FT 0.000 K/FT WLL 5 6 - 5 UNIF 0.00 12.00 0.091 K/FT 0.000 K/FT 0.000 K/FT LOAD CASE (WLR) WIND LOAD RIGHT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START-END) TYPE FT FT X Y Z LOCATION WLR 1 1 - 2 UNIF 0.00 12.00 -0.091 K/FT 0.000 K/FT 0.000 K/FT WLR 2 2 - 3 UNIF 0.00 25.00 -0.127 K/FT 0.127 K/FT 0.000 K/FT WLR 4 5 - 3 UNIF 25.00 50.00 -0.054 K/FT -0.054 K/FT 0.000 K/FT WLR 5 6 - 5 UNIF 0.00 12.00 -0.145 K/FT 0.000 K/FT 0.000 K/FT LOAD CASE (EQ ) SEISMIC LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/' LABEL NO (START-END) TYPE FT FT X Y Z LOCATION EQ 1 1 - 2 UNIF 0.00 12.00 0.002 K/FT 0.000 K/FT 0.000 K/FT EQ 2 2 - 3 CONC 0.00 0.224 KIP 0.000 KIP 0.000 IN-K Outside flange EQ 4 5 - 3 CONC 50.00 0.224 KIP 0.000 KIP 0.000 IN-K Outside flange EQ 5 6 - 5 UNIF 0.00 12.00 0.002 K/FT 0.000 K/FT 0.000 K/FT F R A M E D E S I G N - A P P L I E D L O A D S DATE: 10/01/04 CADDS TIME: ---------------------------------------------------------------------------------------------------------=-------------------------- 10:50 AM PAGE: F 52 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ------------------------------------------------------------------------------------------------------------------------------------ SYSTEM FRAME # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 LOAD CASE (EWP) EW WIND PRESSURE LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION EWP 1 1 - 2 UNIF 0.00 12.00 -0.127 K/FT 0.000 K/FT 0.000 K/FT EWP 1 1 - 2 UNIF 0.00 12.00 0.000 K/FT 0.000 K/FT -0.177 K/FT EWP 2 2 - 3 UNIF 0.00 25.00 -0.127 K/FT 0.127 K/FT 0.000 K/FT EWP 3 4 - 3 UNIF 0.00 20.34 0.000 K/FT 0.000 K/FT -0.353 K/FT EWP 4 5 - 3 UNIF 25.00 50.00 0.127 K/FT 0.127 K/FT 0.000 K/FT EWP 5 6 - 5 UNIF 0.00 12.00 0.127 K/FT 0.000 K/FT 0.000 K/FT EWP 5 6 - 5 UNIF 0.00 12.00 0.000 K/FT 0.000 K/FT -0.177 K/FT LOAD CASE (EWS) EW WIND SUCTION LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION EWS 1 1 - 2 UNIF 0.00 12.00 -0.127 K/FT 0.000 K/FT 0.000 K/FT EWS 1 1 - 2 UNIF 0.00 12.00 0.000 K/FT 0.000 K/FT 0.155 K/FT EWS 2 2 - 3 UNIF 0.00 25.00 -0.127 K/FT 0.127 K/FT 0.000 K/FT EWS 3 4 - 3 UNIF 0.00 20.34 0.000 K/FT 0.000 K/FT 0.309 K/FT EWS 4 5 - 3 UNIF 25.00 50.00 0.127 K/FT 0.127 K/FT 0.000 K/FT EWS 5 6 - 5 UNIF 0.00 12.00 0.127 K/FT 0.000 K/FT 0.000 K/FT EWS 5 6 - 5 UNIF 0.00 12.00 0.000 K/FT 0.000 K/FT 0.155 K/FT LOAD CASE (PDE) P Delta Unit Story S LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION C 1 1 1 - 2 CONC 0.00 -0.250 KIP 0.000 KIP 0.000 IN -K Neutral axis C 1 1 1 - 2 CONC 11.16 0.250 KIP 0.000 KIP 0.000 IN -K Neutral axis C 3 3 4 - 3 CONC 0.00 -0.500 KIP 0.000 KIP 0.000 IN -K Neutral axis C 3 3 4 - 3 CONC 18.74 0.500 KIP 0.000 KIP 0.000 IN -K Neutral axis C 5 5 6 - 5 CONC 0.00 -0.250 KIP 0.000 KIP 0.000 IN -K Neutral axis C 5 5 6 - 5 CONC 11.16 0.250 KIP 0.000 KIP 0.000 IN -K Neutral axis F R A M E D E S I G N - S E C T I O N P R O P E R T I E S DATE: 10/01/04 CADDS TIME: 10:50 ------------------------------------------------------------------------------------------------------------------------------------ AM PAGE: F 53 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ------------------------------------------------------------------------------------------------------------------------------------ # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 MEMBER NO. 1 JOINTS 1 - 2 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.250 WEB = 0.120 INNER FLANGE = 5.000 X 0.250 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 0.00 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 7.50 7.50 2 3.75 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 7.50 7.50 3 7.50 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 7.50 7.50 4 10.80 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 3.30 3.30 MEMBER NO. 2 JOINTS 2 - 3 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.250 WEB = 0.120 INNER FLANGE = 5.000 X 0.250 SECTION NO. 2 OUTER FLANGE = 5.000 X 0.250 WEB = 0.140 INNER FLANGE = 5.000 X 0.250 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 1.35 12.00 3.88 101.51 5.21 1.33 1.33 5.25 1.16 1.33 1.33 9.60 9.60 95.83 4.39 2.98 2 4.19 12.00 3.88 101.51 5.21 1.33 1.33 5.25 1.16 1.33 1.33 9•.60 9.60 95.83 5.25 10.49 3 9.19 12.00 3.88 101.51 5.21 1.33 1.33 5.25 1.16 1.33 1.33 9.60 9.60 95.83 5.25 10.49 4 14.19 12.00 3.88 101.51 5.21 1.33 1.33 5.25 1.16 1.33 1.33 9.60 9.60 95.83 5.25 10.49 5 19.19 12.00 3.88 101.51 5.21 1.33 1.33 5.25 1.16 1.33 1.32 9.60 10.03 95.83 5.25 10.49 6 22.50 12.00 3.88 101.51 5.21 1.33 1.33 5.25 1.13 1.31 1.32 10.46 10.03 95.83 5.25 10.49 7 2 22.50 12.02 4.11 104.41 5.21 1.31 1.31 5.25 1.13 1.31 1.32 10.46 10.03 82.28 5.25 10.49 8 24.19 18.34 5.00 270.74 5.21 1.25 1.25 5.25 1.13 1.31 1.32 10.46 10.03 127.42 5.25 10.49 9 24.73 20.38 5.28 345.01 5.21 1.23 1.23 5.25 1.01 1.24 1.24 15.49 15.49 142.01 1.14 1.14 MEMBER NO. 3 JOINTS 4 - 3 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.250 WEB = 0.120 INNER FLANGE = 5.000 X 0.250 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 0.00 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 7.50 7.50 2 3.75 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 7.50 7.50 3 7.50 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 10.35 10.35 4 10.95 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 10.35 10.35 5 14.40 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 10.35 10.35 6 17.85 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 10.35 10.35 F R A M.E D E S I G N - S E C T I O N P R O P E R T I E S DATE: 10/01/04 CADDS TIME: 10:50 ------------------------------------------------------------------------------------------------------------------------------------ AM PAGE: F 54 ORDER () 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE 1F 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ------------------------------------------------------------------------------------------------------------------------------------ # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000. TO 12 MEMBER NO. 4 JOINTS 5 - 3 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.250 WEB = 0.120 INNER FLANGE = 5.000 X 0.250 SECTION NO. 2 OUTER FLANGE = 5.000 X 0.250 WEB = 0.140 INNER FLANGE = 5.000 X 0.250 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 1.35 12.00 3.88 101.51 5.21 1.33 1.33 5.25 1.16 1.33 1.33 9.60 9.60 95.83 4.39 2.98 2 4.19 12.00 3.88 101.51 5.21 1.33 1.33 5.25 1.16 1.33 1.33 9.60 9.60 95.83 5.25 10.49 3 9.19 12.00 3.88 101.51 5.21 1.33 1.33 5.25 1.16 1.33 1.33 9.60 9.60 95.83 5.25 10.49 4 14.19 12.00 3.88 101.51 5.21 1.33 1.33 5.25 1.16 1.33 1.33 9.60 9.60 95.83 5.25 10.49 5 19.19 12.00 3.88 101.51 5.21 1.33 1.33 5.25 1.16 1.33 1.32 9.60 10.03 95.83 5.25 10.49 6 22.50 12.00 3.88 101.51 5.21 1.33 1.33 5.25 1.13 1.31 1.32 10.46 10.03 95.83 5.25 10.49 7 2 22.50 12.02 4.11 104.41 5.21 1.31 1.31 5.25 1.13 1.31 1.32 10.46 10.03 82.28 5.25 10.49 8 24.19 18.34 5.00 270.74 5.21 1.25 1.25 5.25 1.13 1.31 1.32 10.46 10.03 127.42 5.25 10.49 9 24.73 20.38 5.28 345.01 5.21 1.23 1.23 5.25 1.01 1'.24 1.24 15.49 15.49 142.01 1.14 1.14 MEMBER NO. 5 JOINTS 6 - 5 SECTION NO. 1 OUTER FLANGE 5.000 X 0.250 WEB = 0.120 INNER FLANGE = 5.000 X 0.250 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (-IN) RATIO (FT) (FT) 1 1 0.00 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 7.50 7.50 2 3.75 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 7.50 7.50 3 7.50 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 7.50 7.50 4 10.80 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 3.30 3.30 O L L I N G S T R E S S DATE: 10/01/04 CADDS TIME: 10:50 ------------------------------------------------------------------------------------------------------------------------------------ AM PAGE: F 55 ORDER # 121612 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ------------------------------------------------------------------------------------------------------------------------------------ SYSTEM FRAME # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 COLUMN 1 - 2 'AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 3.88 16.92 16.92 2.43 0.00 33.00 31.47 33.00 2.31 17.38 0.97 1.00 1.75 0.02 0.00 0.00 0.02 1 2 2 12.00 3.88 16.92 16.92 0.44 79.72 43.99 41.94 43.99 1.77 17.38 0.97 1.00 1.75 0.00 0.11 0.11 0.11 2 2 3 12.00 3.88 16.48 16.48 0.39 159.43 43.99 41.94 43.99 -1.12 17.38 0.97 1.00 1.75 0.00 0.23 0.25 0.25 2 3 4* 12.00 3.88 16.92 16.92 0.34 202.38 43.99 42.57 43.99 1.11 17.38 0.97 1.00 1.11 0.00 0.28 0.27 0.28 2 12 ROOF BEAM 2 - 3 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 3.88 16.92 16.92 0.77 -203.10 43.99 43.99 42.57 1.70 13.04 0.97 1.00 1.03 0.00 0.27 0.28 0.29 3 1 2 12.00 3.88 16.48 16.48 0.71 -215.84 43.99 43.99 27.37 0.92 13.04 0.97 1.00 1.10 0.00 0.34 0.48 0.48 3 1 3 12.00 3.88 16.92 16.48 0.64 -209.29 43.99 43.99 27.37 0.58 17.38 0.97 1.00 1.10 0.00 0.33 0.46 0.47 3 3 4 12.00 3.88 16.48 16.48 0.58 -171.95 43.99 43.99 27.37 -0.81 13.04 0.97 1.00 1.10 0.00 0.27 0.38 0.38 3 1 5 12.00 3.88 16.92 16.48 0.51 -103.82 43.99 43.99 34.82 -1.67 13.04 0.97 1.00 1.71 0.00 0.16 0.18 0.18 3 1 6* 12.00 3.88 16.92 16.92 -0.06 -70.53 33.00 33.00 28.83 -1.71 13.04 0.97 1.00 2.30 0.00 0.13 0.14 0.14 1 1 7* 12.02 4.11 17.37 17.37 -0.06 -70.74 33.00 33.00 28.83 -1.71 20.67 0.98 1.00 2.30 0.00 0.12 0.14 0.14 1 1 8 18.34 5.00 28.65 28.65 -0.25 -110.54 33.00 33.00 28.83 -2.29 13.15 0.95 1.00 2.30 0.00 0.13 0.13 0.13 1 1 9* 20.38 5.28 33.85 33.85 -0.25 -120.18 33.00 33.00 30.74 -2.29 11.76 0.94 1.00 1.04 0.00 0.11 0.12 0.12 1 1 COLUMN 4 - 3 Rotated 90 degrees AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 3.88 16.92 16.92 4.76 0.00 31.94 31.47 33.00 3.32 17.38 0.97 1.00 1.75 0.04 0.00 0.00 0.04 1 12 2 12.00 3.88 16.92 16.92 -1.03 89.96 43.99 41.94 43.99 2.00 17.38 0.97 1.00 1.75 0.01 0.13 0.12 0.13 12 12 3 12.00 3.88 16.48 16.92 -1.08 179.91 43.99 35.67 43.99 -1.15 17.38 0.97 1.00 1.75 0.01 0.31 0.28 0.31 12 12 4 12.00 3.88 16.92 16.92 -1.12 132.11 43.99 35.67 43.99 -1.15 17.36 0.97 1.00 1.75 0.01 0.22 0.18 0.22 12 12 5 12.00 3.88 16.92 16.92 -1.17 84.32 43.99 35.67 43.99 -1.15 17.38 0.97 1.00 1.75 0.01 0.14 0.11 0.14 12 12 6* 12.00 3.88 16.92 16.92 4.51 0.00 12.99 26.76 33.00 -3.42 17.38 0.97 1.00 1.75 0.09 0.00 0.00 0.09 1 12 F R A M E D E S I G N. - C O N T R O L L I N G S T R E S S DATE: 10/01/04 CADDS TIME: ------------------------------------------------------------------------------------------------------------------------------------ 10:50 AM PAGE: F 56 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ------------------------------------------------------------------------------------------------------------------------------------ SYSTEM FRAME # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 ROOF BEAM 5 - 3 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 3.88 16.92 16.92 0.77 -203.10 43.99 43.99 42.57 1.70 13.04 0.97 1.00 1.03 0.00 0.27 0.28 0.29 2 1 2 12.00 3.88 16.48 16.48 0.71 -215.84 43.99 43.99 27.37 0.92 13.04 0.97 1.00 1.10 0.00 0.34 0.48 0.48 2 1 3 12.00 3.88 16.92 16.48 0.64 -209.29 43.99 43.99 27.37 0.58 17.38 0.97 1.00 1.10 0.00 0.33 0.46 0.47 2 2. 4 12.00 3.88 16.46 16.48 0.58 -171.95 43.99 43.99 27.37 -0.81 13.04 0.97 1.00 1.10 0.00 0.27 0.38 0.38 2 1 5 12.00 3.88 16.92 16.48 0.51 -103.82 43.99 43.99 34.82 -1.67 13.04 0.97 1.00 1.71 0.00 0.16 0.18 0.18 2 1 6* 12.00 3.88 16.92 16.92 -0.06 -70.53 33.00 33.00 28.83 -1.71 13.04 0.97 1.00 2.30 0.00 0.13 0.14 0.14 1 1 7* 12.02 4.11 17.37 17.37 -0.06 -70.74 33.00 33.00 28.83 -1.71 20.67 0.98 1.00 2.30 0.00 0.12 0.14 0.14 1 1 8 18.34 5.00 28.65 28.65 -0.25 -110.54 33.00 33.00 28.83 -2.29 13.15 0.95 1.00 2.30 0.00 0.13 0.13 0.13 1 1 9* 20.38 5.28 33.85 33.85 -0.25 -120.18 33.00 33.00 30.74 -2.29 11.76 0.94 1.00 1.04 0.00 0.11 0.12 0.12 1 1 COLUMN 6 - 5 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 3.88 16.92 16.92 2.43 0.00 33.00 31.47 33.00 2.31 17.38.0.97 1.00 1.75 0.02 0.00 0.00 0.02 1 3 2 12.00 3.88 16.92 16.92 0.44 79.72 43.99 41.94 43.99 1.77 17.38 0.97 1.00 1.75 0.00 0.11 0.11 0.11 3 3 3 12.00 3.88 16.48 16.48 0.39 159.43 43.99 41.94 43.99 -1.12 17.38 0.97 1.00 1.75 0.00 0.23 0.25 0.25 3 2 4* 12.00 3.88 16.92 16.92 0.34 202.38 43.99 42.57 43.99 1.11 17.38 0.97 1.00 1.11 0.00 0.28 0.27 0.28 3 12 r F R A M E D E S I G N - W E L D S U M M A R Y DATE: 10/01/04 CADDS TIME: ------------------------------------------------------------------------------------------------------------------------------------ 10:50 AM PAGE: F 57 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ------------------------------------------------------------------------------------------------------------------------------------ SYSTEM FRAME # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 PART WEB WEB FLG-TO-WEB FILLET ALLOW CONTROLLING NO. SECT THK STRESS SIZE SHEAR MEMB ANAL LOAD (IN) (KIPS/IN) (KIPS/IN) NO. PT GOND OV16358 1 0.120 0.126 1/8 2.620 1 1 2 OV16366 1 0.120 0.124 1/8 2.620 2 6 1 OV16368 1 0.140 0.120 1/8 2.620 2 7 1 OV16370 1 0.120 0.186 1/8 2.620 3 6 12 THE FLANGE -TO -WEB SHEAR VALUES SHOWN HAVE BEEN ADJUSTED FOR WIND LOAD TO SHOW THE EQUIVALENT LIVE LOAD r J F R A M E D E S I G N - S P L I C E S U M M A R Y DATE: 10/01/04 CADDS TIME: ------------------------------------------------------------------------------------------------------------------------------------ 10:50 AM PAGE: F 58 • ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ------------------------------------------------------------------------------------------------------------------------------------ SYSTEM FRAME # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 THE CONTROLLING COMBINATIONS SHOWN ABOVE ARE BASED ON THE MAXIMUM TENSION IN THE FLANGES FOR AXIAL PLUS BENDING THE FORCES GIVEN ARE MEMBER FORCES ALONG THE NEUTRAL AXIS J F R A M E D E S I G N - R E A C T I O N S DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: F 59 ---------------------------------------------------------------------------I--------------------------------------------------------- ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 ------------------------------------------------------------------------------------------------------------------------------------ POSITIVE REACTION DIRECTION H KIPS Horizontal Force to Right V 2-------3-------5 V KIPS Vertical Force Up Z KIPS Horizontal Out of Plane +---H Z A536 A549 A537 ## P Delta Analysis Performed ## No. Loading Combination 1H 1V 1Z 2Z 3Z 4V 4Z 5Z 6H 6V 6Z Sum H Sum V 1 DL + LL 0.46 2.43 0.00 0.00 0.00 4.76 0.00 0.00 -0.46 2.43 0.00 0.00 9.61 2 DL + WLL -2.31 0.49 0.00 0.00 0.00 0.31 0.00 0.00 -2.02 -0.19 0.00 -4.33 0.60 3 DL + WLR 2.02 -0.19 0.00 0.00 0.00 0.31 0.00 0.00 2.31 0.49 0.00 4.33 0.60 4 DL + EQL/1.4 -0.08 0.50 0.00 0.00 0.00 1.24 0.00 0.00 -0.27 0.67 0.00 -0.36 2.41 5 DL + EQR/1.4 0.27 0.67 0.00 0.00 0.00 1.24 0.00 0.00 0.08 0.50 0.00 0.36 2.41 6 PDL+0.70PL+EQLm not applicable 7 PDL+0.70PL+EQRm not applicable 8 0.85PDL + EQLm not applicable 9 0.85PDL + EQRm not applicable 10 DL +,EQLm not applicable 11 DL + EQRm not applicable 12 DL + EWP 0.41 -1.47 1.03 1.31 3.86 -0.98 3.32 1.31 -0.41 -1.47 1.03 0.00 -3.92 13 DL + EWS 0.41 -1.47 -0.90 -1.14 -3.38 -0.98 -2.91 -1.14 -0.41 -1.47 -0.90 0.00 -3.92 No. Loading Combination Sum Z 1 DL + LL 0.00 2 DL + WLL 0.00 3 DL + WLR 0.00 4 DL + EQL/1.4 0.00 5 DL + EQR/1.4 0.00 6 PDL+0.70PL+EQLm not appl 7 PDL+0.70PL+EQRm not appl 8 0.85PDL + EQLm not appl 9 0.85PDL + EQRm not appl 10 DL + EQLm not appl 11 DL + EQRm not appl 12 DL + EWP 11.85 13 DL + EWS -10.37 F R A M E D E S I G N - R E A C T I O N S DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: F 60 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 ------------------------------------------------------------------------------------------------------------------------------------ POSITIVE REACTION DIRECTION H KIPS horizontal Force to Right V 2-------3-------5 V KIPS Vertical Force Up Z KIPS Horizontal Out of Plane +---H / 1 4 6 Z A536 A549 A537 ID Load Case 1H 1V 1Z 2Z 3Z 4V 4Z 5Z 6H 6V 6Z Sum H Sum V DL DEAD LOAD 0.09 0.59 0.00 0.00 0.00 1.24 0.00 0.00 -0.09 0.59 0.00 0.00 2.41 LL LIVE LOAD 0.36 1.84 0.00 0.00 0.00 3.52 0.00 0.00 -0.36 1.84 0.00 0.00 7.20 WLL WIND LOAD LEFT -2.41 -0.10 0.00 0.00 0.00 -0.93 0.00 0.00 -1.93 -0.78 0.00 -4.33 -1.81 WLR WIND LOAD RIGHT 1.93 -0.78 0.00 0.00 0.00 -0.93 0.00 0.00 2.41 -0.10 0.00 4.33 -1.81 EQ SEISMIC LOAD -0.25 -0.11 0.00 0.00 0.00 0.00 0.00 0.00 -0.25 0.11 0.00 -0.50 0.00 EWP EW WIND PRESSURE 0.32 -2.06 1.03 1.31 3.86 -2.22 3.32 1.31 -0.32 -2.06 1.03 0.00 -6.34 EWS EW WIND SUCTION 0.32 -2.06 -0.90 -1.14 -3.38 -2.22 -2.91 -1.14 -0.32 -2.06 -0.90 0.00 -6.34 PDE P Delta Unit Story S -0.25 -0.31 0.00 0.00 0.00 0.00 0.00 0.00 -0.25 0.31 0.00 -0.50 0.00 ID Load Case Sum Z DL DEAD LOAD 0.00 LL LIVE LOAD 0.00 WLL WIND LOAD LEFT 0.00 WLR WIND LOAD RIGHT 0.00 EQ SEISMIC LOAD 0.00 EWP EW WIND PRESSURE 11.85 EWS EW WIND SUCTION -10.37 PDE P Delta Unit Story S 0.00 F R A M E D E S I G N - S T R E S S S U M M A R Y DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: F 61 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 ------------------------------------------------------------------------------------------------------------------------------------ MEMBER NO. 1 JOINT 1 - 2 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO GOND 1 10.80 55. 3 3.75 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.283 2 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 0.34 202.38 0.09 11.96 11.96 43.99 42.57 43.99 2.31 17.38 0.133 2 MEMBER NO. 2 JOINT 2 - 3 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 22.50 55. 5 5.00 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.483 3 2 2.50 55. 2 1.68 FT 12.00 IN 21.39 IN 5.000 X .250 .140 5.000 X .250 0.141 1 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 0.71 -215.84 0.18 -15.04 -13.10 43.99 43.99 27.37 -1.71 13.04 0.131 1 2 -0.06 -70.74 -0.02 -4.07 -4.07 33.00 33.00 28.83 -2.29 11.76 0.195 1 MEMBER NO. 3 JOINT 4 - 3 Rotated 90 degrees ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 17.85 55. 5 3.75 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.306 12 F R A M E D E S I G N - STRES S SUMMARY DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: F 62 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT.# 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 ------------------------------------------------------------------------------------------------------------------------------------ CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 -1.08 179.91 -0.28 10.92 12.54 43.99 35.67 43.99 -3.42 17.38 0.197 12 MEMBER NO. 4 JOINT 5 - 3 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 22.50 55. 5 5.00 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.483 2 2 2.50 55. 2 1.68 FT 12.00 IN 21.39 IN 5.000 X .250 .140 5.000 X .250 0.141 1 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 0.71 -215.84 0.18 -15.04 -13.10 43.99 43.99 27.37 -1.71 13.04 0.131 1 2 -0.06 -70.74 -0.02 -4.07 -4.07 33.00 33.00 28.83 -2.29 11.76 0.195 1 MEMBER NO. 5 JOINT 6 - 5 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT)STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 10.80 55. 3 3.75 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.283 3 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 0.34 202.38 0.09 11.96 11.96 43.99 42.57 43.99 2.31 17.38 0.133 3 FRAME DES IGN - J O I N T D E F L E C T I O N S 5H DATE: 10/01/04 1 DL + LL N -0.001 -0.003 CADDS TIME: 10:50 AM ------------------------------------------------------------------------------------------------------------------------------------ 0.001 -0.003 2 DL + WLL N PAGE: F 63 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 0.000 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia 4 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) -0.002 DESIGN SYSTEM FRAME # 04 DESCRIPTION ------------------------------------------------------------------------------------------------------------------------------------ EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 -0.001 POSITIVE DEFLECTION DIRECTION -0.002 -0.152 -0.001 12 DL + EWP N H INCHES Horiz. Deflection to Right V 0.000 0.002 2-------3-------5 0.002 13 DL V INCHES Vertical Deflection Up N -0.005 0.002 0.000 0.002 0.005 0.002 +---H / 1 4 6 Z A536 A549 A537 ## P Delta Analysis Performed ## No. Loading Combination Cd 2H 2V 3H 3V 5H 5V 1 DL + LL N -0.001 -0.003 0.000 -0.009 0.001 -0.003 2 DL + WLL N 1.734 -0.001 1.736 0.000 1.734 0.000 3 DL + WLR N -1.734 0.000 -1.736 0.000 -1.734 -0.001 4 DL + EQL/1.4 N 0.152 -0.001 0.152 -0.002 0.152 -0.001 5 DL + EQR/1.4 N -0.152 -0.001 -0.152 -0.002 -0.152 -0.001 12 DL + EWP N -0.005 0.002 0.000 0.002 0.005 0.002 13 DL + EWS N -0.005 0.002 0.000 0.002 0.005 0.002 0 B E R D E F L E C T I O N S DATE: 10/01/04 CADDS TIME: 10:50 AM ------------------------------------------------------------------------------------------------------------------------------------ PAGE: F 64 ORDER It 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 ------------------------------------------------------------------------------------------------------------------------------------ DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 POSITIVE DEFLECTION DIRECTION H INCHES Horizontal to the Right V +---2---+---4---+ V INCHES Vertical Up I +---H 1 3' S Z MAXIMUM MEMBER DEFLECTIONS MEMBER 1H MEMBER 2V MEMBER 3H MEMBER 4V MEMBER 5H No. Loading Combination PT DEFL PT DEFL PT DEFL PT DEFL PT DEFL 1 DL + LL 3 -0.023 4 -0.121 7 0.000 4 -0.121 3 0.023 2 DL + WLL 5 1.734 3 -0.591 7 1.736 3 0.596 5 1.734 3 DL + WLR 5 -1.734 3 0.596 7 -1.736 3 -0.591 5 -1.734 4 DL + EQL/1.4 5 0.152 3 -0.067 7 0.152 3 0.017 5 0.152 5 DL + EQR/1.4 5 -0.152 3 0.017 7 -0.152 3 -0.067 5 -0.152 12 DL + EWP 5 -0.005 4 0.062 3 -0.257 4 0.062 5 0.005 13 DL + EWS 5 -0.005 4 0.062 3 0.225 4 0.062 5 0.005 0 SPAN WIDTHS (LEFT TO RIGHT) SPAN 1 = 25.000 FT. SPAN 2 = 25.000 FT. -R- OV16366 OV16368 OV16366 0 0 0 V V V 1 1 1 6 6 6 3 3 3 5 7 5 8 0 8 1 2 FRAME DES IGN - F R A M E L A Y O U T DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: F ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 ------------------------------------------------------------------------------------------------------------------------------------ LEFT SIDE RIGHT SIDE SLOPE (P/12.) = 4.000 SLOPE (P/12.) = 4.000 DIST. TO RIDGE = 25.000 FT. DIST. TO RIDGE = 25.000 FT. COLUMN OFFSET = 8.000 IN. COLUMN OFFSET = 8.000 IN. GIRT DEPTH = 8.000 IN. GIRT DEPTH = 8.000 IN. PURLIN DEPTH = 8.000 IN. (PURLIN UNINSULATED) PURLIN DEPTH = 8.000 IN. SPAN WIDTHS (LEFT TO RIGHT) SPAN 1 = 25.000 FT. SPAN 2 = 25.000 FT. -R- OV16366 OV16368 OV16366 0 0 0 V V V 1 1 1 6 6 6 3 3 3 5 7 5 8 0 8 1 2 SPLICE DESIGN - CONTENTS DATE: 10/01/04 CADDS TIME: 10:50 AM ------------------------------------------------------------------------------------------------------------------------ PAZ- ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ------------------------------------------------------------------------------------------------------------------------------------ ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) (UNIT) (FRAMELINES) PAGE NO DESIGN FRAME # ------ 01 EWDS ------- 50'-0" -------- 12'-3 5/8" ------ 20 PSF ------ 80 MPH ----------- UBC 97 ------- 4.000 TO 12 ------------------ 1 ------- x - 1 DESIGN FRAME # 02 LRF 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 Z -33 DESIGN FRAME # 04 EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 3 - 53 C:\121812.RDB S P L I C E D E S I G N - C O V E R S H E E T DATE: 10/01/04 CADDS TIME: ------------------------------------------------------------------------------------------------------------------------------------ 10:50 AM PAGE: S ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ------------------------------------------------------------------------------------------------------------------------------------ SYSTEM FRAME # 01 DESCRIPTION EWDS 50'-0" 12'-3 5/6" 20 PSF 80 MPH UBC 97 4.000 TO 12 RUN OPTIONS AND INFORMATION SOURCING PLANT 04 - Visalia QUANTITY OF LIKE FRAMES 1 STRESS RATIO LIMIT 1.030 REPORTS SELECTED COVER SHEET BOLT LOADS / ALLOWABLES SIGN CONVENTIONS LAYOUT SKETCH APPLIED LOADS SUMMARY FLANGE / WEB PLATE INFORMATION PART DIMENSIONS WELD INFORMATION BOLTS / SPLICE PLATE INFORMATION SPLICES SELECTED SPL MEMB SEQ Connection ! GROUP INFORMATION ! ASSEMBLY INFORMATION NUM NUM NUM Description ! NUM Connection Plate Opt ! NUM Stiffener Opt Weld Opt --- --- --- -------------------- + ------------------------------- +------- -- ----------------- ------------------------ 1 01 1 Pinned Base Plate 6 Analysis Only OV16340 01 Analysis Only Design w/ Combined welds 2 01 2 Knee Splice 7 Analysis Only OV16340 02 Analysis Only Design w/ Combined welds OV16342 01 Analysis Only Design w/ Combined welds 3 03 1 Pinned Base Plate 8 Analysis Only OV16344 01 Analysis Only Design w/ Combined Welds 4 03 2 Int. Col. to Roof Bm 9 Analysis Only OV16344 02 Analysis Only Design w/ Combined welds OV16342 03 Analysis Only Design w/ Combined welds 9 04 1 Ridge 10 Analysis Only OV16342 02 Analysis Only Design w/ Combined Welds OV16342 02 Analysis Only Design w/ Combined Welds S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 10/01/04 CADDS TIME: 10:50 AM ------------------------------------------------------------------------------------------------------------------------------------ PAGE: S 1 ORDER If 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME If 01 DESCRIPTION EWDS 50'-0"' 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE If 01 ------------------------------------------------------------------------------------------------------------------------------------ TYPE : Pinned Base Plate No Ext Corner - S Nuts LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y STRESS MEMBER NO ------------------------ CATEGORY (kips) --------------- (kips) (kips) -------------- FACTOR ------ STRENGTH -------- 1 DL + LL Std Des 1.87 0.18 0.00 1.00 N 2 DL + WLL Std Des -1.10 -2.86 0.00 1.33 N 3 DL + WLR Std Des 1.37 2.50 0.00 1.33 N 4 DL + EQL/1.4 Std Des 0.21 -0.19 0.00 1.33 N 5 DL + EQR/1.4 Std Des 0.68 0.26 0.00 1.33 N 6 PDL+0.70PL+EQLm Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+EQRm Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + EQLm Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + EQRm Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL + EQLm Conns Category 2 Load Combination - Does not apply to this Splice Type. 11 DL + EQRm Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL + EWP Std Des -1.93 0.64 0.63 1.33 N 13 DL + EWS Std Des -1.93 0.64 -0.55 1.33 N P A R T D I M E N S I O N S Column Sidewall Endwall Dimensions at Connection ` Flg. to Flg. Dimension 12.000" Offset from Structure Line 8.000" 6.000" Main Flange Dimensions Adjacent Depth Change Information Distance to Depth Change 101- 9.643" Flg. to Flg. Dimension 12.000" Adj. Pl. Angle (Degrees) 0.000 DATE: 10/01/04 CADDS TIME: 10:50 AM ------------------------------------------------------------------------------------------------------------------------------------ PAGE: S 2 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 01 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 01 TYPE ------------------------------------------------------------------------------------------------------------------------------------ : Pinned Base Plate No Ext Corner - S Nuts S P L I C E P L A T E PLATE TYPE STANDARD PART NUMBER 0042853 ORIENTATION NORMAL PLATE WIDTI4 8.000" PLATE LENGTH 12.500" PLATE THICKNESS 0.500" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.052 CONTROLLING COND. 12 CONTROLLING LOCATION Outer Row 2 B 0 L T I N F O R M A T I O N BOLT DIAMETER 0.750" BOLT GAGES - INNER: 4.000" BOLT TYPE Gr36 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW OUTER 1 2 3.000" OUTER 2 2' 7.000" 4.000" C O N C R E T E S T R E S S E S MIN. DESIGN FOOTING SIZE 145.000 ( In -2 ) CONCRETE STRENGTH 3.000 KSI CONTROLLING LOAD COND. NUMBER 1 ACTUAL ULTIMATE CONCRETE STRESS 0.030 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.842 KSI CONCRETE STRESS RATIO 0.016 S P L I C E D E S I G N - B O L T L O A D S / A L L O W A B L E S DATE: 10/01/04 CADDS TIME: ------------------------------------------------------------------------------------------------------------------------------------ 10:50 AM PAGE: S 3 ORDER 1t 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 01 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE ------------------------------------------------------------------------------------------------------------------------------------ # 01 TYPE : Pinned Base Plate No Ext Corner - S Nuts B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE 1 Total Section is in Compression 0.000 9.860 2 0.275 0.275 1.618 13.143 0.623 25.514 3 Total Section is in Compression 1.026 13.143 4 Total Section is in Compression 0.048 13.143 5 Total Section is in Compression 0.000 13.143 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 0.481 0.481 0.507 13.143 1.089 25.514 13 0.481 0.481 0.477 13.143 1.089 25.514 OUTSIDE FLANGE 0.250 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 -+---------- 3.000" 4.000" 12.000" 5.500" -----------. - +- 4.000"-+ FFFFFFFFFFFFFFFFFFFFFFF W o W o W W W o W o W W W W W W W W W W W W W W W ` W W W W W W W W W > W W W W W W W W W FFFFFFFFFFFFFFFFFFFFFFF ----------------------------- S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 10/01/04 CADDS TIME: 10:50 AM ------------------------------------------------------------------------------------------------------------------------------------ PAGE: S 4 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 01 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 01 ------------------------------------------------------------------------------------------------------------------------------------ TYPE : Pinned Base Plate No Ext Corner - S Nuts SPLICE PLATE 0042853 COLUMN BOLTS: 0.750" DIA Gr36 NO WASHERS 8.000" X 12.500" X 0.500" OUTSIDE FLANGE 0.250 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 -+---------- 3.000" 4.000" 12.000" 5.500" -----------. - +- 4.000"-+ FFFFFFFFFFFFFFFFFFFFFFF W o W o W W W o W o W W W W W W W W W W W W W W W ` W W W W W W W W W > W W W W W W W W W FFFFFFFFFFFFFFFFFFFFFFF ----------------------------- COLUMN SIDE OUTER 1 Main Flange INNER 1 Main Flange DESCRIPTION COLUMN SIDE Main Web 0.250 X 5.000 0.000 0.20 43.99 0.48 49.50 0.010 1 0.250 X 5.000 0.500 0.05 43.99 0.48 49.50 0.010 1 W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW GOND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) 0.120 1.94 29.33 1.46 43.99 0.48 49.50 0.066 2 I O N DATE: 10/01/04 CADDS TIME: 10:50 AM ------------------------------------------------------------------------------------------------------------------------------------ PAGE: S 5 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 01 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 01 ------------------------------------------------------------------------------------------------------------------------------------ TYPE : Pinned Base Plate No Ext Corner - S Nuts F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE OUTER 1 Main Flange INNER 1 Main Flange DESCRIPTION COLUMN SIDE Main Web 0.250 X 5.000 0.000 0.20 43.99 0.48 49.50 0.010 1 0.250 X 5.000 0.500 0.05 43.99 0.48 49.50 0.010 1 W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW GOND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) 0.120 1.94 29.33 1.46 43.99 0.48 49.50 0.066 2 N DATE: 10/01/04 O CADDS TIME: 10:50 AM PAGE: S 6 ------------------------------------------------------------------------------------------------------------------------------------ ORDER it 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 01 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 01 TYPE : Pinned Base Plate No Ext Corner - S Nuts ------------------------------------------------------------------------------------------------------------------------------------ W E L D I N F O R M A T I O N COLUMN SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) (k/in) Win) COND OUTER 1 Main Flange Flange to Splice Plate INNER 1 Main Flange Flange to Splice Plate COLUMN SIDE DESCRIPTION 1/8" 0.05 3.71 0.014 12 1/8" 0.01 3.71 0.004 12 W E L D I N F O R M A T I O N W E B P L A T E S ------------------------- WELD SIZE ---------------=--------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) (k/in) COND Main Web Web to Splice Plate 1/8" 1/8" 0.10 0.23 5.56 0.046 2 P A R T D I•M E N S I 0 N S Column Roof Beam Dimensions at Connection P L I E D L O A D S S U M M A R Y Part Slope DATE: 10/01/04 Conn. Plate Angle (Degrees) 18.435 18.435 Offset from Structure Line 8.000" 0.125" Main Flange Dimensions TIME: 10:50 AM 5.000" Thickness 0.250" Inner Flange Width' CADDS ------------------------------------------------------------------------------------------------------------------------------------ 0.250" Adjacent Depth Change Information Distance to Depth Change 101- 9.643" 231- 7.795" PAGE: S 7 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 01 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE ------------------------------------------------------------------------------------------------------------------------------------ # 02 TYPE : Ext Col - Roof Beam Knee 0/I Extens Flg LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO ---- -------------------- CATEGORY (kips) --------------- (kips) (in -k) --------------- FACTOR ------ STRENGTH -------- 1 DL + LL Std Des 1.72 -0.18 -23.98 1.00 N 2 DL + WLL Std Des -1.25 0.71 249.91 1.33 N 3 DL + WLR Std Des 1.23 -1.16 -251.59 1.33 N 4 DL + EQL/1.4 Std Des 0.06 0.17 24.03 1.33 N 5 DL + EQR/1.4 Std Des 0.54 -0.23 -33.33 1.33 N 6 PDL+0.70PL+EQLm Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+EQRm Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + EQLm Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + EQRm Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL + EQLm Conns -0.42 0.58 82.99 1.70 Y 11 DL + EQRm Conns 1.02 -0.65 -92.29 1.70 Y 12 DL + EWP Std Des -2.07 1.25 31.58 1.33 N 13 DL + EWS Std Des -2.07 1.25 31.58 1.33 N P A R T D I•M E N S I 0 N S Column Roof Beam Dimensions at Connection Flg. to Flg. Dimension 12.000" 12.000" Part Slope 4.000 TO 12 Conn. Plate Angle (Degrees) 18.435 18.435 Offset from Structure Line 8.000" 0.125" Main Flange Dimensions Outer Flange Width 5.000" Thickness 0.250" Inner Flange Width' 5.000" Thickness 0.250" Adjacent Depth Change Information Distance to Depth Change 101- 9.643" 231- 7.795" Flg. to Flg. Dimension 12.000" 12.000" Adj. P1. Angle (Degrees) 0.000 0.000 W E B S H E A R NO STIFFENERS ARE REQUIRED FOR WEB SHEAR L I C E P L A T E DATE: 10/01/04 CADDS TIME: 10:50 AM ------------------------------------------------------------------------------------------------------------------------------------ PAGE: S 8 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 01 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 02 ------------------------------------------------------------------------------------------------------------------------------------ TYPE : Ext Col - Roof Beam Knee O/I Extens Flg S P L I C E P L A T E COLUMN SIDE ROOF BEAM SIDE PLATE TYPE CUSTOM FLANGE PLATE PART NUMBER OV16340-02 ORIENTATION NORMAL PLATE WIDTH 6.000" 5.000" PLATE LENGTH 17.500" PLATE THICKNESS 0.375" 0.250" PLATE YIELD STRESS 55.00 KSI 55.00 KSI PLATE OFFSET 2.380" DESIGN STRESS RATIO 0.494 0.805 CONTROLLING GOND. 2 2 CONTROLLING LOCATION Inner Flg 2 Inner Row 1 B 0 L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 .2 1.125" INNER 2 2 4.250" 3.125" OUTER 2 2 4.250" 3.125" INNER 1 2 1.125" W E B S H E A R NO STIFFENERS ARE REQUIRED FOR WEB SHEAR S DATE: 10/01/04 CADDS TIME: ------------------------------------------------------------------------------------------------------------------------------------ 10:50 AM PAGE: S 9 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 01 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE ------------------------------------------------------------------------------------------------------------------------------------ # 02 TYPE : Ext Col - Roof Beam Knee O/I Extens Flg B O L T L O A D S / A L L 0 W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE 1 0.423 0.210 0.000 0.000 0.291 21.000 1.378 43.999 2 0.000 0.000 4.038 6.352 0.436 27.993 20.704 58.652 3 6.237 3.887 0.000 0.000 0.605 27.993 20.330 58.649 4 0.000 0.000 0.365 0.586 0.056 27.993 1.912 58.652 5 0.787 0.478 0.000 0.000 0.160 27.993 2.566 58.652 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 0.000 0.000 1.330 2.097 0.277 36.000 6.835 67.500 11 .2.232 1.373 0.000 0.000 0.382 36.000 7.275 67.500 12 0.000 0.000 0.676 0.978 0.760 27.993 3.189 58.650 13 0.000 0.000 0.676 0.978 0.757 27.993 3.189 58.650 B O L T L O A D S / A L L 0 W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE 1 0.371 0.190 0.000 0.000 0.153 21.000 1.209 43.999 2 0.000 0.000 4.077 6.159 0.114 27.993 20.076 58.652 3 5.839 3.750 0.000 0.000 0.289 _ 27.993 19.031 58.649 4 0.000 0.000 0.376 0.574 0.072 27.993 1.872 58.652 5 0.726 0.454 0.000 0.000 0.022 27.993 2.366 58.652 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 0.000 0.000 1.367 2.059 0.169 36.000 6.712 67.500 11 2.065 1.306 0.000 0.000 0.118 36.000 6.730 67.500 12 0.000 0.000 0.770 1.056 0.248 27.993 3.441 58.650 13 0.000 0.000 0.770 1.056 0.241 27.993 3.441 58.650 S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 10/01/04 CADDS TIME: 10:50 AM ------------------------------------------------------------------------------------------------------------------------------------ PAGE: S 10 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE If 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME If 01 DESCRIPTION EWDS 50'-0" 12'-3 5/8." 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE If 02 ------------------------------------------------------------------------------------------------------------------------------------ TYPE : Ext Col - Roof Beam Knee O/I Extens - II Flg SPLICE PLATE OV16340-02 COLUMN SIDE -->!<-- ROOF BEAM SIDE BOLTS: 0.625" DIA A325 NO WASHERS 6.000" X 17.500" X 0.375" USE EXIST. FLG.: 5.000" X 0.250" +- 2.750"-+ -+---------+--- ----------------------v------- ---+- 1.125" I W 2.380" W 2.375" -+--- o W o W OUTSIDE FLANGE 3.125" _ FFFFFFFFFFFFMSMSMSMSMSM _ MAIN STIFFENER 0042872 0.250 X 5.000 I W 0.250 X 2.500 X 11.000 NS/FS -+--- o W 0 W W W W W W W W W W W W 12.649" W 12.625" MAIN WEB 9.000" W MAIN WEB 0.120 W 0.120 W W W W W W W W W W W W -+--- 0 W o I W INSIDE FLANGE 3.125" _ FFFFFFFFFFFFMSMSMSMSMSM MAIN STIFFENER 0042872 0.250 X 5.000 I W 0.250 X 2.500 X 11.000 NS/FS -+--- 0 W 0 1.125" W I W -+------------- ---------------------"v------- COLUMN SIDE OUTER 2 Main Flange INNER 2 Main Flange ROOF BEAM SIDE OUTER 2 Main Stiffener INNER 2 Main Stiffener DESCRIPTION COLUMN SIDE Main Web ROOF BEAM SIDE Main Web 0.250 X 5.000 2.380 12.68 43.99 O N 65.98 DATE: 10/01/04 3 0.250 X 5.000 2.471 13.21 CADDS TIME: 10:50 AM ------------------------------------------------------------------------------------------------------------------------------------ 65.98 0.300 2 0042872 0.250 X 2.500 X 11.000 PAGE: S 11 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia 65.98 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 01 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 02 ------------------------------------------------------------------------------------------------------------------------------------ TYPE : Ext Col - Roof Beam Knee O/I Extens Flg SIZE -- SHEAR --- F L A N G E P L A T E S CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE ------------- DIST FROM - TENSION - COMPRESSION CSR LOAD (Ksi) T X W X L EDGE ACT. ALLOW ACT. ALLOW COND 1.26 29.33 -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) 3 COLUMN SIDE OUTER 2 Main Flange INNER 2 Main Flange ROOF BEAM SIDE OUTER 2 Main Stiffener INNER 2 Main Stiffener DESCRIPTION COLUMN SIDE Main Web ROOF BEAM SIDE Main Web 0.250 X 5.000 2.380 12.68 43.99 13.46 65.98 0.288 3 0.250 X 5.000 2.471 13.21 43.99 14.18 65.98 0.300 2 0042872 0.250 X 2.500 X 11.000 2.375 7.13 43.99 10.60 65.98 0.162 3 0042872 0.250 X 2.500 X 11.000 2.500 7.27 43.99 11.52 65.98 0.175 3 W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) 0.120 1.26 29.33 11.91 43.99 13.15 65.98 0.271 3 0.120 13.85 23.29 22.16 43.99 16.64 65.98 0.595 2 S P L I C E D E S I G N - W E L D I N F O R M A T I O N DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: S 12 ------------------------------------------------------------------------------------------------------------------------------------ ORDER ff 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 01 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 02 TYPE : Ext Col - Roof Beam Knee 0/I Extens Flg ------------------------------------------------------------------------------------------------------------------------------------ W E L D I N F O R M A T I O N COLUMN SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 2 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate COLUMN SIDE DESCRIPTION Main Web Web to Splice Plate ROOF BEAM SIDE DESCRIPTION OUTER 2 Main Stiffener Stiffener to Inner Flg Stiffener to Web Plate INNER 2 Main Stiffener Stiffener to Inner Flg Stiffener to Web Plate YES 3/16" 1/4" 3.25 11.00 0.295 3 YES 3/16" 1/4" 3.38 11.00 0.307 2 W E L D I N F O R M A T I O N W E B P. L A T E S ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- -=------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND 1/8" 1/8" 1.43 0.12 7.41 0.194 3 W E L D I N F O R M A T I O N F L A N G E P L A T E S FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ---- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) GOND 1/8" 1/8" 1.78 7.42 0.240 3 1/8" 0.60 2.47 0.243 2 1/8" 1/8" 1.82 7.42 0.245 2 1/8" 0.65 2.47 0.264 3 S P L I C E D E S I G N - W E L D I N F O R M A T I O N DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: S 13 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) ,(LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 01 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 02 TYPE : Ext Col - Roof Beam Knee O/I Extens Flg ------------------------------------------------------------------------------------------------------------------------------------ W E L D I N F O R M A T I O N ROOF BEAM SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web Web to Inner Flange 18.000" 1/8" 1/8" 2.80 ' 1.44 7.02 0.449 2 Dimensions at Connection Flg. to Flg. Dimension Offset from Structure Line Main Flange Dimensions Adjacent Depth Change Information Distance to Depth Change Flg. to Flg. Dimension Adj. P1. Angle (Degrees) P A R T D I M E N S I O N S Column 12.000" 1.000" 15'- 6.976" 12.000" 0.000 S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 10/01/04 CADDS TIME: ------------------------------------------------------------------------------------------------------------------------------------ 10:50 AM PAGE: S 14 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 01 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE ------------------------------------------------------------------------------------------------------------------------------------ # 03 TYPE : Pinned Base Plate No Ext EWI Pin - S Nuts LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y STRESS MEMBER NO ---- -------------------- CATEGORY -------- (kips) ------- (kips) (kips) -------------- FACTOR STRENGTH ------ -------- 1 DL + LL Std Des 4.02 0.00 0.00 1.00 N 2 DL + WLL Std Des 4.58 0.00 0.00 1.33 N 3 DL + WLR Std Des -4.22 0.00 0.00 1.33 N 4 DL + EQL/1.4 Std Des 1.31 0.00 0.00 1.33 N 5 DL + EQR/1.4 Std Des 0.68 0.00 0.00 1.33 N 6 PDL+0.70PL+EQLm Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+EQRm Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + EQLm Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + EQRm Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL + EQLm Conns Category 2 Load Combination - Does not apply to this Splice Type. 11 DL + EQRm Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL + EWP Std Des -1.68 1.93 0.00 1.33 N 13 DL + EWS Std Des -1.68 -1.69 0.00 1.33 N Dimensions at Connection Flg. to Flg. Dimension Offset from Structure Line Main Flange Dimensions Adjacent Depth Change Information Distance to Depth Change Flg. to Flg. Dimension Adj. P1. Angle (Degrees) P A R T D I M E N S I O N S Column 12.000" 1.000" 15'- 6.976" 12.000" 0.000 S P L I C E D E S I G N - B 0 L T S / S P L I C E P L A T E DATE: 10/01/04 CADDS TIME: 10:50 AM ------------------------------------------------------------------------------------------------------------------------------------ PAGE: S 15 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 01 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 03 TYPE ------------------------------------------------------------------------------------------------------------------------------------ : Pinned Base Plate No Ext EWI Pin --S Nuts S P L I C E P L A T E PLATE TYPE STANDARD PART NUMBER 0042853 ORIENTATION NORMAL PLATE WIDTH 8.000" PLATE LENGTH 12.500" PLATE THICKNESS 0.500" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.114 CONTROLLING COND. 3 CONTROLLING LOCATION Outer Row 2 B 0 L T I N F O R M A T I O N BOLT DIAMETER 0.750" BOLT GAGES - INNER: 4.000" BOLT TYPE Gr36 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW OUTER 1 2 3.000" OUTER 2 2 7.000" 4.000" C 0 N C R E T E S T R E S S E S MIN. DESIGN FOOTING SIZE 145.000 ( In"2 ) CONCRETE STRENGTH 3.000 KSI CONTROLLING LOAD COND. NUMBER 1 ACTUAL ULTIMATE CONCRETE STRESS 0.064 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.842 KSI CONCRETE STRESS RATIO 0.035 S P L I C E D E S I G N - B O L T L O A D S / A L L O W A B L E S DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: S 16 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 01" DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 03 TYPE : Pinned Base Plate No Ext EWI Pin - S Nuts ------------------------------------------------------------------------------------------------------------------------------------ B O L T L 0 A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE 1 Total Section is in Compression 0.000 9.860 2 Total Section is in Compression 0.000 13.143 3 1.054 1.055 0.000 13.143 2.386 25.514 4 Total Section is in Compression 0.000 13.143 5 Total Section is in Compression 0.000 13.143 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 0.421 0.421 1.092 13.143 0.953 25.514 13 0.421 0:421 0.955 13.143 0.953 25.514 OUTSIDE FLANGE 0.250 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 -+-------- 3.000" 4.000" 12.00011 5.500" +- 4.000"-+ FFFFFFFFFFFFFFFFFFFFFFF W o W o W W W 0 W o W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W FFFFFFFFFFFFFFFFFFFFFFF --------------- ----------------------------- S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: S 17 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME _ DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 01 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 03 --------------------------------------------------------------------------------------------------------'--------------------------- TYPE : Pinned Base Plate No Ext EWI Pin - S Nuts SPLICE PLATE 0042853 COLUMN BOLTS: 0.750" DIA Gr36 NO WASHERS 8.000" X 12.500" X 0.500" OUTSIDE FLANGE 0.250 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 -+-------- 3.000" 4.000" 12.00011 5.500" +- 4.000"-+ FFFFFFFFFFFFFFFFFFFFFFF W o W o W W W 0 W o W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W FFFFFFFFFFFFFFFFFFFFFFF --------------- ----------------------------- S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N DATE: 10/01/04 CADDS TIME: 10:50 AM ------------------------------------------------------------------------------------------------------------------------------------ PAGE: S 18 ORDER It 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 01 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 03 ------------------------------------------------------------------------------------------------------------------------------------ TYPE : Pinned Base Plate No Ext EWI Pin - S Nuts F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE OUTER 1 Main Flange INNER 1 Main Flange DESCRIPTION COLUMN SIDE Main Web 0.250 X 5.000 0.000 0.43 43.99 1.04 49.50 0.021 1 0.250 X 5.000 0.500 0.11 43.99 1.04 49.50 0.021 1 W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) 0.120 1.31 29.33 3.19 43.99 1.04 49.50 0.073 3 S P L I C E D E S I G N - W E L D I N F O R M A T I O N DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: S 19 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121612 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 01 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 03 TYPE : Pinned Base Plate No Ext EWI Pin - S Nuts ------------------------------------------------------------------------------------------------------------------------------------ W E L D I N F O R M A T I O N COLUMN SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 1 Main Flange Flange to Splice Plate 1/8" 0.11 3.71 0.030 3 INNER 1 Main Flange Flange to Splice Plate 1/8" 0.03 3.71 0.008 3 W E L D I N F O R M A T I O N COLUMN SIDE W E B P L A.T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH.- ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web Web to Splice Plate 1/8" 1/8" 0.38 7.42 0.052 3 S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: S 20 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 01 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 04 ------------------------------------------------------------------------------------------------------------------------------------ TYPE : Interior Col to Roof Bm EW Post Top Clip w/o Stif LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y ADJ MOM ALLOW MOM STRESS MEMBER NO ------------------------ CATEGORY -------- (kips) ------- (kips) (kips) -------------- (in -k) -------- (in -k) -------- FACTOR ------ STRENGTH -------- 1 DL + LL Std Des 3.81 0.00 0.00 -63.64 540.33 1.00 N 2 DL + WLL Std Des 4.36 0.00 0.00 -103.33 540.33 1.33 N 3 DL + WLR Std Des -4.43 0.00 0.00 102.93 540.33 1.33 N 4 DL + EQL/1.4 Std Des 1.09 0.00 0.00 -22.10 540.33 1.33 N 5 DL + EQR/1.4 Std Des 0.47 0.00 0.00 -4.37 540.33 1.33 N 6 PDL+0.70PL+EQLm Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+EQRm Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + EQLm Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + EQRm Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL + EQLm Conns 1.74 0.00 0.00 -40.33 540.33 1.70 Y 11 DL + EQRm Conns -0.18 0.00 0.00 13.86 540.33 1.70 Y 12 DL + EWP Std Des -1.90 2.21 0.00 17.58 540.33 1.33' N 13 DL + EWS Std Des -1.90 -1.94 0.00 17.58 540.33 1.33 N P A R T D I M E N S I O N S Lower End EW Post Upper End Roof Beam Top Clip Roof Beam Dimensions at Connection Flg. to Flg. Dimension 12.000" 11.500" 12.000" Part Slope 4.000 TO 12 Conn. Plate Angle (Degrees) 18.435 Main Flange Dimensions Outer Flange Width 5.000" Thickness 0.250" Inner Flange Width 5.000" Thickness 0.250" Adjacent Depth Change Information Distance to Depth Change 161- 0.000" 91- 0.000" Adj. P1. Angle (Degrees) 0.000 0.000 S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: S 21 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 01 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 04 ------------------------------------------------------------------------------------------------------------------------------------ TYPE : Interior Col to Roof Bm EW Post Top Clip w/o Stif S P L I C E P L A T E PLATE TYPE FLANGE PLATE PLATE WIDTH 5.000" PLATE LENGTH 6.000" PLATE THICKNESS 0.250" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.241 CONTROLLING GOND. 3 CONTROLLING LOCATION Outer Row 1 B O L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1. 2 1.500" INNER 1 2 1.500" P O S T T O P C L I P COLUMN WEB THICKNESS 0.120" SHEAR FORCE IN BOLTS 3.808 kips CONNECTION DETAIL NO. :E140 USE PART NO. 0543359 WITHOUT BACKER PLATE CAPACITY = 13.0 kips L O A D S / A L L 0 W A B L E S DATE: 10/01/04 CADDS TIME: ------------------------------------------------------------------------------------------------------------------------------------ 10:50 AM PAGE: S 22 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 01 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE ------------------------------------------------------------------------------------------------------------------------------------ # 04 TYPE : Interior Col to Roof Bm EW Post Top Clip w/o Stif B O L T L O A D S / A L L 0 W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE 1 Total Section is in Compression 0.981 21.000 2 Total Section is in Compression 1.125 27.993 3 1.051 1.051 1.142 27.993 3.425 58.603 4 Total Section is in Compression 0.282 27.993 5 Total Section is in Compression 0.120 27.993 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Total Section is in Compression 0.448 36.000 11 0.043 0.043 0.046 36.000 0.139 67.500 12 0.450 0.450 1.870 27.993 1.467 58.521 13 0.450 0.450 1.652 27.993 1.467 58.550 L A Y O U T S K E T C H DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: S 23 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME It 01 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 04 TYPE : Interior Col to Roof Bm EW Post Top Clip w/o Stif ------------------------------------------------------------------------------------------------------------------------------------ ROOF BEAM BOLTS: 0.625" DIA A325 NO WASHERS USE EXIST. FLG.: 5.000" X 0.250" TOP CLIP DETAIL: E140 -+---------+--- 1.500" MAIN WEB 3.000" 0.120 1 1.500" -+------------- +- 2:750"-+ ------- v-------------v------- W W o W o W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W o W o W W ------- v-------------v------- S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: S 24 ------------------------------------------------------------------------7----------------------------------------------------------- ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 01 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 04 ------------------------------------------------------------------------------------------------------------------------------------ TYPE : Interior Col to Roof Bm EW Post Top Clip w/o Stif W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SI4EAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE Main Web 0.120 1.67 22.00 5.84 43.99 5.02 49.50 0.133 3 Main Web Web to Inner Flange 6.000" 1/8" 1/8" 0.70 0.23 7.23 0.102 3 S P L I C E D E S I G N - W E L D I N F O R M A T I O N DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: S 25 ------------------------------------------------------------------------------------------------------------------------------------ ORDER If 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER If 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE If 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME If 01 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE If 04 TYPE : Interior Col to Roof Bm EW Post Top Clip w/o Stif ------------------------------------------------------------------------------------------------------------------------------------ W E L D I N F O R M A T I O N ROOF BEAM SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web Web to Inner Flange 6.000" 1/8" 1/8" 0.70 0.23 7.23 0.102 3 S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 10/01/04 CADDS TIME: 10:50 AM ------------------------------------------------------------------------------------------------------------------------------------ PAGE: S 26 ORDER It 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT If 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE If 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 01 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 09 ------------------------------------------------------------------------------------------------------------------------------------ TYPE : Ridge O/I Extens - Comp Bm LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO ------------------------ CATEGORY -------- (kips) ------- (kips) (in -k) --------------- FACTOR ------ STRENGTH -------- -50% MOMENT CAPACITY Std Des 0.00 0.00 -279.15 1.00 N +50% MOMENT CAPACITY Std Des 0.00 0.00 279.15 1.00 N 1 DL + LL Std Des 0.17 -0.06 43.09 1.00 N 2 DL + WLL Std Des -0.03 0.39 3.92 1.33 N 3 DL + WLR Std Des -0.26 -0.29 3.92 1.33 N 4 DL + EQL/1.4 Std Des 0.06 0.06 9.95 1.33 N 5 DL + EQR/1.4 Std Des 0.01 -0.08 9.95 1.33 N 6 PDL+0.70PL+EQLm Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+EQRm Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + EQLm Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + EQRm Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL + EQLm Conns Category 2 Load Combination - Does not apply to this Splice Type. 11 DL + EQRm Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL + EWP Std Des -2.78 0.93 31.69 1.33 N 13 DL + EWS Std Des -2.78 0.93 31.69 1.33 N P A R T D I M E N S I O N S Left Right Roof Beam Roof Beam Dimensions at Connection Flg. to Flg. Dimension 12.000" 12.000" Part Slope 4.000 TO 12 4.000 TO 12 Conn. Plate Angle (Degrees) 18.435 18.435 Main Flange Dimensions Adjacent Depth Change Information Distance to Depth Change 251- 0.000" 251- 0.000" Flg. to Flg. Dimension 12.000" 12.000" Adj. P1. Angle (Degrees) 0.000 0.000 S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E DATE: 10/01/04 TIME: 10:50 AM CADDS PAGE: S 27 ORDER # 121812 BUILDER NORTH VALLEY BUILDING BLDR CONTACT - ANDY WOOD S BUILDER ORDER # 04-146 BUILDER ACCOUNT #--20-04-007-90 ------------ BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP Visalia DESIGN SYSTEM FRAME # 01 DESCRIPTION (TYPE) EWDS (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) SPLICE # 09 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 TYPE Ridge ----------------------------------------------------------------------------------- O/I Extens - Comp Bm S P L I C E P L A T E BOTH SIDES PLATE TYPE CUSTOM PART NUMBER OV16342-01 ORIENTATION NORMAL PLATE WIDTH 6.000" PLATE LENGTH 17.500" PLATE THICKNESS 0.500" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 2.375" DESIGN STRESS RATIO 0.667 CONTROLLING COND. +50% CONTROLLING LOCATION Side 1 Inner Flg 2 B O L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.7501 - BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.125" INNER 1 2 1.125" S P L I C E D E S I G N - B O L T L O.A D S / A L L O W A B L E S DATE: 10/01/04 TIME: 10:50 AM CADDS ------------------------------------------------------------------------------------------------------------------------------------ PAGE: S 28 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 01 DESCRIPTION EWDS 50'-0" 12''-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 09 ------------------------------------------------------------------------------------------------------------------------------------ TYPE Ridge 0/I Extens - Comp Bm B O L T L 0 A D S / A L L 0 W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) LEFT ROOF BEAM SIDE -50% 10.297 0.000 0.000 21.000 33.564 44.000 +50% 0.000 10.223 0.000 21.000 33.322 44.000 1 0.000 1.541 0.000 21.000 5.022 44.000 2 0.000 0.176 0.293 27.993 0.574 58.649 3 0.000 0.176 0.293 27.993 0.574 58.649 4 0.000 0.357 0.063 27.993 1.164 58.652 5 0.000 0.357 0.063 27.993 1.164 58.652 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 0.000 1.797 0.000 27.993 5.858 58.652 13 0.000 1.797 0.000 27.993 5.858 58.652 B O L T L O A D S / A L L 0 W A B L E S LOAD OUTER EDGE ' INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) RIGHT ROOF BEAM SIDE -50% +50% 10.297 0.000 0.000 0.000 21.000 33.564 44.000 1 10.223 0.000 21.000 33.322 44.000 2 0.000 1.541 0.000 21.000 5.022 44.000 0.000 0.176 0.293 27.993 0.574 58.649 3 0.000 0.176 0.293 27.993 0.574 58.649 4 0.000 0.357 0.063 27.993 1.164 58.652 5 0.000 0.357 0.063 27.993 1.164 58.652 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 13 0.000 0.000 1.797 0.000 27.993 5.858 58.652 1.797 0.000 27.993 5.858 58.652 S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 10/01/04 TIME: 10:50 AM CADDS ------------ ----------------------------------------------------------------------------------------------------- PAGE: S 29 - ORDER # 121812 BUILDER NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 01 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 09TYPE --- - - : Ridge --------------------------------------------------------------------------------------------------- O/I Extens - Comp Bm SPLICE PLATE OV16342-01 LEFT ROOF BEAM SIDE >!<-- RIGHT ROOF BEAM SIDE BOLTS: 0.625" DIA A325 NO WASHERS 6.000" X 17.500" X 0.500" +- 2.750"-+ -+---------+--- ----------------------------- ---+- 1.125" 2.375" 2.375" -+--- 0 0 OUTSIDE FLANGE FFFFFFFFFFFFFFFFFFFFFFF OUTSIDE FLANGE 0.250 X 5.000 W 0.250 X 5.000 W W W W W W W W W W W W W 12.649" W 12.649" MAIN WEB 15.250" W MAIN WEB 0.120 W 0.120 W W W W W W W W W W W W W W INSIDE FLANGE _ FFFFFFFFFFFFFFFFFFFFFFF INSIDE FLANGE 0.250 X 5.000 _ 0.250 X 5.000 -+--- 0 0 1.125" -+------------- ----------------------------- LEFT ROOF BEAM SIDE OUTER 2 Main Flange INNER 2 Main Flange RIGHT ROOF BEAM SIDE OUTER 2 Main Flange INNER 2 Main Flange DESCRIPTION PART NO. LEFT ROOF BEAM SIDE Main Web RIGHT ROOF BEAM SIDE Main Web 0.250 X 5.000 G E A N D W E B P L A T E I N F O R M A T I O N 49.50 DATE: 10/01/04 -50% 0.250 X 5.000 2.476 17.24 TIME: 10:50 AM 49.50 0.522 +50% 0.250 X 5.000 CADDS ---------------------------------------------------------------------------------------------------------------------- 33.00 14.57 49.50 0.526 -50% 0.250 PAGE: S 30 ORDER # 121812 BUILDER NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT #--20-04-007-90 33.00 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME it 01 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 09 ------------------------------------------------------------------------------------------------------------- TYPE Ridge - TENSION - COMPRESSION O/I Extens - Comp Bm T X W X OL X IL F L A N G E P L A T E S ACT. ALLOW LOCATION DESCRIPTION PART NO. SIZE (Ksi) (Ksi) DIST FROM ----------- - TENSION - MAXIMUM STRESSES COMPRESSION ----------- CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND 13.51 -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) LEFT ROOF BEAM SIDE OUTER 2 Main Flange INNER 2 Main Flange RIGHT ROOF BEAM SIDE OUTER 2 Main Flange INNER 2 Main Flange DESCRIPTION PART NO. LEFT ROOF BEAM SIDE Main Web RIGHT ROOF BEAM SIDE Main Web 0.250 X 5.000 2.375 17.37 33.00 14.57 49.50 0.526 -50% 0.250 X 5.000 2.476 17.24 33.00 14.69 49.50 0.522 +50% 0.250 X 5.000 2.375 17.37 33.00 14.57 49.50 0.526 -50% 0.250 X 5.000 2.476 17.24 33.00 14.69 49.50 0.522 +50% W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) 0.120 0.24 29.33 0.00 33.00 13.51 49.50 0.273 -50% 0.120 0.24 29.33 0.00 33.00 13.51 49.50 0.273 -50% S P L I C E D E S I DATE: 10/01/04 G N - W E L D I N F O R M A T I O N TIME: 10:50 AM CADDS PAGE: S 31 ----------------------------------------------------------------------------------------------------------------------- ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT #--20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 01 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 09 TYPE Ridge O/I Extens - Comp Bm --------------------------------------------------------------------------------------------------------------- W E L D I N F LEFT ROOF BEAM SIDEO R M A T I O N FL A N G E P L A T E S ------- DESCRIPTION FULL -------------------WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k/in) (k/in) Win) COND OUTER 2 Main Flange Flange to Splice Plate YES 1/4" 3/16" 4.45 8.25 0.539 -50% INNER 2 Main Flange Flange to Splice Plate YES 1/4" 3/16" 4.42 8.25 0.535 +50% W E L D I N F O R M A T I O N LEFT ROOF BEAM SIDE P TES DESCRIPTION ----------------------W -E WELD SIZE ---------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) Win) COND Main Web Web to Splice Plate 1/8" 0.03 2.47 0.012 3 W E L D I N F O R M A T I O N RIGHT ROOF BEAM SIDE FL A N G E P L A T E S DESCRIPTION FULL ------- - --------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) (k/in) Win) COND OUTER 2 Main Flange Flange to Splice Plate YES 1/4" 3/16" 4.45 8.25 0.539 -50% INNER 2 Main Flange Flange to Splice Plate YES 1/4" 3/16" 4.42 8.25 0.535 +50% S P L I C E D E S I G N - W E L D I N F O R M A T I O N DATE: 10/01/04 TIME: 10:50 AM CADDS --------------------------- ------------------------------------------------- PAGE: S 32 ORDER It 121812 BUILDER BLDR CONTACT - ANDY WOOD - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP Visalia DESIGN SYSTEM FRAME # 01 (TYPE) DESCRIPTION EWDS (WIDTH) 50'-0" (HEIGHT) 12'-3 5/8" (LIVE) 20 PSF (WIND) (CODE/YEAR) (SLOPE) SPLICE # 09 TYPE Ridge 80 MPH UBC 97 4.000 TO 12 ----------------------------------------------------------------------------------------------- O/I Extens - Comp Bm W E L D I N F O R M A T I O N RIGHT ROOF BEAM SIDE WE B P L A T E S DESCRIPTION -------------------WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web Web to Splice Plate 1/8" 0.03 2.47 0.012 3 C:\121812.RDB COVER SHEET BOLT LOADS / ALLOWABLES SIGN CONVENTIONS LAYOUT SKETCH APPLIED LOADS SUMMARY FLANGE / WEB PLATE INFORMATION PART DIMENSIONS WELD INFORMATION BOLTS / SPLICE PLATE INFORMATION SPLICES SELECTED SPL MEMB SEQ Connection ! GROUP INFORMATION ! ASSEMBLY INFORMATION NUM NUM NUM Description ! NUM Connection Plate Opt ! NUM Stiffener Opt Weld Opt --- --- ----------------------- + ------------------------------- +------- -- ----------------- ------------------------ 1 01 1 Pinned Base Plate 11 Analysis Only OV16346 01 Analysis Only Design w/ Combined Welds 2 01 2 Knee Splice 12 Analysis Only OV16346 02 Analysis Only Design w/ Combined Welds OV16348 01 Analysis Only Design w/ Combined Welds 5 02 1 Ridge 13 Analysis Only OV16348 02 Analysis Only Design w/ Combined Welds OV16348 02 Analysis Only Design w/ Combined Welds S P L I C E D E S I G N - C O V E R S H E E T DATE: 10/01/04 CADDS TIME: ------------------------------------------------------------------------------------------------------------------------------------ 10:50 AM PAGE: S ORDER it 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER ff 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE It 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR). (SLOPE) DESIGN ------------------------------------------------------------------------------------------------------------------------------------ SYSTEM FRAME # 02 DESCRIPTION LRF 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 RUN OPTIONS AND INFORMATION SOURCING PLANT 04 - VISALIA QUANTITY OF LIKE FRAMES 1 STRESS RATIO LIMIT 1.030 REPORTS SELECTED COVER SHEET BOLT LOADS / ALLOWABLES SIGN CONVENTIONS LAYOUT SKETCH APPLIED LOADS SUMMARY FLANGE / WEB PLATE INFORMATION PART DIMENSIONS WELD INFORMATION BOLTS / SPLICE PLATE INFORMATION SPLICES SELECTED SPL MEMB SEQ Connection ! GROUP INFORMATION ! ASSEMBLY INFORMATION NUM NUM NUM Description ! NUM Connection Plate Opt ! NUM Stiffener Opt Weld Opt --- --- ----------------------- + ------------------------------- +------- -- ----------------- ------------------------ 1 01 1 Pinned Base Plate 11 Analysis Only OV16346 01 Analysis Only Design w/ Combined Welds 2 01 2 Knee Splice 12 Analysis Only OV16346 02 Analysis Only Design w/ Combined Welds OV16348 01 Analysis Only Design w/ Combined Welds 5 02 1 Ridge 13 Analysis Only OV16348 02 Analysis Only Design w/ Combined Welds OV16348 02 Analysis Only Design w/ Combined Welds Column Dimensions at Connection Flg. to Flg. Dimension 8.000" Offset from Structure Line 8.000" Main Flange Dimensions Adjacent Depth Change Information Distance to Depth Change 101- 6.760" Flg. to Flg. Dimension 16.000" Adj. P1. Angle (Degrees) 0.000 D S S U M M A R Y DATE: 10/01/04 CADDS TIME: ------------------------------------------------------------------------------------------------------------------------------------ 10:50 AM PAGE: S 33 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION LRF 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 01 ------------------------------------------------------------------------------------------------------------------------------------ TYPE : Pinned Base Plate No Ext SW Pin - S Nuts LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y STRESS MEMBER NO ---- -------------------- CATEGORY (kips) --------------- (kips) (kips) -------------- FACTOR ------ STRENGTH -------- 1 DL + LL Std Des 8.60 4.37 0.00 1.00 N 2 DL + WLL Std Des 0.41 -6.12 0.00 1.33 N 3 DL + WLR Std Des -0.69 4.94 0.00 1.33 N 4 DL + EQL/1.4 Std Des 1.67 0.51 0.00 1.33 N 5 DL + EQR/1.4 Std Des 2.03 1.31 0.00 1.33 N 6 PDL+0.70PL+EQLm Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+EQRm Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + EQLm Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + EQRm Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL + EQLm Conns Category 2 Load Combination - Does not apply to this Splice Type. 11 DL + EQRm Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL + EWP Std Des -7.09 -1.38 0.00 1.33 N P A R T D I M E N S I O N S Column Dimensions at Connection Flg. to Flg. Dimension 8.000" Offset from Structure Line 8.000" Main Flange Dimensions Adjacent Depth Change Information Distance to Depth Change 101- 6.760" Flg. to Flg. Dimension 16.000" Adj. P1. Angle (Degrees) 0.000 B O L T S / S P L I C E P L A T E DATE: 10/01/04 CADDS TIME: 10:50 AM ------------------------------------------------------------------------------------------------------------------------------------ PAGE: S 34 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION LRF 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 01 TYPE ------------------------------------------------------------------------------------------------------------------------------------ : Pinned Base Plate No Ext SW Pin - S Nuts S P L I C E P L A T E PLATE TYPE STANDARD PART NUMBER 0044051 ORIENTATION NORMAL PLATE WIDTH 9.000" PLATE LENGTH 9.000" PLATE THICKNESS 0.500" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.500" DESIGN STRESS RATIO 0.193 CONTROLLING COND. 1 CONTROLLING LOCATION Cat. 2 Compression B O L T I N F O R M A T I O N BOLT DIAMETER 0.750" BOLT GAGES - INNER: 4.000" BOLT TYPE Gr36 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 2.500" INNER 1 2 2.500" C O N C R E T E S T R E S S E S MIN. DESIGN FOOTING SIZE 121.000 ( In"2 ) CONCRETE STRENGTH 3.000 KSI CONTROLLING LOAD COND. NUMBER I ACTUAL ULTIMATE CONCRETE STRESS 0.170 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.870 KSI CONCRETE STRESS RATIO 0.091 S P L I C E D E S I G N - B O L T L O A D S / A L L O W A B L E S DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: S 35 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION LRF 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 01 TYPE : Pinned Base Plate No Ext SW Pin - S Nuts ------------------------------------------------------------------------------------------------------------------------------------ B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE 1 Total Section is in Compression 0.039 9.860 2 Total Section is in Compression 3.348 13.143 3 0.173 0.173 2.797 13.143 0.392 25.514 4 Total Section is in Compression 0.000 13.143 5 Total Section is in Compression 0.165 13.143 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 1.773 1.774 0.779 13.143 4.016 25.514 S P L I C E D E S I G N - L A Y O U T S K E T C H ----------------------------- DATE: 10/01/04 FFFFFFFFFFFFFFFFFFFFFFF 0.250 X 5.000 I CADDS TIME: 10:50 AM --------------------------------------------------------------------------------------------7--------------------------------------- o W o PAGE: S 36 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # W 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia W (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION LRF 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 01 ------------------------------------------------------------------------------------------------------------------------------------ TYPE Pinned Base Plate W No Ext SW Pin - S Nuts SPLICE'PLATE 0044051 COLUMN W BOLTS: 0.750" DIA Gr36 NO WASHERS 9.000" X 9.000" X 0.500" W +- 4.000"-+ 0.5001, ----+---------+--- ----------------------------- OUTSIDE FLANGE 2.500" FFFFFFFFFFFFFFFFFFFFFFF 0.250 X 5.000 I W -+--- o W o W W W W W W W W W W W W W W W W 8.500" W MAIN WEB 4.000" W 0.120 W W W W W W W W W W W W W W W W W -+--- o W o 2.500" W INSIDE FLANGE I_ FFFFFFFFFFFFFFFFFFFFFFF 0.250 X 5.000-+------------- ----------------------------- COLUMN SIDE OUTER 1 Main Flange INNER 1 Main Flange DESCRIPTION 0.250 X 5.000 0.500 1.52 43.99 2.53 49.50 0.051 1 0.250 X 5.000 0.500 1.52 43.99 2.53 49.50 0.051 1 W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE Main Web 0.120 6.80 29.33 3.67 43.99 2.53 49.50 0.232 2 A N D W E B P L A T E I N F O R M A T I O N DATE: 10/01/04 TIME: 10:50 AM CADDS --------------- ----------------------------------------------------------------------------------------------------- PAGE: S 37 - ORDER It 121812 BUILDER NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME It 02 DESCRIPTION LRF 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 01 -------------------------------------------------------------------------------------------------------------------------------- TYPE : Pinned Base Plate No Ext SW Pin - S Nuts F L A N G E P L A T E S LOCATION DESCRIPTION PART NO. SIZE DIST FROM ----------- MAXIMUM - TENSION - STRESSES COMPRESSION ----------- CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE OUTER 1 Main Flange INNER 1 Main Flange DESCRIPTION 0.250 X 5.000 0.500 1.52 43.99 2.53 49.50 0.051 1 0.250 X 5.000 0.500 1.52 43.99 2.53 49.50 0.051 1 W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE Main Web 0.120 6.80 29.33 3.67 43.99 2.53 49.50 0.232 2 W E L D I N F O R M A T I O N DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: S 38 ----------------------------------------------------------------------------------------------------------------------- ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION LRF 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 01 TYPE : Pinned Base Plate No Ext SW Pin - S Nuts ----------------------------------------------------------------------------------------------------------------------- COLUMN SIDW E L D I N F O R M A T I O N E F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k/in) (k/in) (k/in) COND OUTER 1 Main Flange Flange to Splice Plate 1/8" 0.39 3.71 0.105 12 INNER 1 Main Flange Flange to Splice Plate 1/8" 0.39 3.71 0.105 12 W E L D I N F O R M A T I O N COLUMN SIDE W E B P L A T E S DESCRIPTION --------------------=- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- ---- - LENGTH - FILLET --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) Win) COND Main Web Web to Splice Plate 1/8" 1/8" 0.82 4.95 0.165 2 -50% MOMENT CAPACITY +50% MOMENT CAPACITY 1 DL + LL 2 DL + WLL 3 DL + WLR 4 DL + EQL/1.4 5 DL + EQR/1.4 6 PDL+0.70PL+EQLm 7 PDL+0.70PL+EQRm 8 0.85PDL + EQLm 9 0.85PDL + EQRm 10 DL + EQLm 11 DL + EQRm 12 DL + EWP Std Des 0.00 0.00 -396.60 Std Des A P P L I E D L O A D S S U M M A R Y 8.50 -4.37 DATE: 10/01/04 0.32 2.25 500.91 Std Des -0.84 -2.52 -456.42 Std Des 1.58 TIME: 10:50 AM Std Des 1.93 -1.27 -154.92 Axial C Category 3 Load Combination - Axial C CADDS Load Combination - --------------------------------------------------------------------------------------------=--------------------------- Category 4 Load Combination - Axial T Category 4 Load Combination - Conns 1.06 0.50 PAGE: S 39 ORDER It 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # -7.24 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION LRF 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 02 --------------------------------------------------------------------------------------------------------------- TYPE : Ext Col - Roof Beam Knee 2 Row Outer Hmhd - Horiz LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO ---- -------------------- CATEGORY -------- (kips) -------------- (kips) (in -k) FACTOR -------- ------ STRENGTH -------- -50% MOMENT CAPACITY +50% MOMENT CAPACITY 1 DL + LL 2 DL + WLL 3 DL + WLR 4 DL + EQL/1.4 5 DL + EQR/1.4 6 PDL+0.70PL+EQLm 7 PDL+0.70PL+EQRm 8 0.85PDL + EQLm 9 0.85PDL + EQRm 10 DL + EQLm 11 DL + EQRm 12 DL + EWP Std Des 0.00 0.00 -396.60 Std Des 0.00 0.00 396.60 Std Des 8.50 -4.37 -519.32 Std Des 0.32 2.25 500.91 Std Des -0.84 -2.52 -456.42 Std Des 1.58 -0.55 -60.65 Std Des 1.93 -1.27 -154.92 Axial C Category 3 Load Combination - Axial C Category 3 Load Combination - Axial T Category 4 Load Combination - Axial T Category 4 Load Combination - Conns 1.06 0.50 75.52 Conns 2.44 -2.32 -291.08 Std Des -7.24 4.09 339.39 1.00 N 1.00 N 1.00 N 1.33 N 1.33 N 1.33 N 1.33 N Does not apply to Splice Design: Does not apply to Splice Design. Does not apply to Splice Design. Does not apply to Splice Design. 1.70 Y 1.70 Y 1.33 N P A R T D I M E N S I O N S Column Roof Beam Dimensions at Connection Outside Hammerhead Dimension 7.875" Flg. to Flg. Dimension 16.000" 16.000" Part Slope 4.000 TO 12 Conn. Plate Angle (Degrees) 0.000 0.000 Offset from Structure Line 8.000" 0.125" Main Flange Dimensions Outer Flange Width 5.000" Thickness 0.250" Inner Flange Width 5.000" Thickness 0.250" Adjacent Depth Change Information Distance to Depth Change 10'- 6.760" 231- 5.060" Flg. to Flg. Dimension 8.000" 12.000" Adj. P1. Angle (Degrees) 0.000 0.000 B O L T S / S P L I C E P L A T E DATE: 10/01/04 TIME: 10:50 AM CADDS ----------------------------------------------------------------------------------------------------------------------- PAGE: S 40 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION LRF 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 02 -------------------------------------------------------------------------------------------------------------------------- TYPE : Ext Col - Roof Beam Knee 2 Row Outer Hmhd - Horiz S P L I C E P L A T E BOTH SIDES PLATE TYPE STANDARD PART NUMBER 0042912 ORIENTATION NORMAL PLATE WIDTH 6.000" PLATE LENGTH 23.875" PLATE THICKNESS 0.375" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.455 CONTROLLING COND. 1 CONTROLLING LOCATION Side 2 Outer Row 1 B O L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.625" INNER 2 2 6.625" 5.000" OUTER 2 2 6.625" 5.000" INNER 1 2 1.625" W E B S H E A R NO STIFFENERS ARE REQUIRED FOR WEB SHEAR S P L I C E D E S I G N - B O L T L 0 A D S / A L L O W A B L E S DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: S 41 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION LRF 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 02 TYPE : Ext Col - Roof Beam Knee 2 Row Outer Hmhd - Horiz ------------------------------------------------------------------------------------------------------------------------------------ B O L T L O A D S / A L L 0 W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE -50% 6.225 3.997 0.000 0.000 0.000 21.000 20.292 44.000 +50% 0.000 0.215 4.123 5.962 0.000 21.000 19.434 44.000 1 7.449 4.517 0.000 0.000 1.781 21.000 24.280 43.842 2 0.000 0.252 5.157 7.466 0.916 27.993 24.334 58.621 3 7.236 4.672 0.000 0.000 1.027 27.993 23.585 58.613 4 0.824 0.480 0.000 0.000 0.223 27.993 2.685 58.650 5 2.271 1.398 0.000 0.000 0.518 27.993 7.403 58.642 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does•not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 0.000 0.000 0.616 0.917 0.204 36.000 2.990 67.500 11 4.365 2.725 0.000 0.000 0.944 36.000 14.227 67.500 12 0.000 0.636 4.682 6.585 1.667 27.993 21.465 58.548 B 0 L T L 0 A D S / A L L 0 W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE -50% 6.214 4.029 0.000 0.000 0.000 21.000 20.254 44.000 +50% 0.000 0.084 4.081 5.962 0.000 21.000 19.432 44.000 1 7.434 4.572 0.000 0.000 1.781 21.000 24.230 43.842 2 0.000 0.086 5.103 7.464 0.916 27.993 24.330 58.621 3 7.222 4.709 0.000 0.000 1.027 27.993 23.541 58.613 4 0.822 0.488 0.000 0.000 0.223 27.993 2.680 58.650 5 2.267 1.413 0.000 0.000 0.518 27.993 7.388 58.642 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 0.000 0.000 0.601 0.911 0.204 36.000 2.971 67.500 11 4.356 2.752 0.000 0.000 0.944 36.000 14.198 67.500 12 0.000 0.545 4.656 6.590 1.667 27.993 21.480 58.548 S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: S 42 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION LRF 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 02 TYPE : Ext Col - Roof Beam Knee 2 Row Outer Hmhd - Horiz ------------------------------------------------------------------------------------------------------------------------------------ SPLICE PLATE 0042912 COLUMN SIDE-->!<-- ROOF BEAM SIDE BOLTS: 0.625" DIA A325 NO WASHERS 6.000" X 23.875" X 0.375" +- 2.750"-+ -+---------+--- ----------------------------- ---+- OUTER HAMMERHEAD FLANGE 0030924 1.625" HFHFHFHFHFHEFEFEFEFEFEF END FLANGE 0.375 X 7.000 X 6.000 I I W 0.375 X 6.000 X 8.625 -+--- 0 W 0 7.875" W OUTER HAMMERHEAD GUSSET 0030925 5.000" W 0.250 X 7.500 X 6.000 X 10.000 W -+--- 0 W o W OUTSIDE FLANGE _ FFFFFFFFFFFF 0.250 X 5.000 W W W W W W W W W W W 23.6751- 3.875"10.625" 10.6251- W MAIN WEB W 0.140 W 16.000" W MAIN WEB W 0.120 W W W W W W W W W -+--- o W o W 5.000" W W -+--- o W o 1.625" W INSIDE FLANGE I FFFFFFFFFFFFMSMSMSMSMSM_ MAIN STIFFENER 0.250 X 5.000 _ -+------------- ----------------------------- 0.250 X 2.500 X 14.750 NS/FS S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N DATE: 10/01/04 CADDS TIME: 10:50 AM ------------------------------------------------------------------------------------------------------------------------------------ PAGE: S 43 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION LRF 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 02 TYPE : ------------------------------------------------------------------------------------------------------------------------------------ Ext Col - Roof Beam Knee 2 Row Outer Hmhd - Horiz F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - 'COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE OUTER 1 Hammerhead Flange 0030924 0.375 X 7.000 X 6.000 0.000 3.06 33.00 7.02 49.50 0.142 +50% OUTER 3 Main Flange 0.250 X 5.000 7.875 3.63 33.00 0.00 49.50 0.110 1 INNER 1 Main Flange 0.250 X 5.000 0.000 4.17 33.00 18.01 49.50 0.364 1 ROOF BEAM SIDE OUTER 1 End Flange 0.375 X 6.000 X 8.625 0.000 3.09 33.00 7.62 49.50 0.154 +50% INNER 1 Main Stiffener 0.250 X 2.500 X 14.750 0.000 4.16 33.00 17.05 49.50 0.344 1 W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE Outer Hammerhead Gusset 0030925 0.250 X 7.500 X 6.000 X 10.000 12.28 22.00 9.55 33.00 6.79 49.50 0.558 +50% Main Web 0.120 2.31 22.00 16.51 33.00 17.78 49.50 0.500 +50% ROOF BEAM SIDE Main Web 0.140 14.83 15.39 17.27 33.00 17.28 49.50 0.964 1 S P L I C E D E S I G N - W E L D I N F O R M A T I O N DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: S 44 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION LRF 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 02 TYPE : Ext Col - Roof Beam Knee 2 Row Outer Hmhd - Horiz ------------------------------------------------------------------------------------------------------------------------------------ W E L D I N F O R M A T I O N COLUMN SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 1 Hammerhead Flange Flange to Splice Plate OUTER 3 Main Flange Flange to Splice Plate INNER 1 Main Flange Flange to Splice Plate COLUMN SIDE DESCRIPTION Outer Hammerhead Gusset Gusset to Splice Plate Gusset to Hammerhead Flange Gusset to Outer Flange Main Web Web to Splice Plate ROOF BEAM SIDE DESCRIPTION OUTER 1 End Flange End Flg to Splice P1 End Flg to Outer Flg INNER 1 Main Stiffener Stiffener to Splice P1 Stiffener to Web Plate 3/16" 1/8" 1.20 4.18 0.287 1 0.93 2.78 0.334 1 YES 3/8" 1.07 8.25 0.129 +50% W E L D I N F O R M A T I O N W E B P L A T E S ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND 1/8" 1/8" 2.39 5.57 0.429 1 1/4" 3.07 3.71 0.827 +50% 3/16" 2.30 2.78 0.827 +50% 1/8" 1/8" 1.98 5.57 0.356 +50% W E L D I N F O R M A T I O N F L A N G E P L A T E S FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ---- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) GOND 3/16" 1/8" 1/8" 1/8" 1/8" 1.19 4.18 0.284 1 1.86 0.000 1 1.04 5.57 0.187 +50% 0.72 1.86 0.389 1 E L D I N F O R M A T I O N DATE: 10/01/04 TIME: 10:50 AM CADDS ---------------------------------------------------------------------------------------------------------------------------------- PAGE: S 45 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION LRF 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 02 ---------------------------------------------------------------------------------------------------------------------------------- TYPE : Ext Col - Roof Beam Knee 2 Row Outer Hmhd - Horiz W E L D I N F O R M A T I O N ROOF BEAM SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) Win) COND Main Web Web to Splice Plate 1/8" 1/8" 2.42 2.01 4.96 0.634 1 Web to End Flange 1/8" 0.81 1.86 0.434 1 Dimensions at Connection Flg. to Flg. Dimension 12.000" 12.000" Part Slope 4.000 TO 12 4.000 TO 12 Conn. Plate Angle (Degrees) 18.435 18.435 Main Flange Dimensions Adjacent Depth Change Information Distance to Depth Change 25'- 0.000" 251- 0.000" Flg. to Flg. Dimension 16.000" 16.000" Adj. P1. Angle (Degrees) 0.000 0.000 S P L I C E D E S I G N - A P P L I E D L 0 A D S S U M M A R Y DATE: 10/01/04 CADDS TIME: ------------------------------------------------------------------------------------------------------------------------------------ 10:50 AM PAGE: S 46 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION LRF 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE ------------------------------------------------------------------------------------------------------------------------------------ # 05 TYPE : Ridge 0/I Extens - Comp Bm LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO ---- -------------------- CATEGORY (kips) --------------- (kips) (in -k) --------------- FACTOR ------ STRENGTH -------- -50% MOMENT CAPACITY Std Des 0.00 0.00 -279.15 1.00 N +50% MOMENT CAPACITY Std Des 0.00 0.00 279.15 1.00 N 1 DL + LL Std Des 4.15 -1.38 173.96 1.00 N 2 DL + WLL Std Des -1.74 -4.07 -5.11 1.33 N 3 DL + WLR Std Des 1.06 4.31 -5.08 1.33 N 4 DL + EQL/1.4 Std Des 0.81 -0.46 37.12 1.33 N 5 DL + EQR/1.4 Std Des 0.92 -0.12 37.12 1.33 N 6 PDL+0.70PL+EQLm Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+EQRm Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + EQLm Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + EQRm Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL + EQLm Conns Category 2 Load Combination - Does not apply to this Splice Type. 11 DL + EQRm Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL + EWP Std Des -7.30 2.44 -16.25 1.33 N P A R T D I M E N S I O N S Left Right Roof Beam Roof Beam Dimensions at Connection Flg. to Flg. Dimension 12.000" 12.000" Part Slope 4.000 TO 12 4.000 TO 12 Conn. Plate Angle (Degrees) 18.435 18.435 Main Flange Dimensions Adjacent Depth Change Information Distance to Depth Change 25'- 0.000" 251- 0.000" Flg. to Flg. Dimension 16.000" 16.000" Adj. P1. Angle (Degrees) 0.000 0.000 S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: S 47 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION LRF 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 05 ------------------------------------------------------------------------------------------------------------------------------------ TYPE : Ridge O/I Extens - Comp Bm S P L I C E P L A T E BOTH SIDES PLATE TYPE CUSTOM PART NUMBER OV16348-02 ORIENTATION NORMAL PLATE WIDTH 6.000" PLATE LENGTH 17.500" PLATE THICKNESS 0.500" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 2.375" DESIGN STRESS RATIO 0.667 CONTROLLING COND. +50% CONTROLLING LOCATION Side 1 Inner Flg 2 B O L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.125" INNER 1 2 1.125" L E S DATE: 10/01/04 CADDS TIME: ------------------------------------------------------------------------------------------------------------------------------------ 10:50 AM PAGE: S 48 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION LRF 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE ------------------------------------------------------------------------------------------------------------------------------------ # 05 TYPE Ridge O/I Extens - Comp Bm B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) LEFT ROOF BEAM SIDE -50% 10.297 0.000 0.000 21.000 33.564 44.000 +50% 0.000 10.223 0.000 21.000 33.322 44.000 1 0.000 5.470 0.001 21.000 17.828 44.000 2 0.267 0.000 3.597 27.993 0.869 58.166 3 0.265 0.000 3.605 27.993 0.664 58.164 4 0.000 1.172 0.144 27.993 3.819 58.651 5 0.000 1.172 0.145 27.993 3.819 58.651 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 2.471 1.380 0.007 27.993 8.053 58.652 B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------- ----- (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) RIGHT ROOF BEAM SIDE -50% 10.297 0.000 0.000 21.000 33.564 44.000 +50% 0.000 10.223 0.000 21.000 33.322 44.000 1 0.000 5.470 0.001 21.000 17.828 44.000 2 0.267 0.000 3.597 27.993 0.869 58.166 3 0.265 0.000 3.605 27.993 0.864 58.164 4 0.000 1.172 0.144 27.993 3.819 58.651 5 0.000 1.172 0.145 27.993 3.819 58.651 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 2.471 1.380 0.007 27.993 8.053 58.652 OUTSIDE FLANGE 0.250 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 12.649" 15.250" 1 1.125" -+------------- FFFFFFFFFFFFFFFFFFFFFFF W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W FFFFFFFFFFFFFFFFFFFFFFF 0 0 12.! OUTSIDE FLANGE 0.250 X 5.000 i49" MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: S 49 ------------------------------------------------------------------------7----------------------------------------------------------- ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION LRF 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 05 TYPE : Ridge 0/I Extens - Comp Bm ------------------------------------------------------------------------------------------------------------------------------------ SPLICE PLATE OV16348-02 LEFT ROOF BEAM SIDE -->!<-- RIGHT ROOF BEAM SIDE BOLTS: 0.625" DIA A325 NO WASHERS 6.000" X 17.500" X 0.500" +- 2.750"-+ -+---------+--- ----------------------------- ---+- 1.125" 2.375" 2.375" -i.--- —I 0 0 I— OUTSIDE FLANGE 0.250 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 12.649" 15.250" 1 1.125" -+------------- FFFFFFFFFFFFFFFFFFFFFFF W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W FFFFFFFFFFFFFFFFFFFFFFF 0 0 12.! OUTSIDE FLANGE 0.250 X 5.000 i49" MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N DATE: 10/01/04 CADDS TIME: 10:50 AM ------------------------------------------------------------------------------------------------------------------------------------ PAGE: S 50 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION LRF 50'-0." 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 05 ------------------------------------------------------------------------------------------------------------------------------------ TYPE : Ridge O/I Extens - Comp Bm F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) LEFT ROOF BEAM SIDE OUTER 2 Main Flange 0.250 X 5.000 2.375 17.37 33.00 14.57 49.50 0.526 -50% INNER 2 Main Flange 0.250 X 5.000 2.476 17.24 33.00 14.69 49.50 0.522 +50% RIGHT ROOF BEAM SIDE OUTER 2 Main Flange 0.250 X 5.000 2.375 17.37 33.00 14.57 49.50 0.526 -50% INNER 2 Main Flange 0.250 X 5.000 2.476 17.24 33.00 14.69 49.50 0.522 +50% W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) LEFT ROOF BEAM SIDE Main Web 0.120 2.91 29.33 0.00 33.00 13.51 49.50 0.273 -50% RIGHT ROOF BEAM SIDE Main Web 0.120 2.91 29.33 0.00 33.00 13.51 49.50 0.273 -50% S P L I C E D E S I G N - W E L D I N F O R M A T I O N DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: S 51 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION LRF 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 05 TYPE : Ridge O. /I Extens - Comp Bm ------------------------------------------------------------------------------------------------------------------------------------ W E L D I N F O R M A T I O N LEFT ROOF BEAM SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH---- FILLET ------------- PENETRATION ------ _-- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 2 Main Flange Flange to Splice Plate YES 1/4" 3/16" 4.45 8.25 0.539 -50% INNER 2 Main Flange Flange to Splice Plate YES 1/4" 3/16" 4.42 8.25 0.535 +50% W E L D I N F O R M A T I O N LEFT ROOF BEAM SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web Web to Splice Plate 1/8" 0.35 2.47 0.141 3 W E L D I N F O R M A T I O N RIGHT ROOF BEAM SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ---------- - -------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k/in) (k/in) (k/in) COND OUTER 2 Main Flange Flange to Splice Plate YES 1/4" 3/161' 4.45 8.25 0.539 -50% INNER 2 Main Flange Flange to Splice Plate YES 1/4" 3/16" 4.42 8.25 0.535 +50% S P L I C E D E S I G N - W E L D I N F O R M A T I O N DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: S 52 ------------------------------------------------------------------------------------------------------------------------------------ ORDER If 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE If 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION LRF 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 05 TYPE : Ridge O/I Extens - Comp Bm ------------------------------------------------------------------------------------------------------------------------------------ W E L D I N F O R M A T I O N RIGHT ROOF BEAM SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web Web to Splice Plate 1/8" 0.35 2.47 0.141 3 C:\121812.RDB S P L I C E D E S I G N - C O V E R S H E E T DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: S ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ------------------------------------------------------------------------------------------------------------------------------------ SYSTEM FRAME # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 RUN OPTIONS AND INFORMATION SOURCING PLANT 04 - Visalia QUANTITY OF LIKE FRAMES 1 STRESS RATIO LIMIT 1.030 REPORTS SELECTED COVER SHEET BOLT LOADS / ALLOWABLES SIGN CONVENTIONS LAYOUT SKETCH APPLIED LOADS SUMMARY FLANGE / WEB PLATE INFORMATION PART DIMENSIONS WELD INFORMATION BOLTS / SPLICE PLATE INFORMATION SPLICES SELECTED SPL MEMB SEQ Connection ! GROUP INFORMATION ! ASSEMBLY INFORMATION NUM NUM NUM Description ! NUM Connection Plate Opt ! NUM Stiffener Opt Weld Opt --- --- --- -------------------- + ------------------------------- +------- -- ----------------- ------------------------ 1 01 1 Pinned Base Plate 19 Analysis Only OV16358 01 Analysis Only Design w/ Combined Welds 2 01 2 Knee Splice 20 Analysis Only OV16358 02 Analysis Only Design w/ Combined Welds OV16366 01 Analysis Only Design w/ Combined Welds 3 03 1 Pinned Base Plate 24 Analysis Only OV16370 01 Analysis Only Design w/ Combined Welds 4 03 2 Int. Col. to Roof Bm 25 Analysis Only OV16370 02 Analysis Only Design w/ Combined Welds OV16368 03 Analysis Only Design w/ Combined Welds 7 02 1 Intermediate Roof Bm 26 Analysis Only OV16366 02 'Analysis Only Design w/ Combined Welds OV16368 01 Analysis Only Design w/ Combined welds P A R T D I M E N S I O N S Column Sidewall S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 10/01/04 Distance to Depth Change 101- 9.643" Flg. to Flg. Dimension 12.000" Adj. P1. Angle (Degrees) 0.000 CADDS TIME: ------------------------------------------------------------------------------------------------------------------------------------ 10:50 AM PAGE: S 53 ORDER It 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE ------------------------------------------------------------------------------------------------------------------------------------ # 01 TYPE : Pinned Base Plate No Ext Corner - S Nuts LOAD DESCRIPTION DESIGN AXIAL SHEAR'X SHEAR Y STRESS MEMBER NO ---- -------------------- CATEGORY (kips) --------------- (kips) (kips) -------------- FACTOR ------ STRENGTH -------- 1 DL + LL Std Des 2.43 0.46 0.00 1.00 N 2 DL + WLL Std Des 0.49 -2.30 0.00 1.33 N 3 DL + WLR Std Des -0.19 2.01 0.00 1.33 N 4 DL + EQL/1.4 Std Des 0.50 -0.08 0.00 1.33 N 5 DL + EQR/1.4 Std Des 0.67 0.27 0.00 1.33 N 6 PDL+0.70PL+EQLm Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+EQRm Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + EQLm Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + EQRm Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL + EQLm Conns Category 2 Load Combination - Does not apply to this Splice Type. 11 DL + EQRm Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL + EWP Std Des -1.96 0.31 1.02 1.33 N 13 DL + EWS Std Des -1.96 0.31 -0.90 1.33 N P A R T D I M E N S I O N S Endwall 6.000" Column Sidewall Dimensions at Connection Flg. to Flg. Dimension 12.000" Offset from Structure Line 8.000" Main Flange Dimensions Adjacent Depth Change Information Distance to Depth Change 101- 9.643" Flg. to Flg. Dimension 12.000" Adj. P1. Angle (Degrees) 0.000 Endwall 6.000" S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: S 54 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE #.01 TYPE : ------------------------------------------------------------------------------------------------------------------------------------ Pinned Base Plate No Ext Corner - S Nuts S P L I C E P L A T E PLATE TYPE STANDARD PART NUMBER 0042853 ORIENTATION NORMAL PLATE WIDTH 8.000" PLATE LENGTH 12.500" PLATE THICKNESS 0.500" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.053 CONTROLLING GOND. 12 CONTROLLING LOCATION Outer Row 2 B 0 L T I N F O R M A T I O N BOLT DIAMETER 0.750" BOLT GAGES - INNER: 4.000" BOLT TYPE Gr36 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW OUTER 1 2 3.000" OUTER 2 2 7.000" 4.000" C O N C R E T E S T R E S S E S MIN. DESIGN FOOTING SIZE 145.000 ( In-2 ) CONCRETE STRENGTH 3.000 KSI CONTROLLING LOAD COND. NUMBER 1 ACTUAL ULTIMATE CONCRETE STRESS 0.039 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.842 KSI CONCRETE STRESS RATIO 0.021 O A D S / A L L O W A B L E S DATE: 10/01/04 CADDS TIME: ------------------------------------------------------------------------------------------------------------------------------------ 10:50 AM PAGE: S 55 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE ------------------------------------------------------------------------------------------------------------------------------------ # 01 TYPE : Pinned Base Plate No Ext Corner - S Nuts B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE 1 Total Section is in Compression 0.000 9.860 2 Total Section is in Compression 1.163 13.143 3 0.048 0.048 1.136 13.143 0.108 25.514 4 Total Section is in Compression 0.000 13.143 5 Total Section is in Compression 0.000 13.143 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 0.490 0.490 0.605 13.143 1.108 25.514 13 0.490 0.490 0.536 13.143 1.108 25.514 OUTSIDE FLANGE 0.250 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 -+---------+--- 3.000" I 4.000" -4. 12.000" 5.500" -+------------- +- 4.000"-+ FFFFFFFFFFFFFFFFFFFFFFF W 0 W 0 W W W 0 W o W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W FFFFFFFFFFFFFFFFFFFFFFF ----------------------------- S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: S 56 --------------------------------------------------------------------------------=--------------------------------------------------- ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE ------------------------------------------------------------------------------------------------------------------------------------ # 01 TYPE : Pinned Base Plate No Ext Corner - S Nuts SPLICE PLATE 0042853 COLUMN BOLTS: 0.750" DIA Gr36 NO WASHERS 8.000" X 12.500" X 0.500" OUTSIDE FLANGE 0.250 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 -+---------+--- 3.000" I 4.000" -4. 12.000" 5.500" -+------------- +- 4.000"-+ FFFFFFFFFFFFFFFFFFFFFFF W 0 W 0 W W W 0 W o W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W FFFFFFFFFFFFFFFFFFFFFFF ----------------------------- S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: S 57 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE if 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 01 TYPE : Pinned Base Plate No Ext Corner - S Nuts ------------------------------------------------------------------------------------------------------------------------------------ F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE OUTER 1 Main Flange 0.250 X 5.000 0.000 0.20 43.99 0.63 49.50 0.013 1 INNER 1 Main Flange 0.250 X 5.000 0.500 0.05 43.99 0.63 49.50 0.013 1 W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW GOND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) . (Ksi) (Ksi) COLUMN SIDE Main Web 0.120 1.56 29.33 1.48 43.99 0.63 49.50 0.053 2 S P L I C E D E S I G N - W E L D I N F O R M A T I O N DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: S 58 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia, (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 01 TYPE Pinned Base Plate No Ext Corner - S Nuts ------------------------------------------------------------------------------------------------------------------------------------ W E L D I N F O R M A T I O N COLUMN SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 1 Main Flange Flange to Splice Plate INNER 1 Main Flange Flange to Splice Plate COLUMN SIDE DESCRIPTION Main Web Web to Splice Plate 1/8" 0.05 3.71 0.014 12 1/8" 0.01 3.71 0.004 12 W E L D I N F O R M A T I O N W E B P L A T E S ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND 1/8" 1/8" 0..19 4.95 0.038 2 Dimensions at Connection Flg. to Flg. Dimension Part Slope Conn. Plate Angle (Degrees) Offset from Structure Line Main Flange Dimensions Outer Flange Width Thickness Inner Flange Width Thickness Adjacent Depth Change Information Distance to Depth Change Flg. to Flg. Dimension Adj. P1. Angle (Degrees) Column Roof Beam 12.000" 12.000" S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 10/01/04 0.250" 5.000" 0.250" 10'- 9.643" CADDS TIME: 10:50 AM 0.000 0.000 PAGE: S 59 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 02 ------------------------------------------------------------------------------------------------------------------------------------ TYPE Ext Col - Roof Beam Knee O/I Extens Flg LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO ---- -------------------- CATEGORY (kips) --------------- (kips) (in -k) --------------- FACTOR ------ STRENGTH -------- 1 DL + LL Std Des 2.28 -0.46 -61.18 1.00 N 2 DL + WLL Std Des 0.34 0.57 201.02 1.33 N 3 DL + WLR Std Des -0.34 -0.93 -202.11 1.33 N 4 DL + EQL/1.4 Std Des 0.36 0.07 10.15 1.33 N 5 DL + EQR/1.4 Std Des 0.52 -0.26 -35.55 1.33 N 6 PDL+0.70PL+EQLm Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+EQRm Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + EQLm Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + EQRm Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL + EQLm Conns 0.19 0.40 57.12 1.70 Y 11 DL + EQRm Conns 0.69 -0.59 -82.52 1.70 Y 12 DL + EWP Std Des -2.11 1.20 51.91 1.33 N 13 DL + EWS Std Des -2.11 1.20 51.91 1.33 N P A R T D I M E N S I O N S Dimensions at Connection Flg. to Flg. Dimension Part Slope Conn. Plate Angle (Degrees) Offset from Structure Line Main Flange Dimensions Outer Flange Width Thickness Inner Flange Width Thickness Adjacent Depth Change Information Distance to Depth Change Flg. to Flg. Dimension Adj. P1. Angle (Degrees) Column Roof Beam 12.000" 12.000" 4.000 TO 12 18.435 18.435 8.000" 0.125" 5.000" 0.250" 5.000" 0.250" 10'- 9.643" 21'- 1.795" 12.000" 12.000" 0.000 0.000 DATE: 10/01/04 CADDS TIME: 10:50 AM ------------------------------------------------------------------------------------------------------------------------------------ PAGE: S 60 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 02 ------------------------------------------------------------------------------------------------------------------------------------ TYPE : Ext Col - Roof Beam Knee O/I Extens Flg S P L I C E P L A T E COLUMN SIDE ROOF BEAM SIDE PLATE TYPE CUSTOM FLANGE PLATE PART NUMBER OV16358-02 ORIENTATION NORMAL PLATE WIDTH 6.000" 5.000" PLATE LENGTH 17.500" PLATE THICKNESS 0.375" 0.250" PLATE YIELD STRESS 55.00 KSI 55.00 KSI PLATE OFFSET 2.380" DESIGN STRESS RATIO 0.386 0.442 CONTROLLING GOND. 2 2 CONTROLLING LOCATION Inner Flg 2 Inner Row 2 B O L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.125" INNER 2 2 4.250" 3.125" OUTER 2 2 4.250" 3.125" INNER 1 2 1.125" W E B S H E A R NO STIFFENERS ARE REQUIRED FOR WEB SHEAR DATE: 10/01/04 CADDS TIME: ------------------------------------------------------------------------------------------------------------------------------------ 10.:50 AM PAGE: S 61 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S. BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE ------------------------------------------------------------------------------------------------------------------------------------ # 02 TYPE : Ext Col - Roof Beam Knee O/I Extens Flg B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE 1 1.304 0.746 0.000 0.000 0.470 21.000 4.249 43.999 2 0.000 0.000 3.107 4.958 0.177 27.993 16.162 58.649 3 5.160 3.262 0.000 0.000 0.315 27.993 16.819 58.646 4 0.000 0.000 0.121 0.212 0.020 27.993 0.690 58.652 5 0.846 0.516 0.000 0.000 0.166 27.993 2.757 58.652 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 0.000 0.000 0.865 1.390 0.129 36.000 4.530 67.500 11 2.022 1.252 0.000 0.000 0.315 36.000 6.590 67.500 12 0.000 0.000 0.999 1.490 0.771 27.993 4.856 58.649 13 0.000 0.000 0.999 1.490 0.763 27.993 4.856- 58.649 B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi). (Ksi) (Ksi) ROOF BEAM SIDE 1 0.948 0.559 0.000 0.000 0.117 21.000 3.089 43.999 2 0.000 0.000 3.071 4.529 0.265 27.993 14.762 58.649 3 4.420 2.951 0.000 0.000 0.402 27.993 14.407 58.646 4 0.000 0.000 0.125 0.198 0.072 27.993 0.646 58.652 5 0.679 0.434 0.000 0.000 0.032 27.993 2.212 58.652 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 0.000 0.000 0.871 1.286 0.179 36.000 4.190 67.500 11 1.660 1.080 0.000 0.000 0.139 36.000 5.410 67.500 12 0.000 0.000 1.033 1.416 0.301 27.993 4.615 58.649 13 0.000 0.000 1.033 1.416 0.280 27.993 4.615 58.649 T U S K E T C H DATE: 10/01/04 CADDS TIME: 10:50 AM ------------------------------------------------------------------------------------------------------------------------------------ PAGE: S 62 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME It 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 02 ------------------------------------------------------------------------------------------------------------------------------------ TYPE : Ext Col - Roof Beam Knee O/I Extens Flg SPLICE PLATE OV16358-02 COLUMN SIDE -->!<-- ROOF BEAM SIDE BOLTS: 0.625" DIA A325 NO WASHERS 6.000" X 17.500" X 0.375" I USE EXIST. FLG.: 5.000" X 0.250" +- 2.750"-+ -+---------+--- --------------------- ------- ---+- 1.125" I W 2.380" W 1.125" -+--- o W o W OUTSIDE FLANGE 3.125" _ FFFFFFFFFFFFMSMSMSMSMSM _ MAIN STIFFENER 0042872 0.250 X 5.000 I W 0.250 X 2.500 X 11.000 NS/FS -+--- o W o W W W W W W W W W W W W 12.649" W 15.250" MAIN WEB 9.000" W MAIN WEB 0.120 W 0.120 W W W W W W W W W W W W -+--- o W 0 I W INSIDE FLANGE 3.125" _ FFFFFFFFFFFFMSMSMSMSMSM MAIN STIFFENER 0042872 0.250 X 5.000 I W _ 0.250 X 2.500 X 11.000 NS/FS -+--- o W o 1.125" W I W -+------------- --------------------- "v------- S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N DATE: 10/01/04 CADDS TIME: 10:50 AM ------------------------------------------------------------------------------------------------------------------------------------ .PAGE: S 63 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 02 -------------------------------------------------------------------------------------------------------------------------=---------- TYPE : Ext Col - Roof Beam Knee 0/I Extens Flg F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE OUTER 2 Main Flange 0.250 X 5.000 2.380 10.52 43.99 11.20 65.98 0.239 3 INNER 2 Main Flange 0.250 X 5.000 2.471 10.28 43.99 11.02 65.98 0.234 2 ROOF BEAM SIDE OUTER 2 Main Stiffener 0042872 0.250 X 2.500 X 11.000 1.125 8.08 43.99 8.69 65.98 0.184 3 INNER 2 Main Stiffener 0042872 0.250 X 2.500 X 11.000 1.125 8.29 43.99 9.24 65.98 0.188 2 W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE Main Web 0.120 1.24 29.33 9.99 43.99 .10.39 65.98 0.227 3 ROOF BEAM SIDE Main Web 0.120 10.59 21.74 12.81 43.99 10.69 65.98 0.487 2 Main Web Web to Splice Plate ROOF BEAM SIDE DESCRIPTION OUTER 2 Main Stiffener Stiffener to Inner Flg Stiffener to Web Plate INNER 2 Main Stiffener Stiffener to Inner Flg Stiffener to Web Plate FULL STRENGTH 1/8" 1/8" S P L I C E D E S I G N - W E L D I N F O R M A T I O N 3 W E L D I N F O R M A T I O N DATE: 10/01/04 F L A N G E P L A T E S CADDS TIME: 10:50 AM ------------------------------------------------------------------------------------------------------------------------------------ ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES - ------"- PAGE: S 64 ORDER It 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER If 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD Win) BLDR PHONE If 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia 2.02 7.42 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 0.49 2.47 DESIGN SYSTEM FRAME If 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 0.279 2 SPLICE If 02 ------------------------------------------------------------------------------------------------------------------------------------ TYPE : Ext Col - Roof Beam Knee 2.47 O/I Extens Flg W E L D I N F O R M A T I O N COLUMN SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 2 Main Flange Flange to Splice Plate YES 3/16" 1/4" 2.69 11.00 0.245 3 INNER 2 Main Flange Flange to Splice Plate YES 3/16" 1/4" 2.63 11.00 0.239 2 W E L D I N F O R M A T I O N COLUMN SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web Web to Splice Plate ROOF BEAM SIDE DESCRIPTION OUTER 2 Main Stiffener Stiffener to Inner Flg Stiffener to Web Plate INNER 2 Main Stiffener Stiffener to Inner Flg Stiffener to Web Plate FULL STRENGTH 1/8" 1/8" 1.20 0.06 7.42 0.162 3 W E L D I N F O R M A T I O N F L A N G E P L A T E S ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES - ------"- ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND 1/8" 1/8" 2.02 7.42 0.272 3 1/8" 0.49 2.47 0.200 2 1/8" 1/8" 2.07 7.42 0.279 2 1/8" 0.53 2.47 0.212 3 S P L I C E D E S I G N - W E L D I N F O R M A T I O N DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: S 65 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 02 TYPE : Ext Col - Roof Beam Knee 0/I Extens Flg ------------------------------------------------------------------------------------------------------------------------------------ W E L D I N F O R M A T I O N ROOF BEAM SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) (k/in) Win) COND Main Web Web to Inner Flange 18.000" 1/8" 1/8" 1.54 1.10 6.76 0.280 2 Dimensions at Connection Flg. to Flg. Dimension Offset from Structure Line Main Flange Dimensions Adjacent Depth Change Information Distance to Depth Change Flg. to Flg. Dimension Adj. P1. Angle (Degrees) P A R T D I M E N S I O N S Column 12.000" 1.000" 17'-10.234" 12.000" 0.000 S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: S 66 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROD NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 03 TYPE : Pinned Base Plate No Ext EWI Pin - S Nuts ------------------------------------------------------------------------------------------------------------------------------------ LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y STRESS MEMBER NO ---- -------------------- CATEGORY -------- (kips) ------- (kips) (kips) -------------- FACTOR ------ STRENGTH -------- 1 DL + LL Std Des 4.76 0.00 0.00 1.00 N 2 DL + WLL Std Des 0.32 0.00 0.00 1.33 N 3 DL + WLR Std Des 0.32 0.00 0.00 1.33 N 4 DL + EQL/1.4 Std Des 1.24 0.00 0.00 1.33 N 5 DL + EQR/1.4 Std Des 1.24 0.00 0.00 1.33 N 6 PDL+0.70PL+EQLm Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+EQRm Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + EQLm Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + EQRm Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL + EQLm Conns Category 2 Load Combination - Does not apply to this Splice Type. 11 DL + EQRm Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL + EWP Std Des -1.77 3.31 0.00 1.33 N 13 DL + EWS Std Des -1.77 -2.90 0.00 1.33 N Dimensions at Connection Flg. to Flg. Dimension Offset from Structure Line Main Flange Dimensions Adjacent Depth Change Information Distance to Depth Change Flg. to Flg. Dimension Adj. P1. Angle (Degrees) P A R T D I M E N S I O N S Column 12.000" 1.000" 17'-10.234" 12.000" 0.000 C O N C R E T E S T R E S S E S MIN. DESIGN FOOTING SIZE 145.000 ( In -2 ) CONCRETE STRENGTH 3.000 KSI CONTROLLING LOAD COND. NUMBER 1 ACTUAL ULTIMATE CONCRETE STRESS 0.076 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.842 KSI CONCRETE STRESS RATIO 0.041 DATE: 10/01/04 CADDS TIME: 10:50 AM ------------------------------------------------------------------------------------------------------------------------------------ PAGE: S 67 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 03 ------------------------------------------------------------------------------------------------------------------------------------ TYPE : Pinned Base Plate No Ext EWI Pin - S Nuts S P L I C E P L A T E PLATE TYPE STANDARD PART NUMBER 0042853 ORIENTATION NORMAL PLATE WIDTH 8.000" PLATE LENGTH 12.500" PLATE THICKNESS 0.500" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.055 CONTROLLING GOND. 1 CONTROLLING LOCATION Cat. 2 Compression B O L T I N F O R M A T I O N BOLT DIAMETER 0.750" BOLT GAGES - INNER: 4.000" BOLT TYPE Gr36 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW OUTER 1 2 3.000" OUTER 2 2 7.000" 4.000" C O N C R E T E S T R E S S E S MIN. DESIGN FOOTING SIZE 145.000 ( In -2 ) CONCRETE STRENGTH 3.000 KSI CONTROLLING LOAD COND. NUMBER 1 ACTUAL ULTIMATE CONCRETE STRESS 0.076 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.842 KSI CONCRETE STRESS RATIO 0.041 S P L I C E D E S I G N - B O L T L 0 A D S / A L L 0 W A B L E S DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: S 68 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME #.04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 03 TYPE : Pinned Base Plate No Ext EWI Pin - S Nuts ------------------------------------------------------------------------------------------------------------------------------------ B 0 L T L 0 A D S / A L L 0 W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt)------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE 1 Total Section is in Compression 0.000 9.860 2 Total Section is in Compression 0.000 13.143 3 Total Section is in Compression 0.000 13.143 4 Total Section is in Compression 0.000 13.143 5 Total Section is in Compression 0.000 13.143 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type.. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 0.442 0.442 1.874 13.143 1.001 25.514 13 0.442 0.442 1.640 13.143 1.001 25.514 OUTSIDE FLANGE 0.250 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 -+---- - - - - - a 3.000" 4.000" 12.000" 5.500" -+------------- +- 4.000"-+ FFFFFFFFFFFFFFFFFFFFFFF W o W 0 W W W 0 W o W W W W W W W W W W W W W W W. W W W W W W W W W W W W W W W W W W FFFFFFFFFFFFFFFFFFFFFFF ----------------------------- S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: S 69 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 03 TYPE : Pinned Base Plate No Ext EWI Pin - S Nuts ------------------------------------------------------------------------------------------------------------------------------------ SPLICE PLATE 0042853 COLUMN BOLTS: 0.750" DIA Gr36 NO WASHERS 8.000" X 12.500" X 0.500" OUTSIDE FLANGE 0.250 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 -+---- - - - - - a 3.000" 4.000" 12.000" 5.500" -+------------- +- 4.000"-+ FFFFFFFFFFFFFFFFFFFFFFF W o W 0 W W W 0 W o W W W W W W W W W W W W W W W. W W W W W W W W W W W W W W W W W W FFFFFFFFFFFFFFFFFFFFFFF ----------------------------- S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N DATE: 10/01/04 CADDS TIME: 10:50 AM ------------------------------------------------------------------------------------------------------------------------------------ PAGE: S 70 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 03 ------------------------------------------------------------------------------------------------------------------------------------ TYPE : Pinned Base Plate No Ext EWI Pin - S Nuts F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE OUTER 1 Main Flange INNER 1 Main Flange DESCRIPTION COLUMN SIDE Main Web 0.250 X 5.000 0.000 0.18 43.99 1.23 49.50 0.025 1 0.250 X 5.000 0.500 0.05 43.99 1.23 49.50 0.025 1 W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD,- T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND--' ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) 0.120 2.25 29.33 1.34 43.99 1.23 49.50 0.077 12 S P L I C E D E S I G N - W E L D I N F O R M A T I O N DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: S 71 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 03 TYPE Pinned Base Plate No Ext EWI Pin - S Nuts ------------------------------------------------------------------------------------------------------------------------------------ W E L D I N F O R M A T I O N COLUMN SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k/in) (k/in) Win) COND OUTER 1 Main Flange Flange to Splice Plate INNER 1 Main Flange Flange to Splice Plate COLUMN SIDE DESCRIPTION 1/8" 0.05 3.71 0.012 12 1/8" 1.86 0.000 1 W E L D I N F O R M A T I O N W E B P L A T E S ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web Web to Splice Plate 1/8" 1/8" 0.16 0.27 5.85 0.054 12 S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: S 72 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 04 TYPE : Interior Col to Roof Bm EW Post Top Clip w/ Stiff ------------------------------------------------------------------------------------------------------------------------------------ LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y STRESS MEMBER NO CATEGORY (kips) (kips) (kips) FACTOR STRENGTH --------------------------------------- -------------- ------ -------- 1 DL + LL Std Des 4.51 0.00 0.00 1.00 N 2 DL + WLL Std Des 0.07 0.00 0.00 1.33 N 3 DL + WLR Std Des 0.07 0.00 0.00 1.33 N 4 DL + EQL/1.4 Std Des 1.00 0.00 0.00 1.33 N 5 DL + EQR/1.4 Std Des 1.00 0.00 0.00 1.33 N 6 PDL+0.70PL+EQLm Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+EQRm Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + EQLm Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + EQRm Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL + EQLm Conns 1.00 0.00 0.00 1.70 Y 11 DL + EQRm Conns 1.00 0.00 0.00 1.70 Y 12 DL + EWP Std Des -2.02 3.85 0.00 1.33 N 13 DL + EWS Std Des -2.02 -3.37 0.00 1.33 N P A R T D I M E N S I O N S Lower End EW Post Upper End Roof Beam Top Clip Roof Beam Dimensions at Connection Flg. to Flg. Dimension 12.000" 11.500" 21.391" Part Slope 4.000 TO 12 Conn. Plate Angle (Degrees) -0.014 Main Flange Dimensions Outer Flange Width 5.000" Thickness 0.250" Inner Flange Width 5.000" Thickness 0.250" Adjacent Depth Change Information Distance to Depth Change 21- 6.000" 01- 0.000" Adj..Pl. Angle (Degrees) 0.000 0.000 S P L I C E P L A T E DATE: 10/01/04 CADDS TIME: 10:50 AM ------------------------------------------------------------------------------------------------------------------------------------ PAGE: S 73 ORDER It 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 04 ------------------------------------------------------------------------------------------------------------------------------------ TYPE : Interior Col to Roof Bm EW Post Top Clip w/ Stiff S P L I C E P L A T E PLATE TYPE FLANGE PLATE PLATE WIDTH 5.000" PLATE LENGTH 6.000" PLATE THICKNESS 0.250" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 3.000" DESIGN STRESS RATIO 0.054 CONTROLLING GOND. 12 CONTROLLING LOCATION Outer Flg 2 B O L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.500" INNER 1 2 1.500" P O S T T 0 P C L I P COLUMN WEB THICKNESS 0.120" SHEAR FORCE IN BOLTS 4.512 kips CONNECTION DETAIL NO. :E137 USE PART NO. 0543358 WITHOUT BACKER PLATE CAPACITY = 13.0 kips S P L I C E D E S I G N - B 0 L T L 0 A D S / A L L 0 W A B L E S DATE: 10/01/04 CADDS TIME: ------------------------------------------------------------------------------------------------------------------------------------ 10:50 AM PAGE: S 74 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE ------------------------------------------------------------------------------------------------------------------------------------ if 04 TYPE : Interior Col to Roof Bm EW Post Top Clip w/ Stiff B 0 L T L 0 A D S / A L L 0 W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE 1 Total Section is in Compression 1.163 21.000 2 Total Section is in Compression 0.018 27.993 3 Total Section is in Compression 0.018 27.993 4 Total Section is in Compression 0.257 27.993 5 Total Section is in Compression 0.257 27.993 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Total Section is in Compression 0.257 36.000 11 Total Section is in Compression 0.257 36.000 12 0.438 0.518 3.178 27.993 1.688 58.273 13 0.438 0.518 2.792 27.993 1.688 58.359 S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: S 75 ------------------------------------------------------------------------------------------------------------------------------------ ORDER It 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 04 TYPE : Interior Col to Roof Bm EW Post Top Clip w/ Stiff --------=--------------------------------------------------------------------------------------------------------------------------- ROOF BEAM BOLTS: 0.625" DIA A325 NO WASHERS USE EXIST. FLG.: 5.000" X 0.250" TOP CLIP DETAIL: E137 +- 2.750"-+ -+---------+--- ------- "v ------------- v"------- 1.500" 1 W 3.000" W -+--- o W o _ W MAIN STIFFENER MSMSMSMSMSMWMSMSMSMSMSM 0.250 X 2.500 X 20.125 NS/FS W W W W W W W W W W W W W W W 3.000" W W MAIN WEB W 0.140' W W W W W W W W W W W W W W W -+--- o W o 1.500° W W -+--------------------- v ------------- v ------ E I N F O R M A T I O N DATE: 10/01/04 CADDS TIME: 10:50 AM ------------------------------------------------------------------------------------------------------------------------------------ PAGE: S 76 ORDER It 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 04 ------------------------------------------------------------------------------------------------------------------------------------ TYPE : Interior Col to Roof Bm EW Post Top Clip w/ Stiff F L A N G E P L A T E S ----------_ MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (KR,i) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE OUTER 2 Main Stiffener 0.250 X 2.500 X 20.125 3.000 0.70 43.99 2.09 49.50 0.042 1 W E B P L A T E S ------------------ MAXIMUM STRESSES ------------ ------ DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE Main Web 0.140 1.70 22.00 1.30 43.99 2.34 49.50 0.077 1 S P L I C E D E S I G N - W E L D I N F O R M A T I O N DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: S 77 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 04 TYPE Interior Col to Roof Bm EW Post Top Clip w/ Stiff ------------------------------------------------------------------------------------------------------------------------------------ W E L D I N F O R M A T I O N ROOF BEAM SIDE F L A N G E P L A T E'S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 2 Main Stiffener Stiffener to Inner Flg Stiffener to Web Plate 0.17 7.42 0.024 12 0.06 1.86 0.035 1 W E L D I N F O R M A T I O N ROOF BEAM SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web Web to Inner Flange 6.000" 1/8" 1/8" 0.24 3.71 0.064 1 -50% MOMENT CAPACITY +50% MOMENT CAPACITY 1 DL + LL 2 DL + WLL 3 DL + WLR 4 DL + EQL/1.4 5 DL + EQR/1.4 6 PDL+0.70PL+EQLm 7 PDL+0.70PL+EQRm 8 0.85PDL + EQLm 9 0.85PDL + EQRm 10 DL + EQLm 11 DL + EQRm 12 DL + EWP 13 DL + EWS Std Des 0.00 0.00 -279.15 Std Des 0.00 0.00 279.15 Std Des -0.06 -1.71 -70.53 Std Des -0.67 -1.51 42.04 Std Des 0.49 1.49 -39.24 Std Des -0.05 -0.47 -12.64 Std Des 0.00 -0.31 -16.59 Axial C Category 3 Load Combination - Axial C Category 3 Load Combination - Axial T Category 4 Load Combination - Axial T Category 4 Load Combination - Conns Category 2 Load Combination - Conns Category 2 Load Combination - Std Des -2.08 1.27 54.06 Std Des -2.08 1.27 54.06 Dimensions at Connection Flg. to Flg. Dimension Main Flange Dimensions Adjacent Depth Change Information Distance to Depth Change Flg. to Flg. Dimension Adj. P1. Angle (Degrees) 1.00 N 1.00 N 1.00 N 1.33 N 1.33 N 1.33 N 1.33 N Does not apply to Splice Design. Does not apply to Splice Design. Does not apply to Splice Design. Does not apply to Splice Design. Does not apply to this Splice Type. Does not apply to this Splice Type. 1.33 N 1.33 N P A R T D I M E N S I O N S Lower Upper Roof Beam Roof Beam 12.000" 12.000" 22'- 6.000" 2'- 6.000" 12.000" 21.391" 0.000 0.000 S P L I C E D E S I G N - A P P L I E D L O A D S S U.M M A R Y DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: S 78 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 07 TYPE : Intermediate Roof Beam O/I Extens - Comp Beam ------------------------------------------------------------------------------------------------------------------------------------ LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO ---- -------------------- CATEGORY -------- (kips) -------------- (kips) (in -k) FACTOR -------- ------ STRENGTH -------- -50% MOMENT CAPACITY +50% MOMENT CAPACITY 1 DL + LL 2 DL + WLL 3 DL + WLR 4 DL + EQL/1.4 5 DL + EQR/1.4 6 PDL+0.70PL+EQLm 7 PDL+0.70PL+EQRm 8 0.85PDL + EQLm 9 0.85PDL + EQRm 10 DL + EQLm 11 DL + EQRm 12 DL + EWP 13 DL + EWS Std Des 0.00 0.00 -279.15 Std Des 0.00 0.00 279.15 Std Des -0.06 -1.71 -70.53 Std Des -0.67 -1.51 42.04 Std Des 0.49 1.49 -39.24 Std Des -0.05 -0.47 -12.64 Std Des 0.00 -0.31 -16.59 Axial C Category 3 Load Combination - Axial C Category 3 Load Combination - Axial T Category 4 Load Combination - Axial T Category 4 Load Combination - Conns Category 2 Load Combination - Conns Category 2 Load Combination - Std Des -2.08 1.27 54.06 Std Des -2.08 1.27 54.06 Dimensions at Connection Flg. to Flg. Dimension Main Flange Dimensions Adjacent Depth Change Information Distance to Depth Change Flg. to Flg. Dimension Adj. P1. Angle (Degrees) 1.00 N 1.00 N 1.00 N 1.33 N 1.33 N 1.33 N 1.33 N Does not apply to Splice Design. Does not apply to Splice Design. Does not apply to Splice Design. Does not apply to Splice Design. Does not apply to this Splice Type. Does not apply to this Splice Type. 1.33 N 1.33 N P A R T D I M E N S I O N S Lower Upper Roof Beam Roof Beam 12.000" 12.000" 22'- 6.000" 2'- 6.000" 12.000" 21.391" 0.000 0.000 S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: S 79 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 07 ------------------------------------------------------------------------------------------------------------------------------------ TYPE Intermediate Roof Beam O/I Extens - Comp Beam S P L I C E P L A T E BOTH SIDES PLATE TYPE STANDARD PART NUMBER 0042866 ORIENTATION NORMAL PLATE WIDTH 6.000" PLATE LENGTH 16.750" PLATE THICKNESS 0.375" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 2.375" DESIGN STRESS RATIO 0.990 CONTROLLING COND. -50% CONTROLLING LOCATION Side 2 Outer Flg 2 B O L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.125" INNER 1 2 1.125" L O W A B L E S DATE: 10/01/04 CADDS TIME: ------------------------------------------------------------------------------------------------------------------------------------ 10:50 AM PAGE: S 80 ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO -12 SPLICE ------------------------------------------------------------------------------------------------------------------------------------ # 07 TYPE*: Intermediate Roof Beam 0/I Extens - Comp Beam B 0 L T L 0 A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OU'T'ER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) LOWER ROOF BEAM SIDE -50% 10.801 0.000 0.000 21.000 35.205 44.000 +50% 0.000 10.801 0.000 21.000 35.205 44.000 1 2.742 0.000 1.393 21.000 8.939 43.903 2 0.000 1.769 1.230 27.993 5.765 58.595 3 1.415 0.000 1.215 27.993 4.612 58.597 4 0.499 0.000 0.379 27.993 1.627 58.647 5 0.642 0.000 0.254 27.993 2.091 58.650 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 0.000 2.537 1.035 27.993 8.269 58.612 13 0.000 2.537 1.035 27.993 8.269 58.612 B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) UPPER ROOF BEAM SIDE -50% 10.819 0.000 0.000 21.000 35.265 44.000 +50% 0.000 10.819 0.000 21.000 35.265 44.000 1 2.747 0.000 1.393 21.000 8.953 43.903 2 0.000 1.771 1.230 27.993 5.771 58.595 3 1.418 0.000 1.215 27.993 4.623 58.597 4 0.500 0.000 0.379 27.993 1.630 58.647 5 0.643 0.000 0.254 27.993 2.095 58.650 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 0.000 2.538 1.035 27.993 8.273 58.612 13 0.000 2.538 1.035 27.993 8.273 58.612 O U T S K E T C H DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: S 81 ------------------------------------------------------------------------------------------------------------------------------------ ORDER It 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER If 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE If 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME If 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE If 07 TYPE : Intermediate Roof Beam O/I Extens - Comp Beam ------------------------------------------------------------------------------------------------------------------------------------ SPLICE PLATE 0042866 LOWER ROOF BEAM SIDE -->!<-- UPPER ROOF BEAM SIDE BOLTS: 0.625" DIA A325 NO WASHERS 6.000" X 16.750" X 0.375" I OUTSIDE FLANGE 0.250 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 +- 2.750"-+ -+---------+--- ----------------------------- ---+- 1.125" 2.375" 2.375" -+--- 0 0 - - - 12.000" 14.500" 1.125" -+------------- FFFFFFFFFFFFFFFFFFFFFFF W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W FFFFFFFFFFFFFFFFFFFFFFF 0 0 12.1 OUTSIDE FLANGE 0.250 X 5.000 )00" MAIN WEB 0.140 INSIDE FLANGE 0.250 X 5.000 S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N DATE: 10/01/04 CADDS TIME: 10:50 AM ------------------------------------------------------------------------------------------------------------------------------------ PAGE: S 82 ORDER It 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 07 ------------------------------------------------------------------------------------------------------------------------------------ TYPE : Intermediate Roof Beam O/I Extens - Comp Beam F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) LOWER ROOF BEAM SIDE OUTER 2 Main Flange 0.250 X 5.000 2.375 17.28 33.00 14.72 49.50 0.524 -50% INNER 2 Main Flange 0.250 X 5.000 2.375 17.28 33.00 14.72 49.50 0.524 +50% UPPER ROOF BEAM SIDE OUTER 2 Main Flange 0.250 X 5.000 2.375 17.31 33.00 14.43 49.50 0.525 -50% INNER 2 Main Flange 0.250 X 5.000 2.375 17.31 33.00 14.43 49.50 0.525 +50% W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW GOND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) LOWER ROOF BEAM SIDE Main Web 0.120 1.19 22.00 0.00 33.00 14.25 49.50 0.288 -50% UPPER ROOF BEAM SIDE Main Web 0.140 1.02 22.00 0.00 33.00 13.96 49.50 0.282 +50% S P L I C E D E S I G N - W E L D I N F O R M AT I O N DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: S 83 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 07 TYPE : Intermediate Roof Beam 0/I Extens - Comp Beam ------------------------------------------------------------------------------------------------------------------------------------ W E L D I N F O R M A T I O N LOWER ROOF BEAM SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- --=----- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face . Out Face In Face Win) Win) Win) COND OUTER 2 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate LOWER ROOF BEAM SIDE DESCRIPTION Main Web Web to Splice Plate UPPER ROOF BEAM SIDE DESCRIPTION OUTER 2 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate YES 3/16" 3/16" 4.43 8.25 0.536 -50% YES 3/16" 3/16" 4.43 8.25 0.536 +50% W E L D I N F O R M A T I O N W E B P L A T E S ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND 1/8" 0.14 1.86 0.077 1 W E L D I N F O R M A T I O N F L A N G E P L A T E S FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ---- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND YES 3/16" 3/16" 4.45 8.25 0.539 -50% YES 1/4" 3/16" 4.45 8.25 0.539 +50% S P L I C E D E S I G N - W E L D I N F O R M A T I O N DATE: 10/01/04 CADDS TIME: 10:50 AM PAGE: S 84 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 121812 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 04-146 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 520-345-7296 PROJ NAME - DAVE FULLER- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 04 DESCRIPTION EWDS 50'-0" 12'-3 5/8" 20 PSF 80 MPH UBC 97 4.000 TO 12 SPLICE # 07 TYPE : Intermediate Roof Beam 0/I Extens - Comp Beam ------------------------------------------------------------------------------------------------------------------------------------ W E L D I N F O R M A T I O N UPPER ROOF BEAM SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ----------------------•--- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web Web to Splice Plate 1/8" 0.14 1.86 0.077 1 IkIBCEIV�� SO\- p7 2005 wjLj'p ®��ICE E N8 -705q'471 r-----------------------------7--- -7 I'T41.0q' "4 0 I 'Or/ 4 / II• ti \ / LITTLE BUTTE GREE if Ib0' LEACH SETBACK P M GREEK I � 1100 GALLON SEPTIC TANK PROPERTY SLOPES GENTLY TOWA1�GR I WITH EFFLUENT PUMP /�p�/ I / TO LEACH FIELD, S' CLR. / PROPOSED MIN. PROM BUILDING / / ^O I / / S BEDROOM / I RESIDENCE AAL 5 I �ROPERTY SLOPES 6 Y TOWARD$ .REE B POR g BEDROOM HOME 0 0 PTBED) REPL 16198' ACH LINE AR>00000 I IOO/POOT LEACH SETBACKP M WELL ' / I 10.00' 1 I TYP. 1000 PROPERYY SLOPES GENTLY TOWAR\ REEK � O I I PROPOSED I / OARAOE WELL I SEPARATE V I APPLICATION) 1.0 I 254XV I / I /a�0 llool lol 5ITE FLAN II. � I� 1 /rye m 11!ry/mom I GREGORY A. PEITZ ARCHITECT 383 Rio Lindo Ave. Chico, CA. 95926 (530) 894-5719 �- WNiN0 DIVISION - BUILDINQ PLAN APPROVAL use: ' IDate: ®L Parking: Landscaping: Other. Signature: PLOT PLAN FOR DAVE AND CLAUDIA FULLER APN:0I-7-160-014 HONEY RUN ROAD CHICO, CA 95928 PHONE: 550-256—!3-722 ZONED: FR -5 6ENERAL PLAN: AR FLOOD ZONE X SCALE I" = 100 Envftttmental Heald'' APRIL 2005 SITE PLAN NEW 3 BEDROOM RESIDENCE for: DAVE AND CLAUDIA FULLER CHICO CALIFORNIA APR 2 1 2005 Chic®, CA PAGE 1 4!2VWos vs::so AM N8 -I°59'4 -f "E • ���e\46 � ti�9R LITTLE BUTTE GREEK 6� O 5b8.05' 100' LEACH SETBACK F M GREEK PROPERTY SLOPES GENTLY TO� PROPOSED 5 BEDROOM 1250 GALLON SEPTIC, TANK RESIDENCE WITH EFFLUENT PUMP TO LEACH FIELD, 5' CLR. MIN, FROM BUILDING 521. PERTY SLOPES GENTLY TOWARDS GREEK ° " s 3*X'75 LEACH LINE 50.0' MIN. REPL � FOR 5 BEDROOM HOME (75 FT/BE 1 58' ARE DEPRESSION I CW FOOT.LEACH SETBAK ROM ELL 100.0' MIN 10-00' PROPE SLOPES GENTLY TOD$ REEF �0 PROPOSED ` GARAGE WELL ` NNDER a SEPARATE APPLICATION) O \�0 AR��J�10 154.1'1' SITE F ry %n °rye ry� SITE PLAN , PAGE GREGORY A. P E I T Z NEW 3 BEDROOM RESIDENCE ARCHITECT for: 383 Rio Lindo Ave. Chico, CA. 95926 (530) 894-5719 DAVE AND CLAUDIA FULLER CHICO CALIFORNIA 21 arc �� R -A1. PLOT PLAN FOR DAVE AND CLAUDIA FULLER APN:0I-1-160-0I4 HONEY RUN ROAD CHICO, CA 95928 PHONE: 550-255-5-722 ZONED: FR -5 GENERAL PLAN: AR FLOOD ZONE X SCALE I" = 100 APRIL 2005 Envlronmental Health J U N 9 5 2005 Chico, CA m 4 6030 .. O O i . EXPOSED STEEL q COLUMNS BY BUTLER OLu Q X CONCRETE SLAB -ON -GRADE FLOOR l\�// 45'-O°( O Q 4. GRAVITY ROOF VENTS 13'-0" nCj WITH MANUAL DAMPERS TOTAL OF 2 FIBEF;r3LASS ROOF O � •OCC = �! . 6030 6030 w ----------------- STEEL FRAME BY BUTLER X -BRACE/ IN WALL �. w w CONCRETE SLAB -ON -GRADE FLOOR • w O i GO 1 ... ABS ........... f. To o• SEP'ti PRIVATE WOOD -FRAMED TOILET ROOM. SYSTEM J WALLS FRAMED WITH. 2X4 STUDS 6 16° O O O.G. CEILING FRAMED WITH 2X6 JOISTS m 16" OAC. ' ALL EXPOSED SURFACES o 'i=- TO BE TEXTURED 4 PAINTED I/2" GWB _ O w !MR GM ON WET WALLS). WOOD O o FRAMING PER CBM30 'CONVENTIONAL LIGHT FRAME CONSTRUCTION' Q , •• 6030 6030 5'-O" SQUARE (MIN) O' CONCRETE LANDING t° AT DOORWAYS. TYP. IN WALL BUTLER X -BRACE\ y 6030 13'-0" FLOOR FLAN: BUTLER 11 ROOF 14 IN 12 PANELING W/ BUTLERCOTE FINISH GUTTER \5' -Olt O.C. PRIVATE GARAGE (ul occuPANc"-) 2250 SQ. FT. 1 O Q GRAVITY ROOF VENTS ~ nCj WITH MANUAL DAMPERS TOTAL OF 2 FIBEF;r3LASS ROOF O � •OCC = h . J THIS AREA IS TO BE USED ONLY „ w FOR: THE STORAGE OF PR(YATE STEEL FRAME BY PLEASURE -TYPE MOTOR VEHICLES. • w O i GO 1 ... ABS ........... f. To o• SEP'ti PRIVATE WOOD -FRAMED TOILET ROOM. SYSTEM J WALLS FRAMED WITH. 2X4 STUDS 6 16° O O O.G. CEILING FRAMED WITH 2X6 JOISTS m 16" OAC. ' ALL EXPOSED SURFACES o 'i=- TO BE TEXTURED 4 PAINTED I/2" GWB _ O w !MR GM ON WET WALLS). WOOD O o FRAMING PER CBM30 'CONVENTIONAL LIGHT FRAME CONSTRUCTION' Q , •• 6030 6030 5'-O" SQUARE (MIN) O' CONCRETE LANDING t° AT DOORWAYS. TYP. IN WALL BUTLER X -BRACE\ y 6030 13'-0" FLOOR FLAN: BUTLER 11 ROOF 14 IN 12 PANELING W/ BUTLERCOTE FINISH GUTTER \5' -Olt O.C. SPECIAL INSPECTIONS EXEMPTION FROM THE REQUIREMENT FOR SPECIAL INSPECTION OF HIGH-STRENGTH BOLTING IS REQUESTED FOR THIS PROJECT AS ALLOWED BY CBC SECTION 11OU FOR CONStFWCTION OF MINOR NATURE. OUJNER DAVE FULLER ti4i . 235 LAKE ALMANOR UE:ST DRIVE " 9 CHESTER CA 96020 C3"934 Dom. 6/30/06 INDEX 01= DR,4UJINGS Al FLOOR PLAN 4 SECTION �. X42 ELEVATIONS 51.1 FOUNDATION PLAN 51.2 FOUNDATION DETAILS 4/6/05 Mf&- REV. 1 `3" VINYL -BACKED F ~ � FIBEF;r3LASS ROOF O wA• W h 4 WALL INSULATION (RIO) J _ w Zw STEEL FRAME BY w w fa :<- BUTLER M.C- WOO BUTLER__--�) s m J STANDARD n() (L 'SHADOWALL' m . fi GIRT BY :ZZ STEEL SIDING =p0 a BUTLER MC _ d . Z NOTE: uW 3:b 4W O VINYL INSULATION BACKING SHALL J BOO HAVE A FLAME SPREAD INDEX OF 25 J o .. Wm LL a OR LESS AND SMOKE DENSITY NOT TO 4 -N e/ EXCEED 450 WHEN TESTED PER UBC Sao STANDARD 8-I. � 4° CONCRETE SLAB y WITH 6/6AOIO WWM s4°! Du GLEAN GRAVEL A S>Z SECTION A SPECIAL INSPECTIONS EXEMPTION FROM THE REQUIREMENT FOR SPECIAL INSPECTION OF HIGH-STRENGTH BOLTING IS REQUESTED FOR THIS PROJECT AS ALLOWED BY CBC SECTION 11OU FOR CONStFWCTION OF MINOR NATURE. OUJNER DAVE FULLER ti4i . 235 LAKE ALMANOR UE:ST DRIVE " 9 CHESTER CA 96020 C3"934 Dom. 6/30/06 INDEX 01= DR,4UJINGS Al FLOOR PLAN 4 SECTION �. X42 ELEVATIONS 51.1 FOUNDATION PLAN 51.2 FOUNDATION DETAILS 4/6/05 Mf&- REV. 1 401UG F ~ � 0 0 �. wA• W h o J _ w Zw w w fa :<- 0 } WOO � s m J m `o n() (L = m . fi — :ZZ F =p0 a W � 'jam/ _ d . Z 1 401UG A F. .e W © o J Z w Zw � .e o N y QQ _j W o n() (L = m . fi — o Q a W � 'jam/ _ 'r 'a uW 3:b 4W O J BOO J o .. Wm LL a ale 4 -N e/ Z Sao � w° r 1 401UG M F. - 4